Development of Earthquake Ground Motion Input for Preclosure 
Seismic Design and Postclosure Performance Assessment of a 
Geologic Repository at Yucca Mountain, NV REV 01

MDL-MGR-GS-000003

November 2004 

The site-response model is also limited in that it does not explicitly represent two- or three-dimensional ground motion 
effects. Such effects are implicitly included because the ground motion attenuation relations used in ground motion 
interpretations for the probabilistic seismic hazard analysis are based on strong ground motion recordings that include 
two- and three-dimensional effects. 
Change History 
14. Revision No. 15. Description of Change 
00 
Initial issue. For vibratory ground motion, supersedes B00000000-01727-5700-00018 
("Seismic Design Basis Inputs for a High-Level Waste Repository at Yucca Mountain, 
Nevada"). 
00 Errata 1 Errata to address Condition Report 1960 concerning calculation of seismic ray angles 
of incidence. 
01 
Revision to incorporate additional results. Namely, ground motion inputs with annual 
probabilities of exceedance of 10-3, 10-4, and 10-5. In addition, revised results for the 
surface facilities area (Points D & E) with an annual probability of exceedance of 5 x 
10-4 are provided. These revised results reflect the elimination of an assumption that 
engineered fill will be placed at the surface. This revision also presents straincompatible 
soil properties for the surface facilities area and the variation of strains, 
curvatures, and peak ground motions as a function of depth for Yucca Mountain for 
annual probabilities of exceedance of 10-3, 5 x 10-4, 10-4. Results for a site to the 
north of the Exile Hill splay fault (Point F) are provided for comparison to results at 
Points D & E, which are the seismic design inputs for preclosure analyses. Model 
validation is enhanced by inclusion of validation results for a site at which large strains 
were achieved. The report is also revised to follow the current versions of applicable 
procedures. 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 v November 2004 
ACKNOWLEDGMENTS 
The following individuals, listed alphabetically, provided significant technical contribution to the 
development of this document: Rajendram Arulnathan, Mark Dober, Chaiwat Law Pattanapong, 
Richard Lee, Segaran Logeswaran, Susan Olig, Richard Quittmeyer, Walter Silva, Patricia 
Thomas, Gabriel Toro, Shobhna Upadhyaya, Ivan Wong, and Robert Youngs. The co-Principal 
Investigators were Ivan Wong, Patricia Thomas, and Walter Silva. Mark Dober, Chaiwat Law 
Pattanapong, Segaran Logeswaran, and Shobhna Upadhyaya performed the ground motion 
calculations. Richard Lee and Rajendram Arulnathan assisted in the model validation. Gabriel 
Toro developed the site-specific probabilistic representation of the seismic velocity profiles. 
Susan Olig managed the software quality assurance aspects for the study. Richard Quittmeyer, 
and Carl Stepp assisted in the writing of the AMR.

EXECUTIVE SUMMARY 
This report describes a site-response model and its implementation for developing earthquake 
ground motion input for preclosure seismic design and postclosure assessment of the proposed 
geologic repository at Yucca Mountain, Nevada. The model implements a random-vibration 
theory (RVT), one-dimensional (1D) equivalent-linear approach to calculate site response effects 
on ground motions. The model provides results in terms of spectral acceleration including peak 
ground acceleration, peak ground velocity, and dynamically-induced strains as a function of 
depth. In addition to documenting and validating this model for use in the Yucca Mountain 
Project, this report also describes the development of model inputs, implementation of the model, 
its results, and the development of earthquake time history inputs based on the model results. 
The purpose of the site-response ground motion model is to incorporate the effects on earthquake 
ground motions of (1) the approximately 300 m of rock above the emplacement levels beneath 
Yucca Mountain and (2) soil and rock beneath the site of the Surface Facilities Area. A 
previously performed probabilistic seismic hazard analysis (PSHA) (CRWMS M&O 1998a 
[DIRS 103731]) estimated ground motions at a reference rock outcrop for the Yucca Mountain 
site (Point A), but those results do not include these site response effects. Thus, the additional 
step of applying the site-response ground motion model is required to develop ground motion 
inputs that are used for preclosure and postclosure purposes. 
The RVT-based equivalent-linear site response model involves a computational method (i.e., 
equivalent-linear) that has been widely employed to evaluate 1D site response using vertically 
propagating plane shear (S)-waves. Departures of soil response from a linear constitutive 
relation are treated in an approximate manner through the use of the equivalent-linear approach. 
Idriss and Seed (1968 [DIRS 163520]) introduced this approach, in its present form. Basically, 
the approach approximates a second-order nonlinear equation, over a limited range of its 
variables, by a linear equation. Formally this is done in such a way that the average of the 
difference between the two systems is minimized. This is done in an ad-hoc manner for ground 
response modeling by defining an effective strain that is taken to exist for the duration of the 
excitation. Shear modulus reduction and hysteretic damping curves are then used to define new 
parameters for each layer based on the effective strain computations. The linear response 
calculation is repeated, new effective strains evaluated, and iterations performed until the 
changes in parameters are below an established tolerance level. 
The RASCALS code used in this study is an implementation of the equivalent-linear 
formulation. The RASCALS code is an RVT-based equivalent-linear approach, which 
propagates an outcrop (control motion) power spectral density through a 1D soil column. RVT 
is used to predict peak time domain values of shear strain based upon the shear-strain power 
spectrum. In this approach, the control motion power spectrum is propagated through the 1D 
rock/soil profile using plane-wave propagators. Both P-SV (vertically polarized S-wave) and SH 
(horizontally polarized S-wave) waves are incorporated into the analysis and have specified 
angles of incidence. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 vii November 2004 
Three methods were used to validate the RVT equivalent-linear site response model for use in 
these analyses: 
1. Corroboration of model results with data acquired from the laboratory, field 
experiments, analog studies, or other relevant observations, not previously used to 
develop or calibrate the model. 
2. Corroboration of results with alternative mathematical models. 
3. Technical review by individuals independent of the development, checking, and 
interdisciplinary review of the model documentation. 
Four approaches to validate the RVT-based equivalent-linear site response model or its 
components based on the above Methods (1) and (2), are described in this report: 
1. A comparison of response spectra computed using time domain and RVT approaches. 
This validation is only of the RVT component of the site response model. 
2. Comparison of the predictions of recorded ground motions up to peak shear strains of 
1.0% using the RVT-based equivalent-linear and three established nonlinear 
approaches. 
3. Validation of use of the site response model in a linear mode to predict vertical ground 
motions. 
4. A comprehensive comparison of predictions involving the site response model with 
recorded earthquake data from 16 earthquakes recorded at more than 500 sites. 
Three reviewers selected by the Chief Science Office carried out Method (3). Their review is 
also summarized in this report. An evaluation of the site-specific applicability of the site 
response model to Yucca Mountain is also presented in this report. 
Geological/geotechnical inputs to the site-response ground motion model consist of small-strain 
seismic velocities, densities, nonlinear dynamic material properties, and the angles of incidence 
of the control motions. For the Repository Block, two base case shear-wave and compressionalwave 
velocity profiles are used to represent uncertainty in the mean profile. For the Surface 
Facilities Area, where uncertainty in the mean profile is less, a single base case profile (for both 
shear-wave and compressional-wave velocity) is used. (In this study, the Surface Facilities Area 
is the area southwest of the Exile Hill splay fault.) The base case profiles are used, along with 
information on the statistical correlation of layer thicknesses and layer velocities, to develop a 
suite of random velocity profiles that are used as model input. Similarly for the nonlinear 
dynamic properties of site materials, multiple base case curves of normalized shear modulus 
reduction and damping, as a function of cyclic shear strain, are developed to represent 
uncertainty in the mean values of these properties. Two sets of curves are developed each for the 
tuff and alluvium at the site. For input to the site response model, the curves for all materials are 
randomized to represent random variability in properties within and across the site. The velocity 
profiles and dynamic material property curves were developed based upon a geotechnical, 
geological, and geophysical program performed in 2000 to 2001. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 viii November 2004 
The starting point for the site response modeling is the output of the PSHA. For a given annual 
frequency of ground motion exceedance, the seismic hazard results are used to derive an 
acceleration response spectrum with a uniform probability of being exceeded, the uniform hazard 
spectrum (UHS). The UHS is the ground motion used as input (the control motion) to the siteresponse 
model. Results for peak ground velocity are also determined. 
The approach used herein in developing site-specific ground motions follows one (called 2B) 
recommended in NUREG/CR-6728 (McGuire et al. 2001 [DIRS 157510], Section 6.1). The 
PSHA results for a given annual frequency of exceedance are deaggregated to identify 
controlling earthquakes. Two controlling earthquakes are determined from the deaggregated 
hazard at structural frequencies of 1 to 2 Hz and at 5 to 10 Hz. Response spectra for the 
controlling earthquakes are scaled to match the UHS at 1 to 2 Hz and 5 to 10 Hz and these form 
the reference earthquake response spectra. The reference earthquake response spectra form the 
basis for development of the site-specific ground motions (Regulatory Guide 1.165, 1997 [DIRS 
119139], Regulatory Position 4). Non-linear site-response may be sensitive to earthquake 
magnitude (spectral composition of the control motion). Because this sensitivity may not be 
sufficiently captured by the range of magnitudes for the reference earthquakes, three 
deaggregation earthquakes are defined to account for the range of magnitudes contributing to 
the hazard in the 1 to 2 Hz and 5 to 10 Hz structural frequency ranges. These earthquakes 
nominally represent the 5th, mean, and 95th fractile magnitudes and associated distances 
determined from the hazard deaggregation. These deaggregation earthquakes form the input, or 
control motion, for the site-response ground motion model. Thus, for both horizontal and 
vertical ground motion modeling, the methodology employs six control motion response spectra 
as inputs. A weighted average is taken of the model outputs for each set of deaggregation 
earthquakes with the results for the mean magnitude getting the highest weight. 
Response spectral (5%-damped) and peak particle velocity transfer functions from the PSHA 
reference rock outcrop (Point A) to repository locations of interest are developed. For each 
combination of deaggregation earthquake, base case velocity profile, and base case dynamic 
material properties, multiple runs using the site response model are carried out using randomized 
parameter values to determine the effect of input parameter variation across the site. The model 
results are then appropriately combined to determine the final output (e.g., response spectra, peak 
ground velocities or accelerations, strain-compatible soil properties). For horizontal component 
motions, the transfer function is applied to the enveloped reference earthquake motions (response 
spectra and UHS or peak particle velocities) to determine the final motions. For vertical 
motions, the transfer function is applied to a spectrum derived from the horizontal spectrum 
using vertical-to-horizontal ratios, as a function of frequency, appropriate for the Yucca 
Mountain Site. Based on these outputs, further analysis is carried out to develop time histories. 
Based on the UHS at Point A and the site response model, ground motion inputs for preclosure 
analyses are determined for the planned waste emplacement drifts (Point B; about 335 m depth). 
Preclosure inputs also are determined for the Surface Facilities Area (Point D/E). For this site, 
three conditions are modeled: 35 ft of alluvium covering rock and a 110-ft-thick layer of 
alluvium covering rock (Point D). In addition, a thin layer of alluvium (15 ft), which represents 
the area adjacent to Exile Hill is modeled (Point E). Ground motion inputs for postclosure 
analyses are determined only for the waste emplacement level. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 ix November 2004 
BSC (2004b [DIRS 170564]) describes the preclosure seismic design methodology for a 
repository at Yucca Mountain. The report presents a risk-informed methodology for establishing 
design basis hazard levels for systems, structures, and components determined to be important to 
safety. Two design basis ground motion levels (DBGM-1 and DBGM-2) are used. DBGM-1 
has a mean annual frequency of exceedance of 1x10-3, while DBGM-2 has a mean annual 
frequency of exceedance of 5x10-4. BSC (2004b [DIRS 170564], Section 3.3) also describes 
analyses to evaluate seismic margin. Beyond-design-basis ground motion analyses and highconfidence-
of-low-probability-of-failure analyses will be carried out, as appropriate. For these 
analyses, beyond design basis ground motions with a mean annual frequency of exceedance of 
1x10-4 are used. Thus, in this report, design ground motions (response spectra, time histories, 
strain-compatible soil properties, and strains, curvatures, and peak ground motion values as a 
function of depth) are presented for annual frequencies of exceedance of 10-3, 5x10-4, and 10-4. 
For postclosure analyses, the focus is on model results for ground motion annual exceedance 
frequencies between 10-4 and 10-8. These ground motions are larger than those used for 
preclosure design and address the regulatory requirement to consider events with a 10-4 chance of 
occurring in 10,000 years. In this report, suites of 17 sets of three-component time histories, 
either scaled to peak ground velocity, spectrally conditioned and scaled to peak ground velocity, 
or spectrally matched, are presented for mean annual exceedance frequencies of 10-5, 10-6, and 
10-7 in support of the Total Systems Performance Assessment for the License Application. Table 
E-1 summarizes the products of site response modeling and associated analyses for preclosure 
seismic design and postclosure performance assessment. 
Control motions used as input to the site response model are based on results of the PSHA. . In 
a topical report submitted to the NRC, the DOE described the approach for performing a PSHA 
for the Yucca Mountain Site (YMP 1997b [DIRS 100522]). The approach specifically captures 
variabilities in features, processes, models, and model parameters as required by 10 CFR 
63.114(a)(b)(c) [DIRS 156605] and expresses the variabilities in the hazard results. The 
variabilities in the input parameters are modeled for hazard computation using unbounded 
distributions and are captured in the hazard results by integrating over all input distributions. 
The integrated variability in the inputs, which is expressed in the hazard results as a probability 
distribution, becomes increasingly large and increasingly asymmetric with increasingly low 
annual frequency of exceedance. As a consequence, ground motion values corresponding to 
very low mean annual exceedance frequencies are larger than can be considered to be physically 
reasonable or even possible. That is, they would imply dynamic strains that would exceed the 
strength of the rock. This outcome simply expresses the state of the scientific communitys 
variability in the estimation of PSHA input parameters and, consequently, the probability of 
exceeding ground motion values at low annual exceedance frequencies. It carries no implication 
that ground motions corresponding to the mean probability of exceedance at such low annual 
frequencies should be considered physically attainable. 
To address this issue, a separate analysis to estimate peak horizontal velocities with a very low 
annual frequency of being exceeded (~10-7) was performed that considers the maximum strain 
level sustainable by the rock at Yucca Mountain. The resulting probability distribution provides 
a bound on peak horizontal velocities at the repository waste emplacement level for use in the 
seismic consequence abstraction and the TSPA (BSC 2004c [DIRS 170137]). 

1. PURPOSE 
This report describes a site-response model that was implemented in developing earthquake 
ground motion input for preclosure seismic design and postclosure assessment of the geologic 
repository at Yucca Mountain, Nevada. The modeling approach, which was developed 
previously (Silva et al. 1989 [DIRS 163187]), implements a random-vibration theory (RVT), 
equivalent-linear formulation to calculate site response effects on ground motions. The model 
provides results in terms of spectral acceleration including peak ground acceleration, peak 
ground velocity, and dynamically-induced strains as a function of depth. In addition to 
documenting the model and describing the validation of the model for use on the Yucca 
Mountain Project, this report also describes the use of the model, its results, and the development 
of earthquake time history inputs based on these results. 
The purpose of the site-response ground motion model is to incorporate the effects of the upper 
approximately 300 m (~1000 ft) of rock and soil at Yucca Mountain on earthquake ground 
motions. A probabilistic seismic hazard analysis (PSHA) (CRWMS M&O 1998a [DIRS 
103731]; BSC 2004j [DIRS 168030]) provides ground motion at a reference rock outcrop for the 
site (Figure 1-1, Point A), but those results do not include the response of the upper 
approximately 300 m of material. Thus, the additional step encompassed in the site-response 
ground motion model is required to develop ground motion inputs that are used for preclosure 
and postclosure purposes. 
Figure 1-1. Schematic Representation of the Locations for which Seismic Input Ground Motions are 
Developed 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 1-2 November 2004 
Ground motion inputs for preclosure analyses are determined for an underground location at the 
depth of planned waste emplacement drifts (nominally 300 m depth) (Figure 1-1, Point B). 
Preclosure inputs are also determined for the planned site of surface facilities. This area, 
southwest of the Exile Hill fault splay, is referred herein as the Surface Facilities Area. This is 
the area that has been geotechnically characterized and where the preclosure seismic design 
ground motions have been calculated. For the Surface Facilities Area, two conditions are 
modeled: a thin layer of alluvium covering rock (Figure 1-1, Point E) and a thicker layer of 
alluvium covering rock (Figure 1-1, Point D). Points D and E are located within the Surface 
Facilities Area. Originally, surface facilities were to be located in the area south of the fault, but 
due to changes in design and facility placement, some facilities are now planned to be located 
north of the fault. To examine the differences north and south of the fault, ground motions for a 
location north of the fault (Point F) have been computed based on the available data. A 
geotechnical program to characterize the area northeast of the Exile Hill splay fault began in 
June 2004. 
Ground motion inputs for postclosure analyses are determined for the waste emplacement level 
(Point B) only. Ground motions for a rock outcrop at the surface of Yucca Mountain (Figure 
1-1, Point C) are not required and, thus, are not addressed in this report. 
The relation of this study to other preclosure and postclosure seismic-related work is shown on 
Figure 1-2. The ground motion hazard results from the PSHA provide the basis for inputs to a 
site response analysis. Preclosure ground motions derived from the site response analysis are 
used for design of the surface facilities and in soil-structure interaction analyses for the waste 
handling buildings. They are also used for preclosure subsurface facility design and analyses 
and to support preclosure waste package design and analyses. 
For postclosure, peak ground velocity values determined from the site-response analysis for the 
waste emplacement level are used to develop time histories (seismograms) that form input to a 
model of drift degradation under seismic loads producing rockfall (Figure 1-2). The time 
histories are also used to carry out dynamic seismic structural response calculations of the drip 
shield and waste package system. For the drip shield, damage from seismically induced rockfall 
also is considered. In the seismic consequence abstraction, residual stress results from the 
structural response calculations are interpreted in terms of the percentage of the component (drip 
shield, waste package) damaged as a function of peak horizontal ground velocity (Figure 1-2). 
The seismic consequence abstraction also uses peak horizontal ground velocities to determine a 
seismic hazard curve for the waste emplacement level. 
Reports that document inputs to the modeling and analyses, and those that document use of the 
results, are listed below: 
OCRWM Project Reports Documenting Inputs: 
 Characterize Framework for Seismicity and Structural Deformation at Yucca Mountain, 
Nevada. ANL-CRW-GS-000003 REV 00 [Errata 001]. (BSC 2004j [DIRS 168030]) 

MDL-MGR-GS-000003 REV 01 1-3 November 2004 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
Figure 1-2. Documentation of Seismic Analyses 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 1-4 November 2004 
 Surface Geophysics. Volume I of Synthesis of Borehole and Surface Geophysical Studies 
at Yucca Mountain, Nevada and Vicinity. (Majer et al. 1996b [DIRS 104685], Section 
IV) 
 Geotechnical Data for a Potential Waste Handling Building and for Ground Motion 
Analyses for the Yucca Mountain Site Characterization Project. ANL-MGR-GE- 
000003 REV 00. (BSC 2002a [DIRS 157829]) 
 Geologic Framework Model (GFM2000). MDL-NBS-GS-000002 REV 02. (BSC 2004n 
[DIRS 170029]) 
 Characterize Eruptive Processes at Yucca Mountain, Nevada. ANL-MGR-GS-000002, 
Rev. 02. (BSC 2004k [DIRS 169980], Section 6.3.1.3, Table 7-1) 
 Preclosure Seismic Design Methodology for a Geologic Repository at Yucca Mountain. 
TDR-WHS-MD-000004 REV 01. (BSC 2004b [DIRS 170564]) 
OCRWM Project Reports Documenting Use of Results: 
 Drift Degradation Analysis, ANL-EBS-MD-000027. 
 Features, Events, and Processes: Disruptive Events, ANL-WIS-MD-000005. 
 Structural Calculations of Waste Package Exposed to Vibratory Ground Motion, 000- 
00C-WIS0-01400-000-00. 
 Additional Structural Calculations of Waste Package Exposed to Vibratory Ground 
Motion, 000-00C-WIS0-01700-000-00. 
 Seismic Consequence Abstraction, MDL-WIS-PA-000003. 
 Peak Ground Velocities for Seismic Events at Yucca Mountain, Nevada, ANL-MGRGS-
000004. 
In a topical report submitted to the U. S. Nuclear Regulatory Commission (NRC), the 
Department of Energy (DOE) identified two levels of seismic ground motion hazard appropriate 
for preclosure ground motion inputs (YMP 1997a [DIRS 100521], Section 3.1). These levels 
were defined for SSCs associated with Category 1 and Category 2 design basis events as defined 
in 10 Code of Federal Regulations (CFR) 60.2. With the issuance of 10 CFR 63 the concept of 
event sequences was introduced and preclosure performance objectives were defined in terms of 
them (10 CFR 63.111). In light of this change, DOE has revised its preclosure seismic design 
methodology to include two levels of Design Basis Ground Motion (DBGM-1 and DBGM-2) 
(BSC 2004b [DIRS 170564]). DBGM-1 and DBGM-2 are associated with annual frequencies of 
being exceeded (hazard levels) of 110-3 and 510-4, respectively. In addition, the revised 
methodology includes high-confidence-of-low-probability-of-failure seismic margins analyses 
and some analyses for beyond design basis ground motion (e.g., ground motions with a 110-4 
annual frequency of being exceeded). 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 1-5 November 2004 
In this report, results (5%-damped design response spectra, three-component sets of time 
histories matched to the seismic design response spectra, and strain-compatible soil properties) 
are provided for the 110-3, 110-4, and 510-4 hazard levels. (Note, that unless specified 
otherwise, all response spectra discussed and/or described in this report are 5%-damped.) 
For postclosure analyses, the focus is on model results for ground motion hazard levels between 
10-4 and 10-8. These ground motions are larger than those used for preclosure design and address 
the regulatory requirement to consider events with a 10-4 chance of occurring in 10,000 years 
(10 CFR 63.114(d) 2002 [DIRS 156605]). In this report, 17 three-component sets of time 
histories are presented for annual exceedance frequencies of 10-5, 10-6, and 10-7 in support of 
TSPA. 
This report also describes an evaluation of ground motions from maximum magnitude 
earthquakes associated with potential intrusion of basalt dikes at Yucca Mountain. Development 
of these ground motion inputs is treated deterministically. Results can be used to assess 
criticality issues related to possible dike intrusion. 
1.1 SCOPE OF WORK 
There are no standards that are applicable to the development of seismic inputs for Yucca 
Mountain (Section 4.3). The products of this study, however, address, in whole or in part, 
requirements of 10 CFR 63 and the Yucca Mountain Review Plan, Final Report (NRC 2003 
[DIRS 163274]), as identified in Section 4.2. The site response analysis followed the guidance 
provided in Regulatory Guide 1.165 (1997 [DIRS 119139], Appendix C) and NUREG/CR-6728 
(McGuire et al. 2001 [DIRS 157510], Section 6) with some exceptions as noted in the report. 
The Technical Work Plan (TWP), Development of Seismic Design Inputs, Preparation of a 
Seismic Topical Report and Evaluation of Disruptive Events Features, Events, and Processes, 
TWP-MGR-GS-000001, Revision 03 ICN 02 (BSC 2004a [DIRS 171850], Section 1.2), 
describes the scope of work performed. Planned tasks listed in the TWP that are documented, in 
whole or in part, in this report consist of: 
 Develop velocity profiles, nonlinear dynamic material properties curves, density 
profiles, and velocity correlation statistics based on geotechnical investigations at the 
site and other available information. 
 Extend the PSHA calculations to higher ground motions (lower annual frequencies of 
exceedance) to support TSPA-LA. 
 Carry out seismic hazard deaggregation for appropriate annual exceedance frequencies: 
10-3, 5x10-4, 10-4, 10-5, 10-6, and 10-7. 
 Develop seismic design inputs for required annual frequencies of exceedance and for 
appropriate sites (e.g., emplacement level, surface) to support preclosure and postclosure 
analyses. 
 Prepare a seismic design inputs model report documenting the seismic design inputs 
supporting initial preclosure design and TSPA-LA. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 1-6 November 2004 
The TWP also describes the planned approach to model validation. Previously published results 
that compare output of the modeling approach to observed data and to the output of alternative 
modeling approaches are described in Section 7. Section 7 also describes the results of an 
independent technical review of the model. This review forms a component of the overall model 
validation approach to reach the desired level of model confidence (Section 7.2). The validation 
of the model was completed in Revision 00 of this report (BSC 2003d [DIRS 166274]). In this 
Revision 01, additional confirmation analyses are documented that increase confidence in the 
validation of the model at higher shear strains. In particular, the model confirmation is for shear 
strains near 1%, which exceed the shear strains generated by the ground motions calculated for 
annual frequencies of exceedance at 10-6 and 10-7. The model validation carried out and 
described in Section 7 is a Level III validation. 
1.2 BACKGROUND 
Preliminary ground motion inputs were first developed for the Yucca Mountain site in CRWMS 
M&O (1998b [DIRS 156499]). These inputs were for the emplacement drift level and for a rock 
outcrop at the surface. Inputs for the surface facilities site were not developed because the site 
geology had not yet been sufficiently characterized. Subsequent efforts resulted in an initial 
characterization of the surface facilities site and led to updated preliminary inputs. These 
preliminary inputs provided the basis for analyses supporting the site recommendation (CRWMS 
M&O 2000 [DIRS 151288], BSC 2001a [DIRS 155187]). A more extensive characterization of 
the geotechnical properties of the Repository Block and surface facilities site was carried out in 
2000 and 2001 (BSC 2002a [DIRS 157829]). Results from these investigations form the basis 
for the current modeling and analyses efforts. 
1.3 MODEL LIMITATIONS 
A mathematical model is a mathematical representation of a conceptual model (system, process, 
or phenomenon) that is based on established scientific and engineering principles and from 
which the approximate behavior of a system, process, or phenomenon can be calculated within 
determinable limits of uncertainty. A limitation of models is that a mathematical representation 
is used that only approximates a physical process and cannot capture its every detail. There are 
also limitations to the inputs that are required by the model. These limitations, which are 
generally due to the availability and uncertainties of data, are discussed in Section 6.2. 
In addition to general limitations that pertain to models, the RVT equivalent-linear site-response 
modeling approach is limited in that it considers the ground motion process as one-dimensional 
(1D). The modeling approach employs plane-wave propagation through a 1D profile of layers 
with associated velocities and material properties. Two-dimensional (2D) and three-dimensional 
(3D) effects on ground motions (e.g., effects from dipping interfaces or topography) are not 
explicitly included in the model. 
Although 2D and 3D effects are not explicitly included, predicted response spectra using the 1D 
equivalent-linear approach have been favorably compared against actual earthquake data in 
studies worldwide by numerous investigators since the inception of the model in 1968 (e.g., 
Electric Power Research Institute [EPRI] 1993b [DIRS 103320], Appendix 6B; see also Section 
7.3.2.4). The approach is widely used in the earthquake engineering community and is accepted 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 1-7 November 2004 
by the NRC. Because of the extensive experience of the engineering community with the 1D 
equivalent-linear modeling approach for site response, it has been adopted for use in this study. 
Also, based on the available velocity data, a 1D model appears to adequately represent the 
velocity structure in the Repository Block and beneath the surface facilities site. Further 
discussion of model limitations is contained in Section 6.1.14. 
Because of the assessed epistemic uncertainty in ground motion and the characterization of 
ground motion variability with unbounded lognormal distributions in the PSHA, as lower and 
lower annual frequencies of exceedance are considered, the calculated ground motions get larger, 
eventually reaching levels that are not credible. It is assumed that the mean ground motions at 
these low annual exceedance frequencies are valid for the purposes of this study. In developing 
time histories to support calculations of the dynamic response of engineered barrier system 
(EBS) components (drift, drip shield, waste package), the levels of ground motion determined in 
the PSHA were used without consideration of whether they could be realized at Yucca 
Mountain, as they reflect the state of uncertainty in the estimation of ground motion probability 
estimates. Thus, some of the time histories representing ground motion with annual frequencies 
of exceedance smaller than 10-5 (Section 6.3.2.3) may not be credible in that the levels of ground 
motion cannot be sustained at Yucca Mountain. Nevertheless, they were used to evaluate the 
performance of EBS components as if those levels of ground motion could be achieved to 
determine the sensitivity of response calculations to such ground motions. The EBS component 
damage functions based on those results, therefore, to some degree represent damage from 
ground motions that are higher than can be realized at Yucca Mountain. A realistic and 
reasonable bound on peak horizontal ground velocity at the waste emplacement level (BSC 
2004c [DIRS 170137]) is incorporated into the sampling process for TSPA. Thus, only those 
portions of the damage functions resulting from credible ground motions are ultimately used. 
1.4 ORGANIZATION OF THIS REPORT 
The organization of this report conforms to the format specified in AP-SIII.10Q, Models. 
Section 1 describes the purpose and background of the study, the scope of work, and a brief 
description of the model used in the analyses and its limitations. Section 2 describes the 
applicability of the Quality Assurance (QA) Program. Computer software and models used to 
support quality-affecting work are discussed in Section 3. Inputs and their sources, identified 
and documented in accordance with AP-3.15Q, Managing Technical Products Inputs, are 
described in Section 4. Section 5 documents the lack of data assumptions made to perform the 
modeling and analyses. Section 6 describes the RVT-based equivalent-linear site response 
model and the model inputs. Modeling, analyses, and results are also described in detail in this 
section. Section 7 presents the model validation. Finally, Section 8 summarizes the conclusions 
of the study and Section 9 lists the inputs and references including documents cited, data, and 
software. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 1-8 November 2004 
INTENTIONALLY LEFT BLANK 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 2-1 November 2004 
2. QUALITY ASSURANCE 
Development of this model report and supporting modeling activities and analyses have been 
determined to be subject to the Yucca Mountain Projects quality assurance program (BSC 
2004a [DIRS 171850], Section 8.1). Approved quality assurance procedures identified in the 
TWP (BSC 2004a [DIRS 171850], Section 4.1) have been used to conduct and document the 
activities described in this report. The TWP also identifies the methods used to control the 
electronic management of data during the activities and these were implemented in this study 
(BSC 2004a [DIRS 171850], Section 8.1). Methods identified in the TWP were followed 
without variance. This modeling activity does not involve items or natural barriers identified on 
the Q-List (YMP 2001 [DIRS 154817]); a Safety Category designation in accordance with AP- 
2.22Q (Classification Analyses and Maintenance of the Q-List) is not applicable. 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 2-2 November 2004 
INTENTIONALLY LEFT BLANK
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 3-1 November 2004 
3. USE OF SOFTWARE 
A new suite of procedures controlling the use and qualification of computer software became 
effective since the previous version of this report. As a result, use of computer programs to 
develop ground motion inputs for Yucca Mountain was controlled in accordance with AP-SI.1Q 
prior to 23 March 2004, and with LP-SI.11Q-BSC since 23 March 2004. Programs were 
baselined prior to 23 March 2004 and were qualified in accordance with AP-SI-1Q. The 
programs were used consistently with their intended use and within their range of validation in 
accordance with the respective effective procedure. Limitations of use and outputs are described 
in respective associated software qualification documents. The input for the computer programs 
and the resulting output are documented in scientific notebooks supporting the effort (Wong and 
Toro 2003 [DIRS 163848]; Toro 2003 [DIRS 163720], 2004 [DIRS 172034]; Wong and Silva 
2003 [DIRS 163201], 2004a [DIRS 170443], 2004d [DIRS 172075]). The computer programs 
used in these modeling and analysis activities are listed alphabetically in Table 3-1. These 
programs were selected for three reasons: (1) they provide the technical functions needed and 
were already available on the Software Baseline (e.g., FRISK88 v. 2.0, EARTHVISION v. 5.1); 
(2) they are the only software available to calculate ground motions for the velocity/layer 
thickness correlation analysis used at Yucca Mountain (e.g., RASCALS, RASCALP, and 
RANPAR); (3) they are necessary pre- or post-processing programs that are used in more 
efficient batch-processing of large volumes of files, and/or they are uniquely compatible with the 
operating environments and format requirements of the above main programs (all other programs 
listed in Table 3-1). No software was used prior to qualification to develop preliminary outputs 
for this model report. 
Table 3-1. Software Used 
Software Name Reference Software Tracking 
Number 
Computer Type 
BASE4 v. 4.0 Pacific Engineering and 
Analysis 2002a [DIRS 163293] 
10940-4.0-00 IBM PC-compatible 
CMB_FRAC v. 2.0 Risk Engineering, Inc. 2002a 
[DIRS 163294] 
10464-2.0-00 HP-735 
CORBB v. 1.0 Pacific Engineering and 
Analysis 2002b [DIRS 163295] 
10941-1.0-00 IBM PC-compatible 
DESIGN_EVENTS v. 1.0 Risk Engineering, Inc. 2002b 
[DIRS 163302] 
10362-1.0-00 IBM PC-compatible 
DUR v. 1.0 Pacific Engineering and 
Analysis 2003a [DIRS 163303] 
10942-1.0-00 IBM PC-compatible 
EARTHVISION V5.1 Dynamic Graphics 2000 [DIRS 
167994] 
10174-5.1-00 Silicon Graphics Indigo 
R4000 
FRISK88 v. 2.0 Risk Engineering, Inc. 2000a 
[DIRS 163365] 
10139-2.0-00 HP-735 
INTEG1 v. 1.0 Pacific Engineering and 
Analysis 2002c [DIRS 163304] 
10943-1.0-00 IBM PC-compatible 
INTERPOL v. 1.0 Pacific Engineering and 
Analysis 2002d [DIRS 163305] 
10944-1.0-00 IBM PC-compatible 
LAYERING v. 1.0 Risk Engineering, Inc. 2002c 
[DIRS 163307] 
10648-1.0-00 IBM PC-compatible 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 3-2 November 2004 
Software Name Reference Software Tracking 
Number 
Computer Type 
LOGNORM v. 1.0 Pacific Engineering and 
Analysis 2002e [DIRS 163308] 
10384-1.0-00 IBM PC-compatible 
LOGNORM v. 1.01 Pacific Engineering and 
Analysis 2004 [DIRS 170313] 
10384-1.01-00 IBM PC-compatible 
MAXMIN v. 1.0 Pacific Engineering and 
Analysis 2002f [DIRS 163309] 
10945-1.0-00 IBM PC-compatible 
MEAN v. 1.1 Risk Engineering, Inc. 2002d 
[DIRS 163310] 
10463-1.1-00 HP-735 
MRE88 v. 1.0 Risk Engineering, Inc. 2000d 
[DIRS 163312] 
10140-1.0-00 HP-735 
NORM v. 1.01 Pacific Engineering and 
Analysis 2002g [DIRS 163313] 
10386-1.01-00 IBM PC-compatible 
PARINP v. 1.1 Pacific Engineering and 
Analysis 2002h [DIRS 163314] 
10387-1.1-00 IBM PC-compatible 
POST88 v. 1.0 Risk Engineering, Inc. 2000b 
[DIRS 163361] 
10136-1.0-00 HP-735 
PREP88 v. 1.0 Risk Engineering, Inc. 2000c 
[DIRS 163362] 
10138-1.0-00 HP-735 
RANPAR v. 2.0 Pacific Engineering and 
Analysis 2002i [DIRS 163315] 
10486-2.0-00 IBM PC-compatible 
RANPAR v. 2.1 Pacific Engineering and 
Analysis 2003d [DIRS 170442] 
10486-2.1-00 IBM PC-compatible 
RASCALP v. 2.01 Pacific Engineering and 
Analysis 2002j [DIRS 163367] 
10388-2.01-00 IBM PC-compatible 
RASCALP v. 2.02 Pacific Engineering and 
Analysis 2002k [DIRS 163316] 
10388-2.02-00 IBM PC-compatible 
RASCALS v. 5.4 Pacific Engineering and 
Analysis 2002l [DIRS 163317] 
10389-5.4-00 IBM PC-compatible 
REPLOT v. 1.0 Pacific Engineering and 
Analysis 2003b [DIRS 163318] 
10949-1.0-00 IBM PC-compatible 
SCALE1 v. 1.0 Pacific Engineering and 
Analysis 2002m [DIRS 163319] 
10946-1.0-00 IBM PC-compatible 
SMRATIO v. 1.0 Pacific Engineering and 
Analysis 2002n [DIRS 163320] 
10917-1.0-00 IBM PC-compatible 
SPCTLR v. 1.0 Pacific Engineering and 
Analysis 2003c [DIRS 163321] 
10947-1.0-00 IBM PC-compatible 
SPMEAN v. 1.0 Pacific Engineering and 
Analysis 2002o [DIRS 163322] 
10918-1.0-00 IBM PC-compatible 
VEL_SIMUL v. 1.0 Risk Engineering, Inc. 2002e 
[DIRS 163323] 
10647-1.0-00 IBM PC-compatible 
VEL_STAT v. 1.0 Risk Engineering, Inc. 2002f 
[DIRS 163324] 
10646-1.0-00 IBM PC-compatible 
VELAVG v. 1.0 Pacific Engineering and 
Analysis 2002p [DIRS 163325] 
10390-1.0-00 IBM PC-compatible 
XYMULT v. 1.0 Pacific Engineering and 
Analysis 2002q [DIRS 163326] 
10919-1.0-00 IBM PC-compatible 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 3-3 November 2004 
Software has been used in this study to develop inputs to the site-response ground motion model, 
to implement the model itself, and to develop ground motion inputs based on model results. 
Brief descriptions of the programs used in this study follow; more detailed information on the 
programs is found in the software qualification documentation associated with each program. 
The programs PREP88, FRISK88, POST88, CMB_FRAC, and MEAN are used to compute 
PSHA results for additional ground motion levels (lower annual exceedance frequencies) needed 
for postclosure analyses. The programs are also used to develop uniform hazard spectra. 
The programs FRISK88, PREP88, and MRE88 are used to deaggregate seismic hazard results 
such that the contributions from different earthquake magnitudes, distances, and ground motion 
variability ranges can be observed. Deaggregation results are used to identify the dominant 
contributors to ground motion hazard, which form the basis for ground motions that are input to 
the site-response model. 
DESIGN_EVENTS is used to generate spectra for the dominant contributors to ground motion 
hazard. These spectra form the input to the site-response model. DESIGN_EVENTS is also 
used to determine ground motions for maximum magnitude earthquakes associated with possible 
basalt-dike intrusions. 
The programs LAYERING, VEL_STAT and VEL_SIMUL are used to analyze the correlations 
between profile layer thicknesses and velocities. The resulting correlations are used to generate 
random velocity profiles that represent the variability in velocity observed at the site. 
RASCALS implements the RVT-based equivalent-linear site-response model approach. The 
program computes a source Fourier amplitude spectrum, and acceleration and velocity response 
spectra using RVT techniques. The program is used to determine spectral amplification 
functions that describe the ground motion response of the site, which are then applied to the 
response spectra for the control motions. A multi-layer rock/soil profile is used as input. The 
program also is used to generate synthetic time histories. Shear strains and curvatures also are 
computed by RASCALS. RASCALP is the P-wave version of RASCALS. 
The program RANPAR produces input and parameter files for RASCALS and RASCALP using 
a randomization approach selected by the user. 
VELAVG reads in a number of velocity profiles (either depth to top of layer and velocity or 
thickness and velocity), interpolates to a finer depth grid if necessary, computes log statistics 
using LOGNORM, and recombines layers of the average, 84th, and 16th percentile profiles if 
velocities are within an input range parameter. 
LOGNORM calculates mean and standard deviation of tabular data contained in a set of files. 
The distribution is assumed to be log-normal. Weights are applied to each curve. NORM also 
calculates mean and standard deviation for tabular data assuming a normal distribution. Weights 
also are applied to each curve. 
PARINP reads in a given set of parameter files and computes the number of layers and depth for 
input with either NORM or LOGNORM. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 3-4 November 2004 
The programs BASE4, CORBB, DUR, INTEG1, INTERPOL, MAXMIN, REPLOT, SCALE1, 
SMRATIO, SPCTLR, SPMEAN, and XYMULT are post-processing routines that support the 
development of model outputs and ground motion inputs developed from them. BASE4 
performs time domain baseline correction of acceleration time histories and also integrates the 
corrected records to produce velocity and displacement time histories. CORBB computes 
correlation coefficients between two time histories. DUR computes Arias Intensity (Kramer 
1996 [DIRS 103337], page 82) versus duration of an acceleration time history. INTEG1 
performs time domain integration of an acceleration time history to produce velocity and 
displacement time histories. INTERPOL is used to interpolate an expanded set of points for a 
user-defined curve such as a response spectrum. MAXMIN determines the maximum and 
minimum values from a series of input data, such as a time history, and the points at which they 
occur. REPLOT generates graphical representations of data. SCALE1 scales data values such as 
acceleration time histories. SMRATIO divides columns of data and is used to determine the 
ratio between response spectra to obtain a transfer function. SPCTLR computes the response 
spectra of multiple time histories at specified dampings. SPMEAN determines the mean, 
minimum, and maximum of the data in a series of input files and is used to envelop seismic 
transfer functions or response spectra. XYMULT multiplies two columns of data together such 
as multiplying a response spectrum by a transfer function. 
EARTHVISION is used to determine the range of thickness of overburden above the waste 
emplacement area. This result is used in developing randomized velocity profiles for input to the 
site response model. 
Two commercial-off-the-shelf programs, Microsoft Excel and MathCad, were used to support 
the work. Microsoft Excel 2000 was used in the development of velocity profiles forming input 
to the model, in revising vertical uniform hazard spectra, in carrying out ray-tracing calculations, 
and in determining peak ground velocity and scaled peak ground velocity values. Microsoft 
Excel 97 was used to compare normalized layer thickness from a velocity and thickness 
correlation analysis with gamma and lognormal distributions. MathCad 2000 was used to 
develop ground motion incidence angles that are an input to the model. MathCad 7 was used to 
develop response spectra for some reference and deaggregation earthquakes and to determine 
weights for deaggregation earthquakes in cases for which the 95th-percentile magnitude was 
adjusted to better represent the range of magnitudes contributing to ground motion hazard. 
Documentation of the use of these commercial-off-the-shelf software programs, including 
algorithms, inputs, outputs, and other information, is contained in Appendix I. 
In addition to the software used in modeling and analysis activities, several other programs are 
mentioned in Sections 6.1 and 7. The program SHAKE is discussed as an alternative method of 
implementing an equivalent-linear site-response model. The programs DESRA-2C, SUMDES, 
and TESS are described because of their use in EPRI (1993b [DIRS 103320], Appendix 6.B), 
which is cited in support of model validation. SUMDES and TESS were also used in a study to 
confirm model validation. None of these programs were used in the modeling and analysis 
activities to develop seismic inputs supporting design and performance assessment at Yucca 
Mountain. 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 4-1 November 2004 
4. INPUTS 
This section describes the input data and other inputs used in the site-response ground motion 
model. The section also lists project requirements and criteria that pertain to the work discussed 
in this report. Finally the section notes codes and standards that are relevant to the work. 
4.1 DIRECT INPUT 
This subsection identifies input data that are used in the models and analyses detailed in this 
report. 
4.1.1 Qualified Input Data 
Qualified input data used in analyses and modeling described in this report are identified in 
Table 4-1. 
Table 4-1. Qualified Input Data 
Input Data Data Source Data Tracking Number, 
Design Data, or Value 
Results of the Yucca Mountain Probabilistic 
Seismic Hazard Analysis (PSHA) 
BSC (2004j [DIRS 168030]) 
CRWMS M&O (1998a [DIRS 
103731]) 
MO0401MWDRPSHA.0001 
[DIRS 166962] 
Velocity Seismic Profile Results from Boreholes 
NRG-6,WT-2,RF-4,RF-7/7A,SD-12,G-2 & G-4 
Majer et al. (1996b [DIRS 
104685], Section IV) 
LB0306VSP95DAT.001 
[DIRS 164559] 
Downhole Velocity Measurements at the WHB 
Site 
(Shear and Compression Wave Velocity Profiles 
from boreholes RF#13, 14, 15, 16, 18, 19, 20, 
21, 22, 23, 24, 25, 26, 28, & 29) 
(WHB = Waste Handling Building) 
BSC (2002a [DIRS 157829], 
Section 6.2.5) 
MO0111DVDWHBSC.001 
[DIRS 157296] 
Downhole Velocity Measurements at the WHB 
Site 
(Shear and Compression Wave Velocity Profiles 
from boreholes RF#13 & RF#17) 
BSC (2002a [DIRS 157829], 
Section 6.2.5) 
MO0110DVDBOREH.000 
[DIRS 157295] 
Downhole Velocity Measurements from the Top 
of Yucca Mountain 
(Shear and Compression Wave Velocity Profiles 
from boreholes UZ-N66, UZ-N94, UZ-N71, UZN75, 
UZ-N64, UZ-N27, & UZ-N46) 
BSC (2002a [DIRS 157829], 
Section 6.4.3) 
MO0202DVDWHBSC.002 
[DIRS 158078] 
SASW Velocity Data from the WHB Site 
Characterization Area 
(SASW = Spectral Analysis of Surface Waves) 
BSC (2002a [DIRS 157829], 
Section 6.2.7) 
MO0110SASWWHBS.000 
[DIRS 157969] 
SASW Velocity Data from the Top of Yucca 
Mountain (2000) 
BSC (2002a [DIRS 157829], 
Section 6.4.2) 
MO0203SEPSASWD.000 
[DIRS 158084] 
1 DTN MO0401MWDRPSHA.000 [DIRS 166962] supersedes MO0004MWDRIFM3.002 [DIRS 149092], which 
was cited in Revision 00 of this report. The original DTN was superseded to add to the data a file containing the 
coordinates of the locations at which ground motion and fault displacement hazard were computed. None of the 
original data associated with DTN MO0004MWDRIFM3.002 [DIRS 149092] was altered. Note that supporting 
scientific notebooks refer to the superseded DTN (MO0004MWDRIFM3.002 [DIRS 149092]). 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 4-2 November 2004 
Input Data Data Source Data Tracking Number, 
Design Data, or Value 
SASW Velocity Data from the Top of Yucca 
Mountain (2001) 
BSC (2002a [DIRS 157829], 
Section 6.4.2) 
MO0110SASWVDYM.000 
[DIRS 158076] 
Borehole Suspension Data for the WHB Site 
Characterization Area 
BSC (2002a [DIRS 157829], 
Section 6.2.6) 
MO0204SEPBSWHB.001 
[DIRS 158088] 
Borehole Suspension Data for RF#13 at WHB 
Site Characterization Area 
CRWMS M&O (1999 [DIRS 
109209], Section 4.4, Appendix 
O) 
MO0204SEISDWHB.001 
[DIRS 158086] 
Geotechnical Borehole Logs at the WHB site 
from RF#13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 
23, 24, 25, 26, 28 & 29 
BSC (2002a [DIRS 157829], 
Sections 6.2.2, 6.2.3, and 6.6.2) 
GS030783114233.001 
[DIRS 164561] 
Laboratory Dynamic Rock/Soil Testing Results 
from UE-25 RF#13 
CRWMS M&O (1999 [DIRS 
109209], Section 5.2 and 
Appendix Q) 
MO9905LABDYNRS.000 
[DIRS 103792] 
SASW Velocity Data from Rock Sites on Yucca 
Mountain and in the ESF 
BSC (2002a [DIRS 157829], 
Sections 6.3.2 
and 6.4.2) 
MO0206SASWROCK.000 
[DIRS 159081] 
Dynamic Laboratory Test Results from the WHB 
Site, Fran Ridge Borrow Area and the ESF 
Tunnel 
BSC (2002a [DIRS 157829], 
Sections 6.2.10. 6.3.3, and 
6.5.3) 
MO0203DHRSSWHB.001 
[DIRS 158082] 
USBR Soil Classification and Relative Density 
Laboratory Data 
BSC (2002a [DIRS 157829], 
Section 6.2.9) 
GS020483114233.004 
[DIRS 158242] 
Rock Bulk Density Data Not applicable SNL01A05059301.002 
[DIRS 150042], 
SNL02030193001.004 
[DIRS 108415], 
SNL01A05059301.005 
[DIRS 109002], 
SNL02030193001.012 
[DIRS 108416], 
SNL02030193001.019 
[DIRS 108431], 
SNL02030193001.020 
[DIRS 108432], 
SNL02030193001.021 
[DIRS 108433] 
Gamma-Gamma Density Measurements BSC (2002a [DIRS 157829], 
Section 6.2.8) 
MO0204SEPGAMDM.000 
[DIRS 158125] 
Underground layout configuration  outline and 
elevation 
BSC (2004d [DIRS 164519]) 800-IED-WIS0-00101-000- 
00A 
Gradation Analysis Test Results for Test Pit Bag 
Samples from the Waste Handling Building Site 
Characterization Area 
BSC (2002a [DIRS 157829], 
Section 6.2.9) 
GS020783114233.005 
[DIRS 159542] 
Geologic Framework Model (GFM2000) BSC (2004n [DIRS 170029]) MO0012MWDGFM02.002 
[DIRS 153777] 
Physical Parameters of Basalt Magma and 
Eruption Phenomena 
BSC (2004k [DIRS 169980]) LA0407DK831811.001 
[DIRS 170768] 
Value of site attenuation parameter kappa used 
in the PSHA for Yucca Mountain 
BSC (2004j [DIRS 168030], 
Section 6.3.3.1.1) 
0.02 sec 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 4-3 November 2004 
These data are used in developing model inputs, as described in Section 6.2. Section 6.2 also 
provides details on how data uncertainties are handled in modeling and analysis activities. 
Results of the PSHA are used to extend ground motion hazard curves to lower annual 
frequencies of being exceeded (Section 6.2.2.2). These results then feed the development of 
ground motion inputs, or control motions, to the site-response ground motion model 
(Sections 6.2.2.3 to 6.2.2.5). Seismic velocity data from the Repository Block and the Surface 
Facilities Area are used to determine velocity versus depth profiles (Section 6.2.3). They also 
are used to assess the correlation of velocities and thicknesses for profile layers (Section 6.2.3.6). 
Borehole geotechnical logs provide information on the depth of alluvium at the Surface Facilities 
Area (Section 6.2.3.4). Results of laboratory testing of the dynamic properties of site materials 
are used to characterize the behavior of shear modulus and damping as a function of shear strain 
(Section 6.2.4). Other laboratory data are used to assess the density of materials at the site 
(Section 6.2.3.7). In cases for which only some of the data associated with a given data tracking 
number (DTN) are used, the specific data used and a justification are provided in the appropriate 
subsection of Section 6.2. The outline of the waste emplacement area is used to identify velocity 
data that are relevant to characterizing the Repository Block (Section 6.2.3.2.5). Gradation 
analysis of soil samples is used to develop dynamic material property curves (Section 6.2.4.3). 
The topographic component of the Geologic Framework Model is used along with the elevation 
of the waste emplacement area to determine the range of overburden thickness for site response 
modeling (Section 6.2.3.5). The value of site attenuation (kappa) for Yucca Mountain is used to 
determine revised vertical spectra (Section 6.2.2.6.3). Physical parameters of basalt magma and 
eruption phenomena, specifically maximum magnitudes for basalt-dike-related earthquakes, are 
used in Section 6.5 to evaluate ground motions from such events. 
4.1.2 Input Data Considered Qualified for Use Within This Report 
In addition to qualified input data, the modeling and analyses described in this report also use 
other non site-specific data as input. These data are considered qualified for use within this 
report as justified below in accordance with AP-SIII.10Q, Section 5.2.1(k). Input data 
considered qualified for use in this report are summarized in Table 4-2. 
Table 4-2. Input Data Considered Qualified for Use Within This Report 
Input Source 
Crustal velocity profile underlying the reference rock 
outcrop used in the PSHA 
Schneider et al. (1996 [DIRS 103270], Table 5.2) 
Nominal values of the site attenuation parameter kappa 
for the western U.S. and the central and eastern U.S. 
McGuire et al. (2001 [DIRS 157510], Section 4.8, Table 
4-2) 
Depth distribution of earthquakes in the western U.S. McGuire et al. (2001 [DIRS 157510], Table 6.2) 
Recommended vertical/horizontal spectral ratios for the 
western U.S. and for the central and eastern U.S. 
McGuire et al. (2001 [DIRS 157510], Tables 4-4 and 4- 
5, Figures 4-36 and 4-39) 
Generic western U.S. rock velocity profile Silva et al. (1996 [DIRS 110474], Figure 3.8) 
Catalog of time histories for analyses McGuire et al. (2001, Appendix B) 
Generic curves for shear modulus reduction and 
damping as a function of cyclic shear strain and typical 
range of modulus reduction curves for gravels 
EPRI (1993b [DIRS 103320], Appendix 7, Figure 7.A-3, 
Section 7.A.5) 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 4-4 November 2004 
The regional crustal velocity profile in the Yucca Mountain region used to compute incidence 
angles for control motions (Section 6.2.2.5.1) was developed by Schneider et al. (1996 [DIRS 
103270]). It is based on vertical seismic profiling (VSP) data from selected holes atop Yucca 
Mountain (Majer et al. 1996a [DIRS 106330]), refraction data from Mooney and Schapper (1995 
[DIRS 106384]), and a crustal model used by the U.S. Geological Survey (USGS) for earthquake 
locations (Harmsen 1993 [DIRS 105106], Appendix F). In a project carried out by the USGS, 
the crustal velocity profile was used by a group of six nationally-known ground motion modeling 
experts to simulate ground motions for Yucca Mountain using assumed scenario earthquakes 
(Schneider et al. 1996 [DIRS 103270]). Prior to its use, the velocity profile was reviewed by the 
modelers and other project participants. The report describing the Scenario Ground Motion 
Project underwent technical review under the USGS Yucca Mountain QA Program. The profile 
was subsequently used in the Yucca Mountain PSHA Project by seven ground motion experts 
(CRWMS M&O 1998a [DIRS 103731]). These seven experts are some of the top ground 
motion experts in the U.S. The PSHA was guided by a review panel of internationally-known 
experts and monitored by the NRC. The PSHA Project was also documented in a peer-reviewed 
journal paper (Stepp et al. 2001 [DIRS 158656]). 
Values of kappa for the western (WUS) and central/eastern U.S. (CEUS) are used to determine 
revised vertical spectra (Section 6.2.2.6.3). The values of kappa for the western and 
central/eastern U.S. are adopted from NUREG/CR-6728 (McGuire et al. 2001 [DIRS 157510], 
Section 4.8, Table 4-2), which provides guidelines for revising the regulatory guidance on 
ground motions for nuclear facilities. The report was authored by three internationally-known 
individuals in earthquake engineering and seismology assisted by several engineers and 
seismologists of equal stature. The study was guided along by a Review Panel of experts, tops in 
their areas of expertise. The report was reviewed by members of the NRC staff as part of the 
publication process (McGuire et al. 2001 [DIRS 157510], page xlv). The kappa values came 
originally from the work of Silva and Darragh (1995 [DIRS 105398]), which was supported by 
the Electric Power Research Institute. . The two values were derived from the analysis of 414 
strong motion records. Much of this database is available from the Pacific Earthquake 
Engineering Research Centers website (http://peer.Berkeley.edu/). The kappa values have been 
cited or used in studies published in peer-reviewed journals (e.g., Atkinson and Silva 1997 
[DIRS 163171]). 
The depth distribution of earthquakes in the western U.S. is used to compute incidence angles for 
control motions serving as model input (Section 6.2.2.5.1). The depth distribution of 
earthquakes in the western U.S. has been well documented by numerous peer-reviewed scientific 
journal papers. Example papers that specifically include Nevada are Rogers et al. (1991 [DIRS 
106702], pages 166-168) and Smith and Bruhn 1984 [DIRS 170607]). This depth distribution or 
similar distributions were used by the 18 seismic source experts in the PSHA Project (CRWMS 
M&O 1998a [DIRS 103731]). The best-estimate, lower and upper-bound point source focal 
depths are based on an analysis of the western U.S. depth distributions. These values or similar 
values have been used in several urban, regional, and state hazard maps developed by URS 
Corporation supported by the U.S. Geological Survey and FEMA (e.g., Wong et al. 2004 [DIRS 
170544]). The values have been adopted from Table 6-2 in NUREG/CR 6728, the report 
discussed above (McGuire et al. 2001 [DIRS 157510]). 
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Values of recommended vertical-to-horizontal (V/H) spectral ratios are used to determine revised 
vertical spectra (Section 6.2.2.6.3). The recommended vertical/horizontal spectral ratios for the 
WUS and CEUS are adopted from Tables 4-4 and 4-5 in NUREG/CR6728 (McGuire et al. 2001 
[DIRS 157510]). As described above, this was guided along by a Review Panel of experts, and 
the report was reviewed by members of the NRC staff. The V/H ratios for the western U.S. are 
derived by evaluating three state-of-the-art ground motion attenuation relationships. The CEUS 
ratios are calculated using the well-known stochastic point-source numerical ground motion 
technique (Silva et al. 1996 [DIRS 110474]). The ratios were also evaluated with respect to the 
available but sparse CEUS strong motion database. Since these V/H ratios have been made 
publicly available, they have been used in the earthquake engineering practice. 
A generic western U.S. rock velocity profile is used in developing a transfer function applied to 
western U.S. strong ground motion recordings in the process of spectrally conditioning the time 
histories to Point A or Point B spectral shape (Section 6.3.2.3.1). The generic western U.S. rock 
profile was developed from the extensive Pacific Engineering and Analysis database of velocity 
profiles. The database consists of in situ velocity measurements made generally from strong 
motion instrumentation sites in the U.S. The generic western U.S. profile is presented in the 
report by Silva et al. (1996 [DIRS 110474]) as described above, which summarizes studies 
supported by DOE through the Brookhaven National Laboratory. The generic profile has been 
used by other researchers (e.g., Schneider et al. 1993 [DIRS 110467]). 
Response spectral calculations are combined with selected recorded strong ground motion data 
from a catalog of time histories to produce site-specific time histories for Yucca Mountain 
locations of interest (Section 6.3.2). These time histories are adopted from NUREG/CR 6728 
(McGuire et al. 2001 [DIRS 157510], Appendix B), which has been sponsored and reviewed by 
the NRC staff and published as a NRC contractor report. 
Generic curves for shear modulus reduction and damping as a function of cyclic shear strain are 
used in developing site-specific curves for Yucca Mountain (Section 6.2.4). These generic 
curves have been developed by a group of internationally-known experts in geotechnical 
engineering and reviewed by a panel of experts. The generic curves from EPRI (1993b [DIRS 
103320]) have been used by the earthquake engineering community in hundreds of studies, many 
of which have been published in peer-reviewed journals (e.g., Schneider et al. 1993 [DIRS 
110467]). 
4.2 CRITERIA 
Project requirements are identified in Project Requirements Document (TER-MGR-MD-000001) 
(Canori and Leitner 2003 [DIRS 166275]). The requirements that pertain to this model report 
and their links to 10 CFR 63 are summarized in Table 4-3. 
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Table 4-3. Project Requirements Pertaining to the Site-Specific Ground Motion Model 
Requirement Number Title 10 CFR 63 Link 
PRD-002/T-004 Content of Application 10 CFR 63.21 
PRD-002/T-011 Purpose and Nature of Findings 10 CFR 63.101 
PRD-002/P-029 Concepts 10 CFR 63.102 
PRD-002/T-012 Performance Objectives for the Geologic Repository 
Operations Area Through Permanent Closure 
10 CFR 63.111 
PRD-002/T-013 Requirements for Pre-Closure Safety Analysis of the 
Geologic Repository Operations Area 
10 CFR 63.112 
PRD-002/T-015 Requirements for Performance Assessment 10 CFR 63.114 
This report addresses criterion PRD-002/T-004 by describing ground motions from earthquakes 
in the Yucca Mountain region that potentially affect the design of the geologic repository 
operations area and performance of the geologic repository. It thus provides information needed 
for a complete description of the site. The results also support characterization of features, 
events, and processes (FEPs) that might affect performance of a geologic repository. In addition, 
the report describes how the results of the PSHA for Yucca Mountain, which employed expert 
elicitation to assess inputs for hazard calculation, are used to develop seismic ground motion 
inputs. 
This report addresses criterion PRD-002/T-011 by describing the technical basis for the range of 
parameters and variability distributions used in developing seismic inputs for analyses 
supporting the assessment of performance of a geologic repository. 
This report addresses criterion PRD-002/P-029 by providing ground motion inputs that 
characterize one of the potential hazards and the initiating events that must be evaluated in the 
Preclosure Safety Analysis. It also addresses this criterion by describing seismic ground motion 
inputs that are appropriate for analyses supporting assessment of the postclosure performance of 
a geologic repository at Yucca Mountain, including determination of those features, events, and 
processes expected to materially affect compliance with postclosure performance objectives. 
The inputs are based on the results of the PSHA for Yucca Mountain and, thus, reflect the range 
of earthquakes for the Yucca Mountain site. 
This report addresses criterion PRD-002/T-012 by providing ground motion inputs that allow 
design to take into account seismic-initiated Category 1 and Category 2 event sequences in a 
manner such that preclosure performance objectives are met. 
This report addresses criterion PRD-002/T-013 by providing the site-specific preclosure ground 
motions needed to analyze naturally occurring hazards at the geologic repository operations area. 
This report addresses criterion PRD-002/T-015 by describing ground motion inputs that form 
part of the information on disruptive initiating events that are used to evaluate the performance 
of the geologic repository at Yucca Mountain. The report also describes the uncertainties and 
variability in parameter values that provide input to the development of ground motion inputs 
and the alternative models evaluated. In addition, the report describes ground motions that can 
initiate or contribute to events having at least one chance in 10,000 of occurring over 
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10,000 years. It thus provides information that is used to determine whether features, events, and 
processes should be included or excluded from the performance assessment and to evaluate 
seismic effects on the degradation, deterioration, or alteration processes of engineered barriers in 
the performance assessment. Finally, the report addresses this criterion by providing the 
technical basis for the site response ground motion model and describes the validation of that 
model. 
Criteria are also provided by the Yucca Mountain Review Plan, Final Report (NRC 2003 [DIRS 
163274]). Relevant acceptance criteria from this document are: 
Acceptance criteria listed in Section 1.5.3 of NRC (2003 [DIRS 163274]) are based on meeting 
requirements of 10 CFR 63.21(b)(5) [DIRS 156605], which relate to description of site 
characterization work: 
1. The General Information section of the license application contains an 
adequate description of site characterization activities. 
2. The General Information section of the license applications contains an 
adequate description of site characterization results. 
This report addresses Part 1 of criterion 1 and Parts 1 and 2 of criterion 2 by providing ground 
motion inputs with various annual frequencies of being exceeded that form part of the 
description of site characterization activities and results. 
Acceptance criteria listed in Section 2.1.1.5.1.3 are based on meeting requirements of 10 CFR 
63.111(a)(1), (a)(2), (b)(1), (c)(1), and (c)(2) [DIRS 156605], which relate to consequence 
analysis methodology and meeting radiation protection requirements for normal operations and 
Category 1 event sequences: 
1. Consequence analyses adequately assess normal operations and Category 1 
event sequences, as well as factors that allow an event sequence to propagate 
within the Geologic Repository Operations Area. 
2. Consequence calculations adequately assess the consequences to workers and 
members of the public from normal operations and Category 1 event sequences. 
3. The Dose to Workers and Members of the Public From Normal Operations 
and Category 1 Event Sequences is Within the Limits Specified in 10 CFR 63.111 
(a) [DIRS 156605]. 
This report provides information that contributes to addressing Part 1 of criterion 1, Parts 1 and 3 
of criterion 2, and Part 1 of criterion 3 by providing ground motion inputs for annual frequencies 
of exceedance of 10-3, 510-4, and 10-4. 
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Acceptance criteria listed in Section 2.1.1.5.2.3 of NRC (2003 [DIRS 163274]) are based on 
meeting requirements of 10 CFR 63.111(b)(2) and (c) [DIRS 156605], which relate to meeting 
radiation protection requirements for Category 2 event sequences: 
1. Consequence analyses include Category 2 event sequences as well as factors 
that allow an event sequence to propagate within the geologic repository 
operations area. 
2. Consequence calculations adequately assess the consequences to members of 
the public from Category 2 event sequences. 
3. The dose to hypothetical members of the public from category 2 event 
sequences is within the limits specified in 10 CFR 63.111(b)(2) [DIRS 156605]. 
This report provides information that contributes to addressing Part 1 of criterion 1, Parts 1 and 3 
of criterion 2, and Part 1 of criterion 3 by providing ground motion inputs for annual frequencies 
of exceedance of 10-3, 510-4, and 10-4. 
Acceptance criteria listed in Section 2.1.1.1.3 of NRC (2003 [DIRS 163274]) are based on 
meeting requirements of 10 CFR 63.112(c) [DIRS 156605], which relate to the site description 
as it pertains to Preclosure Safety Analysis: 
5. The license application contains descriptions of the site geology and 
seismology adequate to permit evaluation of the preclosure safety analysis and 
the Geologic Repository Operations Area design. 
This report addresses Part 6 of criterion 5 by providing ground motion inputs forming part of the 
description of the geology and seismology of the site in support of the preclosure safety analysis 
and design of the geologic repository operations area. The ground motion inputs are based on 
results of acceptable methodologies for evaluating seismic hazards at the site. 
Acceptance criteria listed in Section 2.1.1.3.3 of NRC (2003 [DIRS 163274]) are based on 
meeting requirements of 10 CFR 63.112(b) and (d) [DIRS 156605], which relate to identification 
of hazards and initiating events for preclosure safety analysis: 
1. Technical basis and assumptions for methods for identification of hazards and 
initiating events are adequate. 
2. Site data and system information are appropriately used in identification of 
hazards and initiating events. 
3. Determination of frequency or probability of occurrence of hazards and 
initiating events is acceptable. 
4. Adequate technical bases for the inclusion and exclusion of hazards and 
initiating events are provided. 
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This report addresses Parts 1, 2, 3, and 4 of criterion 1, Part 1 of criterion 2, Parts 1 and 3 of 
criterion 3, and Parts 1 and 2 of criterion 4 by providing the technical basis and assumptions for 
ground motion inputs developed to support design of the geologic repository operations area and 
the preclosure safety analysis. It describes how site data and other information were 
appropriately used in developing the inputs, including consideration of uncertainties. It describes 
how the ground motion inputs are consistent with the ground motion hazard determined by the 
PSHA for Yucca Mountain. The ground motion inputs provide part of the technical basis for 
including or excluding ground motion hazards and ground motion initiated events. 
Acceptance criteria listed in Section 2.1.1.7.3.2 of NRC (2003 [DIRS 163274]) are based on 
meeting requirements of 10 CFR 63.112 [DIRS 156605](f), which relate to design of structures, 
systems, and components important to safety and safety controls: 
1. Geologic repository operations area design methodologies are adequate. 
This report addresses Part 4 of criterion 1 by providing ground motion information that takes into 
account current guidance and recommendations (e.g., McGuire et al. 2001 [DIRS 157510]) 
resulting in information that is appropriate for seismic design and for performance assessment. 
Acceptance criteria listed in Section 2.2.1.2.2.3 of NRC (2003 [DIRS 163274]) are based on 
meeting requirements of 10 CFR 63.114 [DIRS 156605](d), which relate to identification of 
events with probabilities greater than 10-8 per year: 
1. Events are adequately defined. 
2. Probability estimates for future events are supported by appropriate technical 
bases. 
3. Probability model support is adequate. 
4. Probability model parameters have been adequately established. 
5. Uncertainty in event probability is adequately evaluated. 
This report addresses Parts 1 and 2 of criterion 1, Part 1 of criterion 2, Part 1 of criterion 3, Part 1 
of criterion 4, and Part 1 of criterion 5 by describing ground motion inputs that are used to 
determine frequencies of ground motion initiated events related to the performance of the 
engineered barrier system and excavated drifts. The ground motion inputs are derived from the 
ground motion hazard determined by the PSHA for Yucca Mountain. Use of annual mean 
hazard incorporates uncertainty in the annual frequency of ground motion being exceeded. The 
report also describes the site response ground motion model and its validation. In addition, the 
report discusses how inputs to the model were determined and how uncertainties are 
incorporated and propagated through the analysis. 
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Acceptance criteria in Section 2.2.1.3.2.3 of NRC (2003 [DIRS 163274]) are based on meeting 
the requirements of 10 CFR 63.114(a)-(c) and (e)-(g) [DIRS 156605], which relate to mechanical 
disruption of engineered barriers: 
2. Data are sufficient for model justification. 
3. Data uncertainty is characterized and propagated through the model 
abstraction. 
This report addresses Parts 1 and 3 of criterion 2 and Parts 1, 2, and 3 of criterion 3 by describing 
the use of data to develop inputs to the site-response analysis and how data uncertainty is 
incorporated into the analysis. The data uncertainties are incorporated into the site-response 
model and are propagated to the ground motion time histories, which are used in modeling 
mechanical disruption of engineered barriers to determine disruptive events for TSPA input. 
The Yucca Mountain Review Plan, Final Report (NRC 2003 [DIRS 163274]) also provides 
information on the review methods that are used to assess whether the acceptance criteria have 
been met. Review methods specifically relevant to the analyses and modeling described in this 
report are: 
Section 2.2.1.2.2.2 
Review Method 1 Event Definition 
Evaluate whether the definitions for events (potentially beneficial or disruptive), applicable to 
the Yucca Mountain repository, are unambiguous; probabilities are estimated for the specific 
event; and event definitions are used consistently and appropriately in probability models. 
Confirm that probabilities of intrusive and extrusive igneous events are calculated separately. 
Verify that definitions of faulting and earthquakes are derived from the historical record, 
paleoseismic studies, or geological analyses. Confirm that criticality events, for the purpose of 
initial screening of the features, events, and processes list, are calculated separately, only by 
location of the criticality event (e.g., in-package, near-field, and far-field). 
Review Method 2 Probability Estimates 
. . . Verify that probability estimates for future faulting and seismic events have considered past 
patterns of these events in the Yucca Mountain region. Examine the adequacy and sufficiency of 
characterization and documentation of past faulting and seismicity in the Yucca Mountain 
region, since 2 million years ago. This should include characterization of uncertainties in the 
age, timing, magnitude (i.e., displacements), distribution, size, location, and style of faulting and 
seismicity. Evaluate whether interpretations of faulting and seismicity from surficial and 
underground mapping, interpretations of geophysical data, or analog investigations are 
internally consistent and geologically feasible, so reasonable projections can be made about the 
probability of future faulting and earthquake-induced ground vibrations at the site. 
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Review Method 4 Probability Model Parameters 
Verify whether the parameters used to calculate the probability of events, applicable to the 
Yucca Mountain repository, are reasonable, based on data from the Yucca Mountain region or 
analogous natural systems, and/or design and engineering characteristics of the proposed Yucca 
Mountain repository system. 
. . . Verify whether parameter values used in probabilistic seismic and fault-displacement hazard 
assessments are adequately supported by Yucca Mountain region faulting and earthquake data 
or appropriate analogs, so the effects of faulting and seismicity are appropriately factored into 
repository performance. Verify that parameters are consistent with the range of faulting 
characteristics and seismicity observed in the Yucca Mountain region, or with parameters 
derived from representative analogs, and ascertain that the parameters account for variability in 
data precision and accuracy. For example, confirm that the U.S. Department of Energy 
adequately evaluated uncertainties in faulting or earthquake activity (i.e., recurrence). Confirm 
that the U.S. Department of Energy has established reasonable and consistent correlations 
between parameters, where appropriate. Where sufficient data do not exist, confirm that 
parameter values and conceptual models are based on appropriate use of other sources, such as 
expert elicitation, using NUREG1563 (Kotra et al., 1996 [DIRS 100909]). 
Review Method 5 Uncertainty in Event Probability 
. . . Verify that probabilities used in the evaluation of faulting and seismicity effects on repository 
performance include both infrequent seismic and faulting events with relatively large-magnitude 
ground motions and fault displacements, and the cumulative effects of repeated ground motions 
or fault displacements from more frequent and lower-magnitude seismic or faulting events. 
4.3 CODES, STANDARDS, AND REGULATIONS 
There are no codes, standards, or regulations, other than those identified in Section 4.2, 
pertaining to the work described in this report. However, the following documents published by 
the NRC provide guidance for developing seismic inputs using the site-response ground motion 
model. In Section 6 of this report, use of these recommendations and guidance is noted. 
 Regulatory Guide 1.165 (1997 [DIRS 119139]), Identification and Characterization of 
Seismic Sources and Determination of Safe Shutdown Earthquake Ground Motion, 
provides guidance for developing reference earthquakes based on the deaggregation of 
the probabilistic seismic hazard for Yucca Mountain. This guidance is generally 
followed, with deviations from the guidance identified and justified. 
 NUREG/CR-6728 (McGuire et al. 2001 [DIRS 157510], Sections 4, 5, and 6), Technical 
Basis for Revision of Regulatory Guidance on Design Ground Motions: Hazard- and 
Risk-Consistent Ground Motion Spectra Guidelines, provides recommendations for 
developing seismic inputs. Recommendations followed in the work documented in this 
report include those for determining hazard-consistent response spectra at a soil site 
(Approach 2B), incorporating magnitude effects on nonlinear site response, developing 
vertical-component response spectra that are consistent with the horizontal component 
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and factors affecting vertical-to-horizontal spectral ratios, and spectral matching of 
seismic time histories. 
 NUREG-0800, Section 3.7.1 (NRC 1989a [DIRS 165110]) and Section 3.7.2 (1989b 
[DIRS 165111]), Standard Review Plan for the Review of Safety Analysis Reports for 
Nuclear Power Plants, Design of Structures, Components, Equipment, and Systems. 
Section 3.7.1 provides guidance for spectral matching to determine time histories 
consistent with developed response spectra. Section 3.7.2 provides guidance on soilstructure 
interaction analyses and development of strain-compatible soil properties to 
support such analyses. 

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5. ASSUMPTIONS 
No assumptions were made, in the absence of direct confirming data or evidence, to perform the 
modeling and analyses described in this report. Data limitations are described in Section 6.2. 
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INTENTIONALLY LEFT BLANK 
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6. MODEL DISCUSSION 
This section describes the site response ground motion model employed for the Yucca Mountain 
Project. Preclosure design ground motion inputs (5%-damped response spectra and time 
histories) are required for two locations at the repository: at the depth of the waste emplacement 
drifts and at the soil sites of the repository surface facilities. Postclosure ground motions (time 
histories) also are required at the depth of the waste emplacement drifts. In addition, 3D 
dynamic strains and curvatures, peak ground acceleration and velocity are required as a function 
of depth between the surface and the waste repository level. Consequently, the effects of site 
response must be accounted for in the design of the waste repository. 
An overview of site effects on earthquake ground motions, history of the engineering approach 
and issues related to the determination of site effects is contained in EPRI (1993a [DIRS 
103319], Section 6). Near-surface rock and soil materials generally cause an increase of seismic 
wave amplitude due to a decrease in material velocity near the surface. In an elastic system, the 
wave amplitude increases with decreasing wave velocity and this increase can be compensated 
by material damping in the layers. Resonance also occurs in soil and rock layers and between 
the surface and the soil/bedrock interface and resonance frequency and amplitude are affected by 
material damping. 
Linear 1D modeling of site response for weak ground motions has had a long history of success. 
At low shear strain levels (less than 10-2%), linear constitutive relationships have been 
demonstrated to be appropriate to model site response in both soil and rock (Seed and Idriss 1970 
[DIRS 103324], Rogers et al. 1979 [DIRS 163653], Joyner et al. 1976 [DIRS 163522], Hays et 
al. 1979 [DIRS 163515], Johnson and Silva 1981 [DIRS 110447], Joyner et al. 1981 [DIRS 
157285], Rogers et al. 1984 [DIRS 163652], Tucker and King 1984 [DIRS 163181], Chang et al. 
1986 [DIRS 163449]). Modeling strong ground motions requires assessments of material 
property strain dependency. Laboratory measurements of soil and rock samples exhibit nonlinear 
behavior under loading conditions (clearly for strains greater than about 10-2%). Strain 
dependency of soil sample material properties is universally observed and repeatable in the 
laboratory. Field evidence of material nonlinearity is evident in the modeling of site response 
from strong ground motion (EPRI 1988 [DIRS 107489; Silva et al. 1989 [DIRS 163187]; Chang 
et al. 1990 [DIRS 163450]; EPRI 1993b [DIRS 103320], Appendix 6.B; Silva et al. 1996 [DIRS 
110474]). 
This section describes the site-response ground motion model, including its conceptual and 
mathematical basis. The section also addresses alternative conceptual models for site-response 
calculation. The section describes the development of model inputs, how uncertainties in the 
inputs are incorporated, and how the site response results are used to develop earthquake ground 
motion inputs (response spectra, strain-compatible soil properties, time histories) that are needed 
for preclosure design analyses and for postclosure performance analyses. The section also 
addresses the relation between the developed ground motion inputs and seismic-related features, 
events, and processes. Finally, ground motions from potential basalt-dike related maximum 
magnitude earthquakes are described. 
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6.1 RVT-BASED EQUIVALENT-LINEAR SITE RESPONSE APPROACH 
To compute the ground motion inputs for preclosure and postclosure analyses, the results of the 
PSHA (i.e., the motions at Point A) are modified using a site response model. The conventional 
approach to estimating the effects of local shallow rock and soil on strong ground motions 
involves development of a set (1-, 2-, or 3-component) of time histories compatible with the 
specified outcrop response spectra to serve as control (or input) motions. The control motions 
are then used to drive a nonlinear computational formulation to transmit the motions through the 
site profile. Simplified analyses generally assume vertically propagating shear (S)-waves for 
horizontal components and vertically propagating compression (P)-waves for vertical motions. 
Control motions at the reference rock outcrop level (Point A) are specified using ground motion 
predictions based on the attenuation models employed in the hazard assessment. Earthquake 
magnitudes and distances needed to develop the control motions are taken from the hazard 
deaggregation at the appropriate rate of exceedance. Source-to-site paths and angles of incidence 
at the control motion depth are established using ray tracing techniques. 
6.1.1 Model Description 
The computational formulation that has been most widely employed to evaluate 1D site response 
assumes vertically-propagating plane S-waves. Departures of soil response from a linear 
constitutive relation are treated in an approximate manner through the use of the equivalentlinear 
formulation . 
The equivalent-linear formulation, in its present form, was introduced by Idriss and Seed (1968 
[DIRS 163520]). It is a particular application of the general equivalent-linear theory developed 
by Iwan (1967 [DIRS 110379]). Basically, the approach is to approximate a second-order 
nonlinear equation, over a limited range of its variables, by a linear equation. Formally this is 
done in such a way that the average of the difference between the two systems is minimized. 
This was done in an ad-hoc manner for ground motion response modeling by defining an 
effective strain that is assumed to exist for the duration of the excitation. This value is typically 
taken as 65% of the peak time-domain strain calculated at the midpoint of each layer, using a 
linear analysis. Shear modulus reduction and hysteretic damping curves are then used to define 
new parameters for each layer based on the effective strain computations. The linear response 
calculation is repeated, new effective strains evaluated, and iterations continue until the changes 
in parameters are below an established tolerance level. Generally a few iterations are sufficient 
to achieve a strain-compatible linear solution. 
This stepwise analysis approach was formalized into a 1D, vertically propagating S-wave code 
called SHAKE (Schnabel et al. 1972 [DIRS 103323]). Subsequently, this code has become the 
most widely used and validated analysis package for 1D site response calculations. 
The advantages of the equivalent-linear formulation are that parameterization of complex 
nonlinear soil models is avoided and the mathematical simplicity of a linear analysis is 
preserved. (Limitations are discussed in Section 6.1.14.) A truly nonlinear approach requires the 
specification of the shapes of hysteresis curves and their cyclic dependencies through an 
increased number of material parameters. In the equivalent-linear methodology the soil data are 
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utilized directly and, because at each iteration the problem is linear and the material properties 
are frequency independent, the damping is rate independent and hysteresis loops close. 
Careful validation exercises between equivalent-linear and fully nonlinear formulations using 
recorded motions (peak horizontal acceleration) from 0.05 to 0.5 g showed little difference in 
results (Sections 7.3.2 and 7.3.5). Both formulations compared favorably to recorded motions 
suggesting both the adequacies of the vertically propagating S-wave model and the approximate 
equivalent-linear formulation. While the assumptions of vertically propagating S-waves and 
equivalent-linear soil response represent approximations to actual conditions, their combination 
has achieved demonstrated success in modeling observations of site effects and represent a 
stable, mature, and reliable means of estimating the effects of site conditions on strong ground 
motions (Schnabel et al. 1972 [DIRS 103323]; EPRI 1988 [DIRS 107489]; Schneider et al. 1993 
[DIRS 110467]; EPRI 1993b [DIRS 103320], Appendix 6.B). 
A consequence of the equivalent-linear formulation is the preservation of the superposition 
principle. For linear systems this principle permits, among other things, spectral decomposition 
and frequency-domain solutions such as the propagator matrix solution scheme (Haskell 1960 
[DIRS 163513], Schnabel et al. 1972 [DIRS 103323], Silva 1976 [DIRS 103326]) for efficient 
frequency-domain solutions of the wave equation. The superposition principle then permits a 
spectral recomposition of the wavefields (sum over frequencies) through an inverse Fourier or 
Laplace transform. A nonsubtle result of this is that the deconvolution process, that of 
propagating the control motion down rather than up, results in a unique solution (EPRI 1988 
[DIRS 107489], Section 3). That is, for a given motion at the surface, within an equivalentlinear 
framework there is only one input motion (solution). In reality, of course, if the soils are 
behaving in a nonlinear fashion and have degraded, many different input motions at the base of 
the soil could have resulted in a similar surface response. 
Both the RASCALS code (including RASCALP, the P-wave version of the code), which has 
been implemented in this study, and the SHAKE code represent an implementation of the 
equivalent-linear formulation of Seed and Idriss (1969 [DIRS 163655]) applied to 1D site 
response analyses. The RASCALS code is an RVT-based equivalent-linear approach, which 
propagates an outcrop (control motion) power spectral density through a 1D soil column. RVT 
is used to predict peak time domain values of shear strain based upon the shear-strain power 
spectrum. In this approach, the control motion power spectrum is propagated through the 1D 
rock/soil profile using the plane-wave propagators of Silva (1976 [DIRS 103326]). Both P-SV 
(vertically polarized S-wave) and SH (horizontally polarized S-wave) waves are included in the 
analysis and have specified angles of incidence. 
6.1.2 Documentation 
The most thorough documentation of the RASCALS site response methodology is contained in 
EPRI (1993b [DIRS 103320], Appendix 6B) and Silva et al. (1996 [DIRS 110474]). Additional 
related or supporting documentation is found in Silva (1976 [DIRS 103326]) for wave 
propagation in a layered anelastic medium, Schnabel et al. (1972 [DIRS 103323]) for the 
equivalent-linear formulation and Boore (1983 [DIRS 103317]) for the RVT methodology. 
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6.1.3 Uncertainties 
As discussed in Section 6.1.8.2, the mathematical formulation used in the site response model is 
exact in its computation of motions for a given set of input parameters. Accuracy of results in 
the context of how well the model captures observed effects of site conditions on strong ground 
motions are assessed in the model validation (Section 7). Limitations and appropriateness of the 
model are discussed in Section 6.1.14. 
The uncertainties of the input into the site response model are discussed in Section 6.2. 
6.1.4 Consideration of Alternative Conceptual Models 
Alternative models considered for site response analyses include fully nonlinear as well as 2D 
and 3D models (see the discussion given below and in Section 7). The advantage of the 
equivalent-linear formulation over fully nonlinear formulations is that parameterization of 
complex nonlinear soil or rock models is avoided and the mathematical simplicity of a linear 
analysis is preserved. A truly nonlinear computation requires the specification of the shapes of 
hysteresis curves and their cyclic dependencies through an increased number of material 
parameters. 
2D and 3D formulations accommodate explicit treatment of lateral variability in dynamic 
material properties as well as topographic effects. Implementation of these formulations require 
detailed knowledge of vertical and lateral variations of material properties and result in a site 
response that is spatially varying. Additionally the wavefields developed within 2D and 3D 
models depend strongly upon the azimuth and depth of the source, contributing to the variability 
of the site response. Demands on site characterization, treatment of random variability (within a 
2D or 3D deterministic variation) in dynamic material properties, and the effects of source 
azimuth on response have made it difficult to consider 2D and 3D analyses in an unambiguous 
manner for engineering design. While it is accepted that 2D and 3D effects are present at all 
sites to some extent, validations have demonstrated that simple 1D models accommodate the 
significant and stable features of site response (Silva et al. 1996 [DIRS 110474], Silva et al. 1990 
[DIRS 163660], Section 7). Site-specific variations from simple 1D response due to laterally 
varying dynamic material properties over the site are accommodated through multiple 1D 
analyses using randomized parameters (Sections 6.2.3.5 and 6.2.4.5). Accommodation of 
random 2D and 3D variations in dynamic material properties for generic site conditions is 
present in the rock outcrop UHS as computed in the PSHA (see Section 6.1.6 for additional 
discussion). 
6.1.4.1 Equivalent-Linear (SHAKE) 
The equivalent-linear model SHAKE is similar in many ways to RASCALS. SHAKE is 
described in Schnabel et al. (1972 [DIRS 103323]) as follows: Program SHAKE computes the 
responses in a system of homogenous, viscoelastic layers of infinite horizontal extent subjected 
to vertically traveling S-waves. The program is based on the continuous solution to the wave 
equation adapted for use with transient motions through the Fast Fourier Transform algorithm 
(Cooley and Tukey 1965 [DIRS 163452]). The nonlinearity of the shear modulus and damping 
is accounted for by the use of equivalent-linear soil properties (Idriss and Seed 1968 [DIRS 
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163520], Seed and Idriss 1970 [DIRS 103324]) using an iterative process to obtain values for 
modulus and damping compatible with the effective strains in each layer. 
6.1.4.2 Nonlinear Approaches 
The two main components of nonlinear analyses are a solution (integration) scheme for the wave 
equation and a nonlinear material model. Nonlinear wave propagation techniques utilize finiteelement 
schemes (Day 1982a [DIRS 164685], 1982b [DIRS 164684]), implicit or explicit finitedifference 
schemes (Joyner and Chen 1975 [DIRS 163521]), or the method of characteristics 
(Streeter et al. 1974 [DIRS 163661]). One approach incorporates a general nonlinear soil model 
into an explicit finite difference approach that retains second-order terms (EPRI 1978 [DIRS 
163669], EPRI 1981 [DIRS 163607]). 
Nonlinear soil models that have been primarily developed from laboratory test results and 
utilized in dynamic analyses, include the Ramberg-Osgood model (Streeter et al. 1974 [DIRS 
163661]), an elasto-plastic model (Richart 1975 [DIRS 163651]), Iwan-type model (Joyner and 
Chen 1975 [DIRS 163521], Taylor and Larkin 1978 [DIRS 163663], EPRI 1978 [DIRS 
163669]), and the hyperbolic model (Hardin and Drnevich 1972b [DIRS 163511], Pyke 1979 
[DIRS 163612]). 
Each of the nonlinear models mentioned has certain limitations and advantages in describing the 
response of soils to the type of loading produced by seismic disturbances. An effort has been 
made in some models to predict permanent deformations, while others have included pore 
pressure buildup and dissipation. Strain dependency of material properties from laboratory data 
is universally observed. 
Section 7 summarizes comparisons of several nonlinear modeling codes including DESRA, 
SUMDES, and TESS, with RASCALS (EPRI 1993b [DIRS 103320], Appendix 6.B). 
Comparisons are made of these formulations in modeling strong ground motion at sites where 
nonlinear soil behavior was clearly observed. Based on these comparisons, it is concluded that 
the 1D equivalent-linear formulation accurately predicts the effects of site conditions on strong 
ground motions for most applications. 
6.1.5 Description of Input 
Inputs to the model, as implemented in the software codes RASCALS and RASCALP, are as 
follows: 
 Location of input and output motions within the site profile. 
 Input (control) motions characterized by earthquake response spectra and corresponding 
power spectra. 
 Incidence angles of input motion. 
 A representation of the rock and soil at the site, consisting of homogeneous layers with 
specified thickness, seismic velocity, and density. 
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 A representation of the dynamic material properties of the rock and soil at the site, 
consisting of strain-dependent shear modulus and damping for each layer. 
Section 6.2 describes the development of specific values for these inputs. Specifically, control 
motions and incidence angles are discussed in Section 6.2.2, velocity profiles and densities in 
Section 6.2.3, and dynamic material properties in Section 6.2.4. Use of these inputs in 
subsequent modeling and analyses is described in Section 6.3. 
6.1.6 Assumptions, Idealizations, and Simplifications 
The RVT-based equivalent-linear site-response model uses two key simplifications to represent 
the physical processes of ground motion propagation and nonlinear dynamic behavior of site 
materials. 
 Seismic wave propagation is treated as a 1D problem. The soil/rock medium making up 
the site is represented as a series of horizontally infinite plane layers. Dynamic material 
properties are constant within each layer and smooth gradient depth profiles are 
characterized by a sequence of thin layers. shear-wave velocity (VS), compression-wave 
velocity (VP), density, thickness, and strain-dependent shear modulus and damping 
values define the properties for each layer. 
By definition, the use of a 1D simplification means that 2D and 3D effects, such as from dipping 
structure and topography, are not explicitly addressed as part of the site response. However, 
consistent with the current state-of-practice, 2D and 3D effects are implicitly included in the 
modeling through the control motions derived from the PSHA results. Empirical ground motion 
attenuation relations formed a key input to the ground motion component of the PSHA. These 
relations reflect the 1D, 2D and 3D site effects associated with the recorded data on which they 
are based. The attenuation relations do not explicitly address such 2D and 3D effects separately, 
but rather include them as part of the random variation of ground motion. Thus, evaluations by 
the PSHA ground motion experts included 2D/3D effects as part of the random or aleatory 
component of ground motion variability. 
 Nonlinear behavior of the site medium under dynamic loading is treated with an 
equivalent-linear approximation. This formulation relies on the ability of the 
approximation to capture the effects of material nonlinearity on peak values of motions 
(Section 6.1.3). 
The adequacy of these approximations in developing site response spectra is discussed in Section 
6.1.14 and is addressed in Section 7. 
While some or all of these factors are generally present in observations of site response, the 1D 
model for site response has been demonstrated to be a valid approach for determining median 
site response. The motivation for validation exercises involving several site conditions is to 
capture unmodeled effects. The unmodeled effects that are random are captured in estimates of 
model uncertainty and those that are pervasive are captured in the estimates of model bias 
(Section 7). 
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The effective strain of 65% of the peak time domain strain adopted as the standard value used in 
SHAKE is also used in RASCALS. Other assumptions associated with the RVT equivalentlinear 
site response model as implemented in these analyses are discussed in subsequent sections 
of this report (e.g., Section 6.1.8.1). 
6.1.7 Initial and/or Boundary Conditions 
Initial conditions are the low-strain material properties of the soil/rock column including VS and 
VP, corresponding low-strain damping, and density. These material properties are defined 
through site geotechnical and geophysical investigations discussed in Section 6.2. 
Actual boundary conditions used in the mathematical formulation (Section 6.1.8) are continuity 
of displacements as well as shear and normal stresses at layer boundaries and vanishing of shear 
stress at a free surface (Aki and Richards 1980 [DIRS 150723], Section 5.2.1). 
6.1.7.1 Development of Control Motions 
Control motions (power spectral density) must be calculated for input into the site response 
analysis that are representative of the earthquake magnitude and distance dominating the hazard 
at the desired rate of exceedance. The basis for the control motions are the magnitude and 
distances specified by the hazard deaggregation and their response spectral shape based on the 
ground motion attenuation models used in the PSHA. For each control motion, spectral 
matching is used to develop the input power spectrum. Spectral matching as implemented in this 
study is a procedure by which the power spectral density is developed based on the suite of input 
parameters (e.g., magnitude and distance). This computed power spectral density and the 
corresponding response spectrum are spectrally matched to the given target response spectrum. 
The control motion is then input at the appropriate profile depth consistent with the outcrop layer 
velocity used in the development of the PSHA. 
6.1.8 Mathematical Formulation 
The following describes the mathematical formulation of the RVT equivalent-linear site response 
model. 
6.1.8.1 Propagation of Plane Waves 
Plane-wave propagator matrices (Silva 1976 [DIRS 103326]) are used to propagate seismic 
energy through the profile. Silva (1976 [DIRS 103326]) extended the Haskell-Thompson matrix 
method to include the effect of anelasticity in an exact fashion. The methodology incorporates 
any number of layers, for P-SV and SH plane waves at arbitrary incidence angles. Damping is 
incorporated in each layer without approximation. 
Following Silva (1976 [DIRS 103326]), the most general form of a linear constitutive relation is 
Boltzmans superposition principle, which, written in terms of the tensorial relaxation function 
r(t), is 
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(Eq. 1) 
where Pij(t) and eij(t) are the time-dependent stress and strain tensors and the symbol * denotes 
the Stieltjes convolution. 
Assuming the medium to be isotropic and homogeneous, Eq. (1) may be broken up into bulk and 
shear components and written as 
(Eq. 2) 
where (t) and .(t) are the relaxation functions in shear and bulk. Assuming that the particle 
displacements ui are infinitesimal, the strain can be written 
(Eq. 3) 
and, neglecting body forces, the linear momentum equation is 
(Eq. 4) 
where . is the medium density. Substituting Eq. (2) into Eq. (4) yields the equation of motion. 
(Eq. 5) 
Since the convolutions make the time-domain representation quite intractable, it is customary to 
take the Fourier transform of Eq. (5). Restated in terms of transformed variables, Eq. (5) 
becomes 
(Eq. 6) 
Where 
(Eq. 7) 
At this point it is convenient to introduce the transformed P-wave and S-wave displacement 
potentials in terms of Helmholtzs relation 
(Eq. 8) 
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Substituting Eq. (8) into Eq. (6) results in the Helmholtz equations for the P and S potentials f 
and .. 
(Eq. 9) 
where 
(Eq. 10) 
Note that the terms 2 a and 2  are in general frequency-dependent in both real and imaginary 
parts. 
6.1.8.2 Medium Parameterization 
Consider, for demonstration purposes, the case of S-waves. A general solution for . in Eq. (9) 
is 
(Eq. 11) 
where KS is a complex vector with the real and imaginary parts having different directions in 
general. 
(Eq. 12) 
(Eq. 13) 
(Eq. 14) 
PS is the propagation vector such that ./|PS| is the phase velocity and AS the attenuation vector 
such that exp (AS  X) represents the spatial decay of the potential. The nonzero .s 
gives rise to 
the inhomogeneous waves (Borcherdt 1973 [DIRS 163176], Buchen 1971 [DIRS 163348], 
Lockett 1962 [DIRS 163528]) whose amplitude varies (monotonically) along a wave front. It 
becomes necessary now to specify the three parameters |PS|, |AS|, and .s in terms of material 
properties and medium geometry. 
Writing the transformed shear modulus ( ) .  in Eq. (10) in terms of a real part, ( ) . R , and an 
imaginary part, ( ) . I , the quality factor QS for S-waves is defined as 
(Eq. 15) 
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where E is the peak energy density stored and .E is the energy lost, both per cycle (Borcherdt 
1973 [DIRS 163176]). KS
2 may be written in the following form 
(Eq. 16) 
where vs is the homogeneous wave velocity of the medium. Using Eq. (16) to invert Eq. (13) and 
Eq. (14), convenient expressions for |PS| and |AS| are derived 
(Eq. 17) 
(Eq. 18) 
with similar expressions for P waves using the P parameters. In the low-loss approximation for 
homogeneous waves ( .s 
= 0, Qs >> 1) Eq. (18) reduces to the expression 
(Eq. 19) 
When dealing with highly dissipative materials, the vectoral nature of A must be considered. 
The problem is that for a given incident wave (direction of both P and A specified) onto a plane 
boundary between two viscoelastic media, the direction of both P and A must be determined for 
the P and SV reflected and transmitted waves. These directions can be uniquely determined by 
applying the usual boundary conditions at a welded interface (or free surface for half-space 
problems). This results in an extended form of Snells law in that Ax as well as Px must be 
continuous (Borcherdt 1973 [DIRS 163176], Lockett 1962 [DIRS 163528]). 
6.1.8.3 Extensions of the Haskell-Thompson Formulation for Layered Media 
The following development follows closely that of Haskell (1953 [DIRS 151232], 1962 [DIRS 
163514]), although displacement potentials are used here. Referring to Figure 6.1-1 for 
coordinate reference, the solutions to Eq. (9) can be written in the form 
(Eq. 20) 
where A, B are complex and, in general, frequency-dependent amplitudes. From Eq. (12) 
(Eq. 21) 
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Source: Silva 1976 [DIRS 103326], Figure 1 
NOTE: The problem is uniquely specified given Vp, Vs, QP, QS, ., and Z for each layer and given nAP,S (incident Por 
S-wave potential amplitude) in the elastic half-space. For an anelastic half-space, the direction of the 
incident-wave attenuation vector must also be specified. 
Figure 6.1-1. Illustration of Layered Half-Space and P-Wave Propagation 
In the simple case, it is considered that Ax = 0 (incident elastic wave), and from the boundary 
conditions Ax must be zero everywhere. Thus Kx remains a real quantity. If the incident medium 
were anelastic, the incident attenuation direction would have to be specified along with the 
propagation direction, and then Az in each layer would adjust itself to be consistent with a 
continuous Ax and a specified 2 
,S P K for that layer (see Eq. 16). Choosing AP and AS as upgoing 
potentials (negative z direction) for each layer 
(Eq. 22) 
Using Eq. (2), (4), (8), and (20), the displacements and stresses for layer m can be put in the 
following matrix form 
(Eq. 23)
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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where 
(Eq. 24) 
The result can be conveniently written as 
(Eq. 25) 
Thus Zm (layer thickness) is the phase factor that propagates the potentials across the mth layer 
and that Dm may be thought of as a form of propagator matrix with Cm the coefficient matrix. 
With this in mind and with the idea of eliminating Cm, it can be written (Haskell 1953 [DIRS 
151232]) 
(Eq. 26) 
Then applying the usual boundary conditions 
(Eq. 27) 
and for n  1 layers where layer n is anelastic half-space and interface 0 is a free surface 
(Eq. 28) 
with the following matrix elements. 
(Eq. 29) 
(Eq. 30)
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The elements of 
are given by 
(Eq. 31) 
Cn therefore becomes the input matrix and choosing AP.S in the upgoing ( z) direction and 
considering incident P, Eq. (28) can be inverted to give the surface displacements uo and wo in 
terms of the incident potential (nAp), Kx, and the layering. 
(Eq. 32) 
6.1.8.4 Application of RVT 
In order to compute peak time-domain values, i.e., peak acceleration, peak particle velocity, and 
oscillator response, RVT is used to relate root-mean-square (rms) computations to peak value 
estimates. Boore (1983 [DIRS 103317]) and Boore and Joyner (1984 [DIRS 163174]) present an 
excellent development of the RVT methodology as applied to the stochastic ground motion 
model. 
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As illustrated by Boore (1983 [DIRS 103317]), the RVT formulation is computationally efficient 
for obtaining estimates of peak ground motion parameters corresponding to a specified amplitude 
spectrum. The amplitude spectrum is generally based on the Brune (1970 [DIRS 103315]) 
source spectrum, which represents part of the deterministically derived amplitude spectrum. In 
addition to the seismic moment and source spectrum, the amplitude spectrum also contains path 
and site factors. 
The RVT approach to estimate peak motions is based on the analysis of stationary time series. 
Relationships between the expected peak motions in a stationary time series are related to 
moments of the energy density spectrum and the number of extrema in the time interval. The 
approach involves computing the rms value by integrating the power spectrum from zero 
frequency to the Nyquist frequency and applying Parseval's relation. Extreme value theory is 
then used to estimate the expected ratio of the peak value to the rms value of a specified duration 
of the stochastic time history. The duration is taken as the inverse of the source corner frequency 
(Boore 1983 [DIRS 103317]). This approach was used by Boore (1983 [DIRS 103317]) and 
Hanks and McGuire (1981 [DIRS 163510]) to estimate peak ground acceleration and other peak 
time domain values. Boore (1983 [DIRS 103317]) has shown that RVT is a good approximation 
except for simulations where N, the number of extrema in a time interval T, is very small or 
when successive peaks are highly correlated. For these cases, analytical and empirical (Boore 
and Joyner 1984 [DIRS 163174], Boore 2003 [DIRS 163706]) correction factors have been 
developed to provide estimates of oscillator response. A combination of both types of correction 
factors are used in RASCALS. 
To compute the soil and rock response, an RVT-based equivalent-linear formulation is used, in 
which an outcrop power spectral density is propagated through a 1D column. RVT is used to 
predict peak time domain values. In this sense, the approach is analogous to SHAKE (Schnabel 
et al. 1972 [DIRS 103323]) except that peak shear strains in SHAKE are measured in the time 
domain. The purely frequency domain approach obviates the need for a time domain control 
motion and eliminates the need for a suite of analyses based on different input motions. This 
arises because each time domain analysis may be viewed as one realization of a random process. 
In this case, several realizations of the random process must be sampled to have a statistically 
stable estimate of site response. The realizations are usually performed by employing different 
control motions whose response spectra match a specified target. In contrast, stable estimates of 
site response can be rapidly computed using RVT permitting statistically significant estimates of 
uncertainties based on parametric variations. 
6.1.9 Average Horizontal Component from Vertical and Inclined SH-Waves 
Determination of the average horizontal-component ground motion requires a careful description 
of the control motions, which include magnitude, distance, and power spectrum. The controlling 
or dominant source contributing to the hazard at high (5-10 Hz) and low (1-2 Hz) frequencies at 
the desired annual frequency of ground motion exceedance are provided by the hazard 
deaggregations. Ray tracing is used to establish incidence angles of S-waves for each of these 
controlling earthquakes. Two independent site response analyses are conducted using the 
equivalent-linear analysis to develop motions due to incident SH-waves: (1) vertically 
propagating SH-waves and (2) inclined SH-waves. The envelope motion in these two cases is 
used as the horizontal-component for SH-waves. 
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6.1.10 Average Horizontal Component from Inclined SV-Waves 
In addition to the horizontal-component contribution from incident vertical and inclined 
SH-waves, described above, additional energy in the form of inclined P-SV-waves contributes to 
the horizontal component of motion. An equivalent-linear analysis is completed for inclined 
incident SV-waves. The maximum horizontal component motion is taken as the envelope of the 
SH- and SV-wave spectral evaluations. 
It is expected that the dominant contribution to the horizontal component is captured through 
vertically propagating SH-waves. Analysis of strong motions recorded at two vertical soil arrays 
indicated that approximately 75% of the ground motion power can be modeled by vertically 
propagating S-waves. The remaining energy may be due to scattered waves and P-waves (EPRI 
1988 [DIRS 107489], page 5-1). 
6.1.11 Vertical Component from Vertical and Inclined P-Waves and Inclined SV-Waves 
To model vertical motions, incident vertical and inclined P- and SV-waves are used at the control 
motion point. Similar to the analysis of the horizontal component, the controlling earthquakes at 
the desired annual frequency of ground motion exceedance are established from the hazard 
deaggregations. Ray tracing is used to establish incidence angles of P- and SV-waves for each of 
these earthquakes. For each of the deaggregation earthquakes, a linear analysis is performed 
with incident inclined P-SV waves using low-strain, VP and VS (Section 6.3.1.1). P-wave 
damping is assumed to be equal to low strain S-wave damping (Johnson and Silva 1981 [DIRS 
110447]; EPRI 1993b [DIRS 103320], Appendix 6.B; Silva 1997 [DIRS 163747]). The vertical 
and horizontal motions are treated in separate analyses. 
6.1.12 Model Testing, Sensitivities, and Calibration Activities 
Testing and application of the 1D equivalent-linear model is referenced and documented in 
Sections 6.1.1 and Section 7. These testing activities have been thorough and make use of the 
available strong motion data. Site-specific strong ground motion data for these activities is 
unavailable. Thus, validation is based on data recorded at other locations. Monitoring of 
potential strong ground motion at Yucca Mountain, however, has been initiated (e.g., von 
Seggern 2004 [DIRS 170522]). 
Site response sensitivity to variations in Repository Block velocity profile and ranges of straindependent 
material properties have been conducted and are documented in Wong and Silva 
(2004a [DIRS 170443], page 25, Supplemental Record 3). 
6.1.13 Use of Output 
Preclosure seismic ground motion inputs are developed for two locations: the rock interface at 
the depth of the waste emplacement drifts (Point B) and the soil site of the repository surface 
facilities (Point D/E) (Section 6.2.2.1). Acceleration response spectra are developed for both 
horizontal and vertical components and for hazard mean annual exceedance rates appropriate for 
preclosure analysis (e.g., 5x10-4). In addition, time histories (2 horizontal and 1 vertical 
components) consistent with the spectra are calculated as well as 3D dynamic strains and 
curvatures, peak ground acceleration, and peak particle velocity as functions of depth between 
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the surface and the waste repository level. Strain-compatible soil properties are also estimated at 
Point D/E. 
In support of the postclosure analyses, time histories are developed that are consistent with the 
emplacement level spectra for mean annual exceedance rates of 10-5, 10-6, and 10-7. The time 
histories support the performance assessments of the engineered barrier system components as 
part of the Total System Performance Assessment. 
6.1.14 Limitations 
The two fundamental simplifications of the RVT site response model used in these analyses, 
plane horizontal layers (1D) and equivalent-linear approximation to nonlinear dynamic material 
response (Section 6.1.6), are its two limitations. For conditions under which lateral variations in 
dynamic material properties control strong motions, the 1D model may not be appropriate. 
Generally these conditions involve deep basins with sources located outside of the basins (large 
source-to-site distances), and at low frequencies (= 0.5 Hz) (Campbell 1981 [DIRS 102191], 
Joyner 2000 [DIRS 164134], Boore 2001 [DIRS 163993]). For these cases, surface waves may 
dominate the low frequencies, resulting in long duration wavetrains. Experience has shown that 
conventional site response analyses assuming vertically-propagating S-waves accommodates 
much of the amplification due to surface waves. Seed et al. (1988 [DIRS 163924]) were 
successful in modeling ground motions from the 1985 moment magnitude (M) 7.9 Mexico City 
earthquake using a simple 1D model. Additional analyses by Chvez-Garca et al. (1995 [DIRS 
164971]) indicate that the 1985 ground motions were dominated by surface waves. The data 
collected from the geotechnical investigations to date (BSC 2002a [DIRS 157829]) do not 
indicate significant 2D or 3D velocity variations at the Surface Facilities Area or the Repository 
Block. The 1D limitation is not considered an issue of concern for Yucca Mountain because the 
conditions there are not conducive to the generation of surface waves. Also the site response 
analyses are performed to develop appropriate spectral levels and not durations. 
The limitation involving the equivalent-linear approximation is generally cast in the form of 
acceptable levels of cyclic shear strain. In assessing the ability of the equivalent-linear 
approximation to appropriately accommodate the effects of material nonlinearity on peak 
acceleration, peak particle velocity, and peak oscillator response (5%-damped response spectra), 
maximum cyclic shear strains are considered the key indicator. Current validations of the 
equivalent-linear approximation have successfully modeled response spectra computed from 
motions recorded at soil sites, which have experienced large enough shear strains, mean peak of 
1.00%, to fail (liquefy) (Section 7; Silva et al. 1999 [DIRS 164081]). For the analyses 
documented in this report, postclosure ground motions with an annual exceedance frequency of 
10-7 produce mean shear strains ranging from 0.27% to 1.09%, reflecting uncertainty in 
knowledge of the site material properties (BSC 2004c [DIRS 170137], Table 6-3). 

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6.2 MODEL INPUTS 
Inputs to the site-response computational model consist of control motion response spectra, 
small-strain velocities, densities, nonlinear dynamic material properties, and the angles of 
incidence of the control motions. This subsection describes the development of these inputs and 
how input uncertainties are treated. 
6.2.1 Overview of Approach to Develop Earthquake Ground Motion Input 
This subsection provides an overview of the methodology to develop ground motion inputs for 
use in analyses supporting preclosure design and postclosure performance assessment. A 
detailed description follows in subsequent sections. The site-response ground motion model 
forms one element in the overall methodology. An understanding of the overall methodology 
provides the context for the discussion of model inputs in the following sections. 
The approach used for developing site-specific ground motions that are conditional on a 
probabilistically determined control (rock outcrop) motion follows the guidance contained in 
NUREG/CR-6728 (McGuire et al. 2001 [DIRS 157510], Section 6.1 [Approach 2B]). The 
approach conservatively maintains the hazard level of the control motions while incorporating 
variability in site-specific dynamic material properties. The approach captures the effects that 
magnitude (spectral shape) has on the degree of nonlinearity in site response by using a suite of 
scaled spectral shapes as control motions. The spectral shapes reflect the range in earthquake 
magnitudes contributing to both the low frequency (1-2 Hz) and high frequency (5-10 Hz) 
portions of the Point A UHS. The site response model is used to develop transfer functions for 
response spectra and peak particle velocities from the reference rock outcrop (Point A), where 
the UHS is defined, to repository locations underground and at the surface. The model also 
determines values of strains and curvatures as functions of depth. 
The PSHA provides mean estimates of the hazard where this is defined as the annual probability 
of exceedance or numerically equivalent, the annual mean frequency of exceedance for a given 
amplitude of a ground motion parameter. The starting point for the methodology is the output of 
the PSHA expressed as seismic hazard curves for various measures of ground motion (CRWMS 
M&O 1998a [DIRS 103731], Section 7.3). Results are provided for spectral acceleration at 
structural frequencies of 0.3, 0.5, 1, 2, 5, 10, 20, and 100 Hz (peak ground acceleration). Results 
for peak ground velocity are also provided. 
For a given mean annual frequency of ground motion exceedance, the seismic hazard results are 
used to derive a response spectrum with a uniform mean annual frequency of being exceeded, the 
UHS. The UHS forms the basis for the ground motion used as input (the control motion) to the 
site-response model. 
There are no codes, standards, or regulations that govern the development of earthquake ground 
motions in this study (Sections 1.1 and 4.3). However, generally following the guidance 
provided in Regulatory Guide 1.165 (1997 [DIRS 119139], Appendix C), the PSHA results for a 
given mean annual frequency of exceedance are deaggregated to identify controlling 
earthquakes. Two controlling earthquakes are determined from the deaggregated hazard at 
structural frequencies of 1 to 2 Hz and at 5 to 10 Hz. Response spectra for the controlling 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 6-18 November 2004 
earthquakes are computed using the suite of attenuation models used in the PSHA and scaled to 
match the UHS amplitude at 1 to 2 Hz and 5 to 10 Hz; these scaled spectra form the reference 
earthquake response spectra. 
The reference earthquake response spectra form the basis for development of the site-specific 
motions (Regulatory Guide 1.165 1997 [DIRS 119139], Regulatory Position 4). Response 
spectral (5%-damped) and peak particle velocity transfer functions from the PSHA reference 
rock outcrop (Point A) to repository locations of interest (Points B, D, and E) are developed. For 
horizontal component motions, the horizontal transfer functions are applied to the enveloped 
reference earthquake motions (response spectra and peak particle velocities) to determine the 
final motions. For vertical motions, the vertical transfer functions are applied to the vertical 
enveloped reference earthquake motions (see Section 6.2.2.4). 
Non-linear site-response may be sensitive to earthquake magnitude (spectral composition of the 
control motion). Because this sensitivity may not be sufficiently captured in the mean of the 
range of magnitudes reflected in the reference earthquakes, three deaggregation earthquakes 
(DEAs) are obtained to account for the range of magnitudes contributing to the hazard in the 1 to 
2 Hz and 5 to 10 Hz structural frequency ranges (McGuire et al. 2001 [DIRS 157510], Section 
6.1, Approach 2B). These DEAs nominally represent the 5th, mean, and 95th fractile magnitudes 
and associated distances determined from the hazard deaggregation. These DEAs form the 
input, or control motion, for the site-response ground motion model. Thus, the methodology 
employs six control motion response spectra as inputs. A weighted average is taken of the model 
outputs for each set of DEAs with the results for the mean magnitude getting the largest weight. 
Other site-specific inputs required for the site response model include seismic velocity profiles, 
material densities, and nonlinear dynamic material properties for the emplacement area 
(Repository Block) and surface facilities. For the Repository Block, two base case VS and two 
VP profiles are used to represent uncertainty in the mean profile (see Section 6.2.3.3). For the 
surface facilities site, where uncertainty in the mean profile is less, a single base case profile is 
used (see Section 6.2.3.4). The base case profiles are used, along with information on the 
statistical correlation of layer thicknesses and layer velocities, to develop a suite of random 
velocity profiles that are used as model input. Similarly for the nonlinear dynamic properties of 
site materials, multiple base case curves of normalized shear modulus reduction and damping, as 
a function of cyclic shear strain, are developed to represent epistemic uncertainty in the mean 
values of these properties. Two sets of curves are developed each for the tuff and alluvium 
materials at the site. For input to the model, the curves are randomized to represent random 
variability in properties within and across the site. 
Finally, the model incorporates a range of control motion incidence angles, the angle at which 
the ground motion impinges upon the site model from below. Incidence angles are determined 
consistent with the local velocity structure and hazard deaggregation results (i.e., magnitude, 
distance, and corresponding source depth given in Section 6.2.2.5.1), which provide the distance 
at which a given DEA occurs. 
The methodology to develop ground motion inputs for analyses supporting design and 
performance assessment involves exercising the site-response model multiple times to capture 
the effects of variability. For each combination of DEA, base case velocity profile, and base 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 6-19 November 2004 
case dynamic material properties, multiple model runs are carried out using randomized 
parameter values to capture the effect of input parameter uncertainty and variation across the 
site. The model results are then appropriately combined to determine the final output (e.g., 
response spectra, peak ground velocities or accelerations, strain-compatible soil properties). 
Based on these outputs, further analyses are carried out to develop time histories, if required. 
The remaining subsections of Section 6.2 address in more detail the development of model 
inputs that are used in the computation. Section 6.3 describes the results of the computations and 
additional analyses to develop time histories. 
6.2.1.1 Definitions of Uncertainty, Variability, and Randomness 
A goal of approaches to model ground motion numerically (including site response models) is a 
quantitative assessment of prediction variability (Silva et al. 1996 [DIRS 110474], Section 5.1). 
A desirable approach to achieving this goal is in a manner that lends itself to characterizing the 
variability associated with model results. For a ground motion model, variability in results is due 
to a combination of modeling variability and parametric variability. Modeling variability is a 
measure of how well the model works (how accurately it predicts ground motions) when specific 
parameter values are known. Modeling variability is determined through validation exercises in 
which model predictions are compared to recorded motions (see Section 7.3.4). This variability 
can be due to source, path, and site factors for which the model does not account (e.g., linear site 
response does not completely accommodate nonlinear effects). Parametric variability results 
from a viable range of values for model parameters (e.g., soil profile, normalized shear modulus, 
and damping curves). It is the sensitivity of a model to a viable range of values for model 
parameters. The total variability, modeling plus parametric, represents the variance associated 
with the ground motion estimation and, because it is expressed as fractile levels, is as important 
as median estimates. 
Both the modeling and parametric variabilities may have components of randomness (aleatory 
variability) and uncertainty (epistemic variability). Table 6.2-1 summarizes the four components 
of total variability in the context of ground motion estimates (Silva et al. 1996 [DIRS 110474], 
Table 5.1). Uncertainty is that portion of both modeling and parametric variability that, in 
principle, can be reduced as additional information (knowledge) becomes available, whereas 
randomness represents the intrinsic or irreducible component of variability for a given model or 
suite of parameters. The uncertainty component reflects a lack of knowledge and may be 
reduced as more data are analyzed. In the context of the PSHA, uncertainty is characterized by 
weighted alternatives in logic trees. Randomness (aleatory variability) is integrated in the hazard 
calculation. The terminology shown in Table 6.2-1 is followed in this report. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 6-20 November 2004 
Table 6.2-1. Contributions to Total Variability in Ground Motion Models 
Modeling Variability Parametric Variability 
Uncertainty 
(also Epistemic Uncertainty) 
Modeling Uncertainty: 
Variability in estimated motions resulting 
from particular model assumptions, 
simplifications and/or fixed parameter values. 
Can be reduced by adjusting or calibrating 
model to better fit observed earthquake 
response. 
Parametric Uncertainty: 
Variability in estimated motions 
resulting from incomplete data 
needed to characterize parameters. 
Can be reduced by collection of 
additional information, which better 
constrains parameters. 
Modeling Variability Parametric Variability 
Randomness 
(also Aleatory Variability) 
Modeling Randomness: 
Variability in estimated motions resulting 
from discrepancies between model and 
actual complex physical processes. 
Cannot be reduced for a given model form. 
Parametric Randomness: 
Variability in estimated motions 
resulting from inherent randomness 
of parameters values. 
Cannot be reduced a priori* by 
collection of additional information. 
Source: Silva et al. 1996 [DIRS 110474], Table 5.1 
NOTE: *Some parameters (e.g., source characteristics) may be well defined after an earthquake. 
6.2.2 Computation of Reference Rock Outcrop Spectra 
As a result of the PSHA for vibratory ground motion, which was based on the expert elicitation 
of 18 seismic source characterization experts and 7 ground motion experts, the probabilistic 
hazard has been calculated for Yucca Mountain (CRWMS M&O 1998a [DIRS 103731]). The 
probabilistic methodology allows the frequency of earthquake occurrences to be incorporated, 
and allows uncertainties and randomness to be quantified in a consistent manner in the final 
hazard results. The probabilistic methodology is consistent with the requirement of total system 
performance assessment and with the design process. The methodology is described in detail in 
Methodology to Assess Fault Displacement and Vibratory Ground Motion Hazards at Yucca 
Mountain (YMP 1997b [DIRS 100522]). 
In the PSHA Project, the hazard was specified at a defined hard-rock free-field site condition 
(Point A, Figure 1-1) (CRWMS M&O 1998a [DIRS 103731], Sections 5.3.1.2 and 5.7.1). Rock 
properties for Point A were those that available data indicated existed at a nominal 300-m depth, 
the approximate depth of the repository waste emplacement horizon. The mean VS at Point A is 
1900 m/sec. This value was derived from a Yucca Mountain velocity profile with the top 300 m 
removed (Schneider et al. 1996 [DIRS 103270], Section 5). 
A fixed reference hard-rock site condition was used because a detailed geotechnical site 
characterization had not been completed at the time of the PSHA ground motion characterization 
(CRWMS M&O 1998a [DIRS 103731], Section 5.3.1.2). By defining the ground motion at 
Point A, subsequent detailed geotechnical site information would be incorporated through 
analyses using the site response model without having to conduct another elicitation of the 
ground motion experts. In particular, response of the tuff as well as soil materials would be 
incorporated into the analyses as site characterization results became available. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 6-21 November 2004 
In the PSHA, because the site response calculations include damping in the top 300 m, the 
effects of this damping needed to be removed from the Point A ground motions. This was 
accomplished by defining a value of the site attenuation parameter, kappa, for Point A. Kappa 
for surface sites in the vicinity of Yucca Mountain was determined to be 0.022 sec based on data 
given in Su et al. (1996 [DIRS 100087], Table 4). For the PSHA, a value of 0.02 sec was used in 
the analysis (CRWMS M&O 1998a [DIRS 103731], Section 5.3.1.2). Damping in tuff was 
measured as part of the preliminary site characterization and it was found that the low-strain 
damping in the top 300 m corresponded to a kappa of 0.0014 sec (CRWMS M&O 1998a [DIRS 
103731], Section 5.3.1.2). Therefore, to avoid double-counting the damping in the top 300 m, 
the surface kappa value of 0.02 sec was reduced by 0.0014 sec to give a kappa at Point A of 
0.0186 sec. This kappa value is a defined property of hard-rock outcrop (Point A). The 
precision of the Point A value of kappa is an artifact of the calculation that was made; it is not 
meant to imply that kappa is known with that precision. 
Control motion response spectra to be used as input to the site-response ground motion model 
are determined for each ground motion hazard level of interest. That is, control motions are 
needed for each annual frequency of ground motion exceedance for which inputs are to be 
developed. In this report, control motion response spectra are developed for annual exceedance 
frequencies of 10-3, 510-4, 10-4, 10-5, 10-6, and 10-7. As described in Section 6.2.1, for each 
hazard level development of the control motion response spectra consists of the following steps: 
 Determine the UHS based on the results of the PSHA 
 On the basis of a deaggregation of the PSHA results, determine reference earthquakes 
whose response spectra represents the UHS 
 Also on the basis of PSHA deaggregation results, define DEAs to represent the range of 
magnitudes associated with each reference earthquake. 
These steps are described in more detail below. In addition, a task to extend the PSHA hazard 
results to lower annual frequencies of exceedance is also discussed. 
6.2.2.1 Locations of Computed Ground Motions 
Using the ground motion derived at Point A (Figure 1-1), ground motions were calculated at 
Point B, the waste emplacement level and Points D and E, the surface facilities site. The 
computed ground motions at Point B are developed to apply anywhere within the proposed 
emplacement area for which the base case velocity models were determined. Point D refers to 
any location within the Surface Facilities Area (i.e., that portion of the waste handling building 
site characterization area southwest of the Exile Hill fault splay, see Section 6.2.3.2.2) where the 
thickness of alluvium/colluvium is at least about 15 ft. The area on the west side of the Surface 
Facilities Area adjacent to Exile Hill is designated as Point E (Figure 1-1). Point E represents 
those portions of the Surface Facilities Area for which alluvium is approximately 15 ft thick or 
less. Ground motions are also evaluated for a site northeast of the Exile Hill splay fault (Point F) 
and compared to those for Points D and E. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-22 November 2004 
6.2.2.2 Calculation of Hazard 
Input to develop the control motion response spectra consists of the PSHA results. This input is 
summarized in Table 6.2-2. 
Table 6.2-2. Input Data to Extend Ground Motion Hazard Results 
Input Data Data Source Data Tracking Number 
Results of the Yucca Mountain Probabilistic 
Seismic Hazard Analysis (PSHA) 
BSC 2004j [DIRS 168030] MO0401MWDRPSHA.0002 
[DIRS 166962] 
The PSHA expert interpretations (CRWMS M&O 1998a [DIRS 103731], BSC 2004j [DIRS 
168030]) form the basis for the current work to extend the PSHA hazard curves to lower annual 
exceedance frequencies. The mean results from the original calculations do not in all cases 
extend to low enough annual exceedance frequencies to meet the needs for ground motion inputs 
supporting postclosure analyses. 
The analysis to extend the PSHA results to lower annual exceedance frequencies followed the 
same methodology as documented in BSC 2004j [DIRS 168030], Section 6.5.1). The following 
software programs were used to carry out the analysis: 
 MEAN V1.1 (Software Tracking Number 10463-1.1-00) (Risk Engineering 2002d 
[DIRS 163310]) 
 CMB_FRAC V2.0 (Software Tracking Number 10464-2.0-00) (Risk Engineering 2002a 
[DIRS 163294]) 
 FRISK88 V2.0 (Software Tracking Number 10139-2.0-00 (Risk Engineering 2000a 
[DIRS 163365]) 
 PREP88 V1.0 (Software Tracking Number 10138-1.0-00 (Risk Engineering 2000c 
[DIRS 163362]) 
 POST88 V1.0 (Software Tracking Number 10136-1.0-00 (Risk Engineering 2000b 
[DIRS 163361]) 
Inputs were taken from DTN MO0401MWDRPSHA.000 [DIRS 166962]2 and consist of files in 
subdirectories .shaking/aar/inputs, .shaking/asm/inputs, .shaking/dfs/inputs, .shaking/rya/inputs, 
.shaking/sbk/iputs, and .shaking/sdo/inputs. Details of the analysis are documented in Scientific 
Notebook SN-M&O-SCI-038-V1 (Toro 2003 [DIRS 163720], pages 13-31 and associated 
supplemental records). Hazard curves were developed for spectral acceleration at structural 
frequencies of 0.3, 0.5, 1, 2, 5, 10, 20, and 100 Hz and peak ground velocity. Mean, median, and 
2,3 DTN MO0401MWDRPSHA.000 [DIRS 166962] supersedes MO0004MWDRIFM3.002 [DIRS 149092], which 
was cited in Revision 00 of this report. The original DTN was superseded to add to the data a file containing the 
coordinates of the locations at which ground motion and fault displacement hazard were computed. None of the 
original data associated with DTN MO0004MWDRIFM3.002 [DIRS 149092] was altered. Note that supporting 
scientific notebooks refer to the superseded DTN (MO0004MWDRIFM3.002 [DIRS 149092]). 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-23 November 2004 
fractile hazard curves for Point A are shown on Figures 6.2-1 through 6.2-4 for peak horizontal 
acceleration, 10 Hz and 1 Hz horizontal spectral acceleration, and peak horizontal velocity, 
respectively. The hazard was calculated for the random component of the horizontal ground 
motions (CRWMS M&O 1998a [DIRS 103731], Appendix F). Complete results were submitted 
to the Technical Data Management System (TDMS) and have DTN MO03061E9PSHA1.000 
[DIRS 163721]. 
OCRWM Project Condition Report 1685 documents that the incorrect version of FRISK88 was 
used in carrying out the original PSHA calculations for one areal source zone for one expert team 
for one ground motion measure (10 Hz spectral acceleration). An unqualified (no version 
number) version was used in place of the baselined version 2.0. Sensitivity studies were carried 
out to evaluate the impact of the use of incorrect software disclosing that the mean hazard used 
to compute the UHS (see DTN MO0401MWDRPSHA.000 [DIRS 166962]) differs by at most 
0.9%. In addition, Software Defect Notification SDN13620030407 documents an error in 
FRISK88 v. 2.0 that offsets hazard calculations for areal source zones. Sensitivity studies 
carried out to evaluate the impact of this error show the corrected total mean hazard used to 
compute the UHS is higher then the original hazard by 5.2% or less (BSC 2003c [DIRS 
170500]). These differences in the UHS output are negligible when compared to the variability 
and uncertainty incorporated into the overall analysis and modeling. Thus, the original results 
obtained using the incorrect input are used in the analyses documented in this report. 
6.2.2.3 Uniform Hazard Spectra 
To develop the UHS for a given annual frequency of exceedance, the results of the analysis 
described in Section 6.2.2.2 (DTN MO03061E9PSHA1.000 [DIRS 163721]) are used along with 
results from MO0401MWDRPSHA.000 [DIRS 166962]3. The spectral accelerations with the 
desired annual exceedance frequency for each structural frequency (0.3 to 100 Hz) are used to 
calculate a spectrum. Details of the analysis are documented in Scientific Notebook SN-M&OSCI-
038-V1 (Toro 2003 [DIRS 163720], pages 31-34, 56, 92) and Scientific Notebook SNM&
O-SCI-038-V2 (Toro 2004 [DIRS 172034], pages 29-33). Mean horizontal and vertical 
UHS are shown on Figures 6.2-5 through 6.2-16 for annual exceedance frequencies of 10-3, 
510-4, 10-4, 10-5, 10-6, and 10-7, respectively. Results were submitted to the TDMS as 
summarized in Table 6.2-3. 
Table 6.2-3. Summary of Data Tracking Numbers for UHS 
Description Data Tracking Number 
UHS for Annual Exceedance Frequency of 10-3 MO0211REDES103.000 [DIRS 170424] 
UHS for Annual Exceedance Frequency of 510-4 MO0208UNHZ5X10.000 [DIRS 163722] 
UHS for Annual Exceedance Frequency of 10-4 MO0211DERES104.000 [DIRS 170423] 
UHS for Annual Exceedance Frequency of 10-5 MO0308UNHAZ105.000 [DIRS 170425] 
UHS for Annual Exceedance Frequency of 10-6 MO0206UNHAZ106.001 [DIRS 163723] 
UHS for Annual Exceedance Frequency of 10-7 MO0209UNHAZ107.000 [DIRS 163724] 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 6-24 November 2004 
6.2.2.4 Reference Earthquakes 
Reference earthquakes (REs) are determined from ground motion hazard deaggregation and the 
attenuation models used in the PSHA. Input to the analysis consists of the results of the ground 
motion hazard analysis described in Section 6.2.2.2 (DTNs MO0401MWDRPSHA.000 [DIRS 
166962] and MO03061E9PSHA1.000 [DIRS 163721]). Guidance found in Regulatory Guide 
1.165 (1997 [DIRS 119139]) was also generally followed. However, rather than deaggregating 
the hazard for the structural frequency range of 1 to 2.5 Hz, deaggregation was carried out for the 
range of 1 to 2 Hz. This modification to the guidance in Regulatory Guide 1.165 (1997 [DIRS 
119139], Appendix C) was made because PSHA results are provided for a structural frequency 
of 2 Hz, not 2.5 Hz. This difference is considered negligible. 
Also, rather than using the mean magnitude and distance as specified in Regulatory Guide 1.165 
(1997 [DIRS 119139], Appendix C), the modal magnitude and distance are used to define the 
REs. The mode better represents the events that dominate the hazard for a given annual 
exceedance frequency (McGuire 1995 [DIRS 107483], page 1281), however, a moderate 
difference between the mode and mean has only a small effect on the RE spectral shape. In 
addition, because the RE spectrum is scaled to the UHS in the appropriate structural frequency 
range, use of the mode instead of the mean has a negligible effect on the amplitude of the RE 
spectrum at the key structural frequencies. 
The RE analysis used the following software: 
 PREP88 V1.0 (Software Tracking Number 10138-1.0-00) (Risk Engineering 2000c 
[DIRS 163362]) 
 FRISK88 V2.0 (Software Tracking Number 10139-2.0-00) (Risk Engineering 2000a 
[DIRS 163365]) 
 MRE88 V1.0 (Software Tracking Number 10140-1.0-00) (Risk Engineering 2000d 
[DIRS 163312]) 
 DESIGN_EVENTS V1.0 (Software Tracking Number 10362-1.0-00) (Risk 
Engineering 2002b [DIRS 163302]) 
In addition, the commercial-off-the-shelf software MathCad V7.0 was used. Details of the use of 
commercial-off-the-shelf software are provided in Appendix I. Details of the analysis are 
documented in Scientific Notebook SN-M&O-SCI-038-V1 (Toro 2003 [DIRS 163720]), pages 
31-119 and Scientific Notebook SN-M&O-SCI-038-V2 (Toro 2004 [DIRS 172034], pages 33- 
36). 
The deaggregation of ground motion hazard is the process of determining the contributions of 
combinations of modal magnitude (M*), distance (R*), and ground motion deviation (e) to the 
annual frequency of exceeding a given ground motion amplitude (McGuire 1995 [DIRS 
107483]). For this purpose, e is the difference between the logarithm of the ground motion 
amplitude and the mean logarithm of ground motion (for that M and R), measured in units of the 
standard deviation s of log (ground motion). Deaggregation is performed as a part of the ground 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-25 November 2004 
motion hazard calculations by storing (in M, R and e bins) the contributions to annual frequency 
of exceedance. Plots of M, R, and e indicate which combinations of these parameters contribute 
most, and which contribute least, to the hazard for a given ground motion amplitude. M, R, and 
e combinations contribute differently depending on the annual frequency of exceedance and on 
the structural frequency of the ground motion measure. 
The ground motion hazard was deaggregated at ground motion amplitudes corresponding to the 
annual exceedance frequencies of 10-3, 5x10-4, 10-4, 10-5, 10-6, and 10-7. This deaggregation was 
done at response frequencies 10, 5, 2, and 1 Hz, and results for 5 and 10 Hz were averaged, as 
were results for 1 and 2 Hz. 
Figures 6.2-17 to 6.2-22 show the relative contributions by M, R, and e for the average of 5 to 
10 Hz horizontal motions. The predominant contribution at these higher frequency motions 
comes from magnitudes in the M 5.0 to 6.5 range and distances less than 15 km. These close-in 
moderate-sized earthquakes have their sources in the local faults and background seismicity 
(CRWMS M&O 1998a [DIRS 103731], Section 7.3). 
Figures 6.2-23 to 6.2-28 show the equivalent contributions for the average of 1 to 2 Hz 
horizontal motions. These plots show a larger contribution, relative to the results for 5 to 10 Hz, 
coming from large events (approximate M 7 to 7.5) at distances of about 50 km. The sources for 
these events are the Death Valley-Furnace Creek faults, which have a higher slip rate than do the 
local faults (CRWMS M&O 1998a [DIRS 103731], Section 7.3). 
REs (characterized by M and R) were determined with the use of the deaggregation of horizontal 
ground motion hazard. Response spectra (computed using the attenuation models used in the 
PSHA) for the REs (M and R) at 1-2 Hz and 5-10 Hz are scaled to match the UHS at these 
response frequency bands. Modal magnitudes and distances derived from the joint 
deaggregation are provided in Table 6.2-4. At 1-2 Hz, the deaggregation also was done for the 
regional sources alone, which are a secondary contributor to the 1-2 Hz hazard. For 10-4, 10-5, 
10-6, and 10-7 annual exceedance frequencies, these larger magnitude earthquakes are used in the 
computation of RE spectra because they have a broader spectral shape at low frequencies. 
Therefore, scale factors were not computed for the smaller magnitude earthquakes. For 10-3, 
5x10-4, and 10-4 annual exceedance frequencies, the 1-2 Hz modal magnitudes were adjusted 
downward due to spectral shape considerations. The 5-10 Hz magnitudes were adjusted upward 
slightly to provide more frequency content at intermediate frequencies. These M and R 
adjustments broaden the spectra for the REs and allow two REs to represent all frequencies of 
the UHS. The RE spectral values were computed using these RE magnitudes and distances and 
an epsilon of zero along with the horizontal and vertical attenuation relationships from the 
PSHA. 
For the 1-2 Hz case, the RE spectra were scaled to the 1.4 Hz (the geometric mean of 1 and 2 
Hz) ground motion and for the 5-10 Hz case, the RE spectra were scaled to the 7.1 Hz (the 
geometric mean of 5 and 10 Hz) ground motion. An additional constraint was applied such that 
the maximum of the two RE spectra was not less than 95% of the corresponding UHS at any 
frequency. In some cases (all 1-2 Hz vertical RE spectra; e.g., see Figure 6.2-30), the scaled RE 
spectrum was adjusted up to maintain the 95% constraint. REs for vertical motions were taken 
to be identical to those for horizontal motion for consistency. Because the REs are derived from 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-26 November 2004 
the results of the PSHA, they incorporate both aleatory (randomness) and epistemic (uncertainty) 
variability in ground motion hazard at Yucca Mountain. REs at annual exceedance frequencies 
of 10-3, 5x10-4, 10-4, 10-5, 10-6, and 10-7 are shown along with the corresponding UHS on Figures 
6.2-29 to 6.2-40. Results were submitted to the TDMS as summarized in Table 6.2-5. 
Table 6.2-4. Summary of Deaggregation for Selection of Reference Earthquakes 
10-3 Annual Exceedance Frequency 
M* R* RE Magnitude and Distance Horizontal 
Scale Factor 
Vertical 
Scale Factor 
5-10 Hz 5.15 8.75 M 6.3, 5 km 0.572 0.543 
12 Hz 
1-2 Hz Regional Sources 
1-2 Hz Local Sources 
7.35 
7.35 
5.85 
51.25 
51.25 
3.75 
M 6.9, 52 km 3.830 4.880 
Source: Toro 2003 [DIRS 163720], pages 116 and 117, SR 186, DTN: MO0211REDES103.000 [DIRS 170424] 
5x10-4 Annual Exceedance Frequency 
M* R* RE Magnitude and Distance Horizontal 
Scale Factor 
Vertical 
Scale Factor 
5-10 Hz 5.15 8.75 M 6.3, 5 km 0.843 0.812 
12 Hz 
1-2 Hz Regional Sources 
7.35 
7.35 
51.25 
51.24 
M 7.0, 51 km 4.820 5.361 
Source: Toro 2003 [DIRS 163720], page 60, SR 105, DTN: MO0208UNHZ5X10.000 [DIRS 163722] 
10-4 Annual Exceedance Frequency 
M* R* RE Magnitude and Distance Horizontal 
Scale Factor 
Vertical 
Scale Factor 
5-10 Hz 6.2 3.75 M 6.3, 5 km 1.835 1.855 
12 Hz 
1-2 Hz Regional Sources 
7.7 
7.7 
51.3 
51.3 
M 7.7, 52 km 5.613 6.824 
Source: Toro 2003 [DIRS 163720], page 112, SR 169 and 171, DTN: MO0211DERES104.000 [DIRS 170423] 
10-5 Annual Exceedance Frequency 
M* R* RE Magnitude and Distance Horizontal 
Scale Factor 
Vertical 
Scale Factor 
5-10 Hz 6.25 3.75 M 6.4, 4 km 4.261 4.624 
12 Hz 
1-2 Hz Regional Sources 
6.25 
7.35 
3.75 
51.25 
M 7.7, 51 km 13.735 15.531 
Source: Toro 2004 [DIRS 172034], page 31, SR 34 and 39, DTN: MO0308UNHAZ105.000 [DIRS 170425] 
10-6 Annual Exceedance Frequency 
M* R* RE Magnitude and Distance Horizontal 
Scale Factor 
Vertical 
Scale Factor 
5-10 Hz 6.15 1.25 M 6.5, 1 km 8.030 8.675 
12 Hz 
1-2 Hz Regional Sources 
6.65 
7.65 
1.25 
51.25 
M 7.7, 51 km 30.600 47.640 
Source: Toro 2003 [DIRS 163720], page 38, SR 63 and 70, DTN: MO0206UNHAZ106.001 [DIRS 163723] 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-27 November 2004 
10-7 Annual Exceedance Frequency 
M* R* RE Magnitude and Distance Horizontal 
Scale Factor 
Vertical 
Scale Factor 
5-10 Hz 6.15 1.25 M 6.5, 1 km 16.843 18.583 
12 Hz 
1-2 Hz Regional Sources 
6.65 
7.65 
1.25 
51.25 
M 7.7, 51 km 64.225 72.809 
Source: Toro 2003 [DIRS 163720], page 95, SR 141 and 159, DTN: MO0209UNHAZ107.000 [DIRS 163724] 
Table 6.2-5. Summary of Data Tracking Numbers for REs 
Description DTN 
REs for Annual Exceedance Frequency of 10-3 MO0211REDES103.000 [DIRS 170424] 
REs for Annual Exceedance Frequency of 5x10-4 MO0208UNHZ5X10.000 [DIRS 163722] 
REs for Annual Exceedance Frequency of 10-4 MO0211DERES104.000 [DIRS 170423] 
REs for Annual Exceedance Frequency of 10-5 MO0308UNHAZ105.000 [DIRS 170425] 
REs for Annual Exceedance Frequency of 10-6 MO0206UNHAZ106.001 [DIRS 163723] 
REs for Annual Exceedance Frequency of 10-7 MO0209UNHAZ107.000 [DIRS 163724] 
In addition to deaggregating the PSHA results to determine reference earthquakes, deaggregation 
was also carried out with respect to PGV to support development of time histories for 
postclosure analyses (Section 6.3.2). Recorded accelerograms to use as a basis for developing 
the postclosure time histories are selected such that their distribution in magnitude and epicentral 
distance is similar to the range of magnitudes and distances contributing to the PGV hazard at the 
annual exceedance frequency of interest. A summary of the PGV magnitude and distance 
deaggregation is provided in Table 6.2-6. Results were submitted to the TDMS and have DTNs 
MO0309PGVDEAGG.000 [DIRS 170426], MO0208PGVDEAG6.001 [DIRS 164203] and 
MO0210PGVD1E07.000 [DIRS 164205] for annual exceedance frequencies of 10-5, 10-6 and 
10-7, respectively. 
Table 6.2-6. Summary of Peak Ground Velocity (PGV) Deaggregation 
10-5 Annual Exceedance 
Frequency 
10-6 Annual 
Exceedance Frequency 
10-7 Annual 
Exceedance Frequency 
Moment 
Magnitude Distance (km) 
Moment 
Magnitude 
Distance 
(km) 
Moment 
Magnitude 
Distance 
(km) 
Modal 6.55 3.75 6.65 1.25 6.7 1.3 
Mean 6.44 13.36 6.47 8.62 6.5 5.7 
5th percentile Not computed1 Not computed1 5.65 1.3 5.9 1.3 
Median (50th 
percentile) 6.45 3.75 6.45 3.75 6.6 3.8 
95th percentile Not computed1 Not computed1 7.25 51.3 7.2 13.8 
Source: DTNs: MO0309PGVDEAGG.000 [DIRS 170426], MO0208PGVDEAG6.001 [DIRS 164203], MO0210PGVD1E07.000 
[DIRS 164205] 
NOTE: 1 5th and 95th percentile values were not computed for 10-5 annual exceedance frequency. Instead the 
entire probability distribution was provided in DTN: MO0309PGVDEAGG.000 [DIRS 170426]. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-28 November 2004 
6.2.2.5 Deaggregation Earthquakes 
While the magnitude of each RE is the most likely magnitude controlling response in the given 
structural frequency range, the UHS reflects a range of magnitudes. This section describes the 
development of DEAs to include the effects of the range of earthquake magnitude reflected in 
the UHS on modeling of nonlinear ground motion effects. Nonlinear site response may depend 
on the spectral content (and thus magnitude) of the earthquakes generating the ground motion. 
Input to the DEA analysis consists of the results of the analysis described in Section 6.2.2.2 
(DTNs MO0401MWDRPSHA.000 [DIRS 166962] and MO03061E9PSHA1.000 [DIRS 
163721]). The guidance for Approach 2B in NUREG/CR-6728 (McGuire et al. 2001 [DIRS 
157510], Section 6) were generally followed. The analysis used the following software: 
 PREP88 V1.0 (Software Tracking Number 10138-1.0-00) (Risk Engineering 2000c 
[DIRS 163362]) 
 FRISK88 V2.0 (Software Tracking Number 10139-2.0-00) (Risk Engineering 2000a 
[DIRS 163365]) 
 MRE88 V1.0 (Software Tracking Number 10140-1.0-00) (Risk Engineering 2000d 
[DIRS 163312]) 
 DESIGN_EVENTS V1.0 (Software Tracking Number 10362-1.0-00) (Risk 
Engineering 2002b [DIRS 163302]) 
In addition, the commercial-off-the-shelf program MathCad V7.0 was used. Details of this use 
of commercial-off-the-shelf software are provided in Appendix I. Details of the analysis, 
including use of commercial-off-the-shelf software, are documented in Scientific Notebook 
SN-M&O-SCI-038-V1 (Toro 2003 [DIRS 163720], pages 31-119 and Scientific Notebook 
SN-M&O-SCI-038-V2 (Toro 2004 [DIRS 172034], pages 29-36). 
For a given annual ground motion exceedance frequency and structural response frequency range 
(low frequency, 1 to 2 Hz; high frequency, 5 to 10 Hz), three DEAs are developed based on the 
magnitude, distance, and epsilon deaggregation of the PSHA hazard and the suite of attenuation 
models used in the PSHA. Three control motions (MM, ML, MH) were defined as having 
magnitudes corresponding nominally to the mean, 5th, and 95th percentile of the distribution of 
events contributing to the hazard (with respect to magnitude only). (The differences between the 
mean and median magnitudes was at most 0.1 unit.) For 10-4 annual exceedance frequency, the 
1-2 Hz horizontal ML, MM, and MH magnitudes (5.4, 6.4, and 7.8) and their associated weights 
are adjustments from the 5th percentile, mean, and 95th percentile magnitudes (5.35, 6.4, and 
7.6) and weights. These adjustments were made to provide a better representation of the large 
magnitude earthquakes on regional sources and to represent intermediate response frequencies 
(2-5 Hz). The associated weights were computed by conserving the mean and sigma of the 
magnitude distribution. The same adjustment of magnitudes for horizontal DEAs was made for 
10-5, 10-6 and 10-7 annual exceedance frequencies. The corresponding distances were obtained 
by deaggregating the hazard with respect to distance only and selecting the mean, 5th, and 95 
percentile distances. Weighting factors were developed depending on the percentile values 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-29 November 2004 
(assuming a normal distribution) used (Toro 2003 [DIRS 163720], SR 94, 110, 143, 144, 146, 
160, 176, and 189) and are shown in Tables 6.2-8 and 6.2-9. (Note that the weights in some 
cases do not sum exactly to unity because of numerical rounding. This difference is not 
significant for the analysis.) Mean epsilons (at 1-2 Hz and 5-10 Hz) were used with the 
magnitudes and distances in the horizontal and vertical attenuation models to compute DEA 
spectra. Response spectra for the DEAs are scaled to match the UHS in the appropriate 
frequency range (1 to 2 Hz or 5 to 10 Hz). 
As was noted earlier in Section 6.2.2.4, the scaled RE spectra for certain cases were greater than 
the UHS value for the appropriate frequency range and thus the corresponding DEA spectra, 
which are scaled to the UHS response amplitude may fall below the RE for the appropriate 
response frequency range. DEA magnitude, distance, and epsilon values for vertical motion 
were taken to be identical to those for horizontal motion, for consistency. The corresponding 
DEA response spectra for the vertical component, however, used the vertical attenuation models 
used in the PSHA. Results were submitted to the TDMS as summarized in Table 6.2-7. The 
three DEAs replace the RE (1-2 Hz, 5-10 Hz, horizontal and vertical component) as the input 
control motions to the site-response ground motion model. Note that the RE spectra are used in a 
later step of the procedure as discussed below. Model results for each DEA are combined to 
provide a weighted-average result. Because the DEAs are derived from the results of the PSHA, 
they incorporate the uncertainty in ground motion hazard at Yucca Mountain. 
Table 6.2-7. Summary of Data Tracking Numbers for DEAs 
Description DTN 
DEA for Annual Exceedance Frequency of 10-3 MO0211REDES103.000 [DIRS 170424] 
DEA for Annual Exceedance Frequency of 5x10-4 MO0208UNHZ5X10.000 [DIRS 163722] 
DEA for Annual Exceedance Frequency of 10-4 MO0211DERES104.000 [DIRS 170423] 
DEA for Annual Exceedance Frequency of 10-5 MO0308UNHAZ105.000 [DIRS 170425] 
DEA for Annual Exceedance Frequency of 10-6 MO0206UNHAZ106.001 [DIRS 163723] 
DEA for Annual Exceedance Frequency of 10-7 MO0209UNHAZ107.000 [DIRS 163724] 
Magnitude, distance, e, and a scale factor of these earthquakes are shown in Tables 6.2-8 and 
6.2-9 for horizontal and vertical components, respectively. Note that as the annual exceedance 
frequency decreases, the scale factor used to match the DEA spectra to the UHS at each 
frequency band increases. This reflects the fact that the UHS at low annual exceedance 
frequencies is controlled by the tails of the distributions in the attenuation relationships used in 
the PSHA. The e values listed in Tables 6.2-8 and 6.2-9 (which are associated with the 
corresponding magnitude and distance deaggregation) increase from 1.1 for the 0-3 to 2.81 for 
10-7 annual exceedance frequency. The Point A outcrop spectra for these earthquakes are shown 
on Figures 6.2-41 through 6.2-44 for 10-3 annual exceedance frequency, Figures 6.2-45 through 
6.2-48 for 5x10-4 annual exceedance frequency, Figures 6.2-49 through 6.2-52 for 10-4 annual 
exceedance frequency, Figures 6.2-53 through 6.2-56 for 10-5 annual exceedance frequency, 
Figures 6.2-57 through 6.2-60 for 10-6 annual exceedance frequency, and Figures 6.2-61 through 
6.2-64 for 10-7 annual exceedance frequency. The spectral shapes of the DEAs differ 
significantly while conforming to the UHS at the target frequency range. The DEAs are not used 
to compute seismic design response spectra directly. DEAs are used only to compute spectral 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-30 November 2004 
amplification factors (SAF) (Section 6.3.1.1.2). For horizontal motions, these SAF are then 
applied to the envelope of the Point A horizontal RE spectra and horizontal UHS to develop the 
corresponding suite of site-response spectra representing the uncertainty in the analysis. A 
horizontal design or target spectrum is determined by enveloping the suite of site-response 
spectra. For vertical motions, instead of the envelope of the Point A vertical RE spectra and 
vertical UHS (Section 6.2.2.6.3), a revised vertical spectrum is used that is determined from the 
envelope of the horizontal RE spectra and UHS and vertical to horizontal (V/H) ratios as 
discussed in Section 6.2.2.6. Magnitude dependence of the site response is incorporated into the 
SAF. 
For each of the DEA spectra developed based on the parameters listed in Tables 6.2-8 and 6.2-9, 
a corresponding power spectrum (i.e., control motion) is generated as input for the site response 
analysis. These input control motions are generated by the spectral matching procedure (see 
Section 6.1.7.1) based on the deaggregation results for the PSHA. The target spectra for the 
spectral matching procedure are defined based on the parameters given in Tables 6.2-8 and 6.2-9 
and the corresponding attenuation relationships used in the PSHA. 
Table 6.2-8a. Magnitude, Distance, Epsilon, and Scale Factor on Horizontal Ground Motions of DEAs 
at an Annual Exceedance Frequency of 10-3 
1-2 Hz 
Case ML MM MH 
Weight1 0.18 0.64 0.18 
M 5.3 6.4 7.6 
R (km) 3.8 35 76 
Epsilon1 1.1 1.1 1.1 
Scale Factor1 0.826 1.797 1.318 
Source: DTN: MO0211REDES103.000 [DIRS 170424] 
1Toro 2003 [DIRS 163720], Supplemental Record (SR) 189, page 2 
NOTE: To convert kilometers to miles, multiply by 0.62137 
5-10 Hz 
Case ML MM MH 
Weight1 0.18 0.64 0.18 
M 5.1 5.9 7.3 
R (km) 3.8 19 54 
Epsilon1 1.1 1.1 1.1 
Scale Factor1 0.594 1.276 2.284 
Source: DTN: MO0211REDES103.000 [DIRS 170424] 
1Toro 2003 [DIRS 163720], SR 189, page 2 
NOTE: To convert kilometers to miles, multiply by 0.62137 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-31 November 2004 
Table 6.2-8b. Magnitude, Distance, Epsilon, and Scale Factor on Horizontal Ground Motions of DEAs 
at an Annual Exceedance Frequency of 5x10-4 
1-2 Hz 
Case ML MM MH 
Weight1 0.18 0.64 0.18 
M 5.3 6.4 7.6 
R (km) 1.3 18.8 71.3 
Epsilon1 1.6 1.6 1.6 
Scale Factor1 0.653 0.736 1.215 
Source: DTN: MO0208UNHZ5X10.000 [DIRS 163722] 
1Toro 2003 [DIRS 163720], SR 110, page 1 
NOTE: To convert kilometers to miles, multiply by 0.62137 
5-10 Hz 
Case ML MM MH 
Weight1 0.18 0.64 0.18 
M 5.1 5.9 7.1 
R (km) 1.3 9.0 51.3 
Epsilon1 1.3 1.3 1.3 
Scale Factor1 0.643 0.685 3.123 
Source: DTN: MO0208UNHZ5X10.000 [DIRS 163722] 
1Toro 2003 [DIRS 163720], SR 110, page 2 
NOTE: To convert kilometers to miles, multiply by 0.62137 
Table 6.2-8c. Magnitude, Distance, Epsilon, and Scale Factor on Horizontal Ground Motions of DEAs 
at an Annual Exceedance Frequency of 10-4 
1-2 Hz 
Case ML MM MH 
Weight1 0.18 0.69 0.13 
M 5.4 6.4 7.8 
R (km) 5 20 74 
Epsilon1 2.1 2.1 2.1 
Scale Factor1 1.12 1.133 1.571 
Source: DTN: MO0211DERES104.000 [DIRS 170423] 
1Toro 2003 [DIRS 163720], SR 176, page 2 
NOTE: To convert kilometers to miles, multiply by 0.62137 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-32 November 2004 
5-10 Hz 
Case ML MM MH 
Weight1 0.18 0.64 0.18 
M 5.2 6 7 
R (km) 5 10 15 
Epsilon1 0.9 0.9 0.9 
Scale Factor1 2.308 1.972 1.85 
Source: DTN: MO0211DERES104.000 [DIRS 170423] 
1Toro 2003 [DIRS 163720], SR 176, page 2 
NOTE: To convert kilometers to miles, multiply by 0.62137 
Table 6.2-8d. Magnitude, Distance, Epsilon, and Scale Factor on Horizontal Ground Motions of DEAs 
at an Annual Exceedance Frequency of 10-5 
1-2 Hz 
Case ML MM MH 
Weight 0.163 0.733 0.104 
M 5.5 6.4 7.8 
R (km) 1.5 15 70 
Epsilon 2.26 2.26 2.26 
Scale Factor 1.628 1.881 3.337 
Source: DTN: MO0308UNHAZ105.000 [DIRS 170425] 
NOTE: To convert kilometers to miles, multiply by 0.62137 
5-10 Hz 
Case ML MM MH 
Weight 0.18 0.64 0.18 
M 5.3 6.1 7 
R (km) 1.3 7 14 
Epsilon 2 2 2 
Scale Factor 1.909 1.714 2.259 
Source: DTN: MO0308UNHAZ105.000 [DIRS 170425] 
NOTE: To convert kilometers to miles, multiply by 0.62137 
Table 6.2-8e. Magnitude, Distance, Epsilon, and Scale Factor on Horizontal Ground Motions of DEAs 
at an Annual Exceedance Frequency of 10-6 
1-2 Hz 
Case ML MM MH 
Weight1 0.0834 0.8452 0.0715 
M 5.2 6.4 7.8 
R (km) 1.3 3.8 59.0 
Epsilon1 2.56 2.56 2.56 
Scale Factor1 3.884 1.591 5.136 
Source: DTN: MO0206UNHAZ106.001 [DIRS 163723] 
1Toro 2003 [DIRS 163720], SR 94, page 7 
NOTE: To convert kilometers to miles, multiply by 0.62137 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-33 November 2004 
5-10 Hz 
Case ML MM MH 
Weight1 0.18 0.64 0.18 
M 5.4 6.2 7.0 
R (km) 1.3 3.8 11.0 
Epsilon1 2.69 2.69 2.69 
Scale Factor1 2.506 1.817 2.597 
Source: DTN: MO0206UNHAZ106.001 [DIRS 163723] 
1Toro 2003 [DIRS 163720], SR 94, page 5 
NOTE: To convert kilometers to miles, multiply by 0.62137 
Table 6.2-8f. Magnitude, Distance, Epsilon, and Scale Factor on Horizontal Ground Motions of DEAs 
at an Annual Exceedance Frequency of 10-7 
1-2 Hz 
Case ML MM MH 
Weight 0.0475 0.8833 0.0693 
M 5.2 6.4 7.8 
R (km) 1.3 3.8 51.0 
Epsilon2 2.81 2.81 2.81 
Scale Factor2 6.721 2.799 8.112 
Source: DTN: MO0209UNHAZ107.000 [DIRS 163724] 
1Toro 2003 [DIRS 163720], SR 144, page 2 
2Toro 2003 [DIRS 163720], SR 146, page 4 
NOTE: To convert kilometers to miles, multiply by 0.62137 
5-10 Hz 
Case ML MM MH 
Weight 0.18 0.64 0.18 
M 5.5 6.3 7.0 
R (km) 1.3 1.3 8.8 
Epsilon 2.53 2.53 2.53 
Scale Factor 5.545 3.563 4.973 
Source: DTN: MO0209UNHAZ107.000 [DIRS 163724] 
Toro 2003 [DIRS 163720], SR 143, page 2 
NOTE: To convert kilometers to miles, multiply by 0.62137 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-34 November 2004 
Table 6.2-9a. Magnitude, Distance, Epsilon, and Scale Factor on Vertical Ground Motions of DEAs at 
10-3 Annual Exceedance Frequency 
1-2 Hz 
Case ML MM MH 
Weight1 0.18 0.64 0.18 
M 5.3 6.4 7.6 
R (km) 3.8 35 76 
Epsilon1 1.1 1.1 1.1 
Scale Factor1 0.962 2.046 1.515 
Source: DTN: MO0211REDES103.000 [DIRS 170424] 
1Toro 2003 [DIRS 163720], SR 189, page 3 
NOTE: To convert kilometers to miles, multiply by 0.62137 
5-10 Hz 
Case ML MM MH 
Weight1 0.18 0.64 0.18 
M 5.1 5.9 7.3 
R (km) 3.8 19 54 
Epsilon1 1.1 1.1 1.1 
Scale Factor1 0.625 1.35 2.48 
Source: DTN: MO0211REDES103.000 [DIRS 170424] 
1Toro 2003 [DIRS 163720], SR 189, page 3 
NOTE: To convert kilometers to miles, multiply by 0.62137 
Table 6.2-9b. Magnitude, Distance, Epsilon, and Scale Factor on Vertical Ground Motions of DEAs at 
5x10-4 Annual Exceedance Frequency 
1-2 Hz 
Case ML MM MH 
Weight1 0.18 0.64 0.18 
M 5.3 6.4 7.6 
R (km) 1.3 18.8 71.3 
Epsilon1 1.6 1.6 1.6 
Scale Factor1 0.799 0.832 1.442 
Source: DTN: MO0208UNHZ5X10.000 [DIRS 163722] 
1Toro 2003 [DIRS 163720], SR 110, page 5 
NOTE: To convert kilometers to miles, multiply by 0.62137 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-35 November 2004 
5-10 Hz 
Case ML MM MH 
Weight1 0.18 0.64 0.18 
M 5.1 5.9 7.1 
R (km) 1.3 9.0 51.3 
Epsilon1 1.3 1.3 1.3 
Scale Factor1 0.693 0.699 3.475 
Source: DTN: MO0208UNHZ5X10.000 [DIRS 163722] 
1Source: Toro 2003 [DIRS 163720], SR 110, page 6 
NOTE: To convert kilometers to miles, multiply by 0.62137 
Table 6.2-9c. Magnitude, Distance, Epsilon, and Scale Factor on Vertical Ground Motions of DEAs at 
10-4 Annual Exceedance Frequency 
1-2 Hz 
Case ML MM MH 
Weight1 0.18 0.69 0.13 
M 5.4 6.4 7.8 
R (km) 5 20 74 
Epsilon1 2.1 2.1 2.1 
Scale Factor1 1.416 1.337 1.927 
Source: DTN: MO0211DERES104.000 [DIRS 170423] 
1Toro 2003 [DIRS 163720], SR 176, page 3 
NOTE: To convert kilometers to miles, multiply by 0.62137 
5-10 Hz 
Case ML MM MH 
Weight1 0.18 0.64 0.18 
M 5.2 6 7 
R (km) 5 10 15 
Epsilon1 0.9 0.9 0.9 
Scale Factor1 2.645 2.091 1.699 
Source: DTN: MO0211DERES104.000 [DIRS 170423] 
1Toro 2003 [DIRS 163720], SR 176, page 3 
NOTE: To convert kilometers to miles, multiply by 0.62137 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-36 November 2004 
Table 6.2-9d. Magnitude, Distance, Epsilon, and Scale Factor on Vertical Ground Motions of DEAs at 
10-5 Annual Exceedance Frequency 
1-2 Hz 
Case ML MM MH 
Weight 0.163 0.733 0.104 
M 5.5 6.4 7.8 
R (km) 1.5 15 70 
Epsilon 2.26 2.26 2.26 
Scale Factor 2.13 2.247 4.188 
Source: DTN: MO0308UNHAZ105.000 [DIRS 170425] 
NOTE: To convert kilometers to miles, multiply by 0.62137 
5-10 Hz 
Case ML MM MH 
Weight 0.18 0.64 0.18 
M 5.3 6.1 7 
R (km) 1.3 7 14 
Epsilon 2 2 2 
Scale Factor 2.144 1.75 2.025 
Source: DTN: MO0308UNHAZ105.000 [DIRS 170425] 
NOTE: To convert kilometers to miles, multiply by 0.62137 
Table 6.2-9e. Magnitude, Distance, Epsilon, and Scale Factor on Vertical Ground Motions of DEAs at 
10-6 Annual Exceedance Frequency 
1-2 Hz 
Case ML MM MH 
Weight1 0.0834 0.8452 0.0715 
M 5.2 6.4 7.8 
R (km) 1.3 3.8 59.0 
Epsilon1 2.56 2.56 2.56 
Scale Factor1 5.285 1.917 6.433 
Source: DTN: MO0206UNHAZ106.001 [DIRS 163723] 
1Toro2003 [DIRS 163720], SR 94, page 8 
NOTE: To convert kilometers to miles, multiply by 0.62137 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-37 November 2004 
5-10 Hz 
Case ML MM MH 
Weight1 0.18 0.64 0.18 
M 5.4 6.2 7.0 
R (km) 1.3 3.8 11.0 
Epsilon1 2.69 2.69 2.69 
Scale Factor1 2.873 1.901 2.304 
Source: DTN: MO0206UNHAZ106.001 [DIRS 163723] 
1Toro 2003 [DIRS 163720], SR 94, page 6 
NOTE: To convert kilometers to miles, multiply by 0.62137 
Table 6.2-9f. Magnitude, Distance, Epsilon, and Scale Factor on Vertical Ground Motions of DEAs at 
10-7 Annual Exceedance Frequency 
1-2 Hz 
Case ML MM MH 
Weight1 0.0475 0.8833 0.0693 
M 5.2 6.4 7.8 
R (km) 1.3 3.8 51.0 
Epsilon1 2.81 2.81 2.81 
Scale Factor1 9.23 3.40 10.03 
Source: DTN: MO0209UNHAZ107.000 [DIRS 163724] 
1Toro 2003 [DIRS 163720], SR 160, page 2 
NOTE: To convert kilometers to miles, multiply by 0.62137 
5-10 Hz 
Case ML MM MH 
Weight1 0.18 0.64 0.18 
M 5.5 6.3 7.0 
R (km) 1.3 1.3 8.8 
Epsilon1 2.53 2.53 2.53 
Scale Factor1 6.46 3.78 4.46 
Source: DTN: MO0209UNHAZ107.000 [DIRS 163724] 
1Toro 2003 [DIRS 163720], SR 160, page 2 
NOTE: To convert kilometers to miles, multiply by 0.62137 
6.2.2.5.1 Incidence Angles 
Appropriate body-wave incidence angles (as measured from the vertical) for each DEA control 
motion are estimated using source distance and depth. Ray-tracing methods (Ou and Herrmann, 
1990 [DIRS 170648]) were used to determine P- and S-wave incidence angles at Point A. The 
crustal model used in the ray-tracing (Table 6.2-10) is based on a crustal velocity profile for 
Yucca Mountain from Schneider et al. (1996 [DIRS 103270], Section 5). This profile was also 
used in the development of ground motion attenuation relations in the PSHA (CRWMS M&O 
1998a [DIRS 103731], Section 5.3.2). For consistency with the reference rock outcrop (Point A) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-38 November 2004 
in the PSHA, the top four layers in the Schneider et al. (1996 [DIRS 103270]) model are 
removed and replaced with a 0.70 km thick VS 1.9 km/sec layer. 
Table 6.2-10. Crustal Velocity Profiles at Point A Used in Ray-Tracing 
Thickness (km) VS (km/sec) VP (km/sec) Density (cgs) 
0.70 1.9 3.2 2.4 
0.60 2.1 3.6 2.4 
1.50 2.9 5.0 2.5 
2.20 3.4 5.8 2.7 
10.70 3.5 6.2 2.8 
16.00 3.8 6.5 2.9 
Half-space 4.6 7.8 3.3 
Source: Schneider et al. (1996 [DIRS 103270], Table 5.2) 
NOTES: Top layer thickness has been modified to 0.70 km (Wong and Silva 2004d [DIRS 
172075], page 28). 
To convert kilometers to miles, multiply by 0.62137 
To convert kilometers per second to feet per second, multiply by 3281 
A point source depth of 7.5 km, the middle of the seismogenic crust in the western U.S. (WUS), 
was used for earthquakes greater than M 5.5. For events M = 5.5, a point-source depth of 5.0 km 
was used. These point-source depths are derived from observations of WUS crustal seismicity 
(e.g., McGuire et al. 2001 [DIRS 157510], Table 6-2) and are generally consistent with 
evaluations of the thickness of the seismogenic crust that were made during the PSHA for Yucca 
Mountain. For the PSHA, expert teams assigned the most weight to a seismogenic crustal 
thickness of 12 to 18 km (CRWMS M&O 1998a [DIRS 103731], Table 4-1). The expert teams 
assigned a mean depth of seismicity generally in the range of 8 to 9 km. 
P- and S-wave incidence angles are given in Tables 6.2-11 to 6.2-16. Incidence angles for SVand 
SH-waves differ because the SV-wave angles are limited by the critical angle due to 
coupling with P-waves. Mathcad 2000 and Microsoft Excel 2000 were used to compute 
incidence angles (see Appendix I). 
OCRWM Project Condition Report 1960 documents that an incorrect value for the top layer 
thickness in the crustal model was used in carrying out the analysis/modeling. Sensitivity studies 
were carried out to evaluate the impact of the use of incorrect layer thickness and show that the 
calculated incidence angles differ on average for all the various cases by less than 0.20 degree. 
The sensitivity studies are documented in Wong and Silva (2004d [DIRS 172075], page 28). 
Differences in the calculated ground motions are expected to be negligible when compared to the 
variability and uncertainty incorporated into the overall analysis and modeling. Thus, the results 
obtained using the incorrect input are considered to be valid and used in this study. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-39 November 2004 
Table 6.2-11. Incidence Angles for Control Motions at 10-3 Annual Exceedance Frequency 
Incidence Angle (Degrees) Wave 
Type 
Component 
Frequency 
Range DEA-ML DEA-MM DEA-MH RE 
SH Horizontal 1-2 21.54 32.58 32.84 32.77 
SH Horizontal 5-10 21.54 31.44 32.78 25.17 
SV Horizontal 1-2 (15.75) (15.75) (15.75) (15.75) 
SV Horizontal 5-10 (15.75) (15.75) (15.75) (15.75) 
SV Vertical 1-2 (15.75) (15.75) (15.75) (15.75) 
SV Vertical 5-10 (15.75) (15.75) (15.75) (15.75) 
P Vertical 1-2 21.05 26.55 26.55 26.55 
P Vertical 5-10 21.05 26.55 26.55 24.57 
Source: Wong and Silva 2004a [DIRS 170443], page 126, SR 118 
NOTE: Values in parentheses signify critical angles 
Table 6.2-12. Incidence Angles for Control Motions at 5x10-4 Annual Exceedance Frequency 
Incidence Angle (Degrees) Wave 
Type 
Component 
Frequency 
Range DEA-ML DEA-MM DEA-MH RE 
SH Horizontal 1-2 8.91 31.41 32.83 32.76 
SH Horizontal 5-10 8.91 26.27 32.77 18.91 
SV Horizontal 1-2 8.91 (15.75) (15.75) (15.75) 
SV Horizontal 5-10 8.91 (15.75) (15.75) (15.75) 
SV Vertical 1-2 8.91 (15.75) (15.75) (15.75) 
SV Vertical 5-10 8.91 (15.75) (15.75) (15.75) 
P Vertical 1-2 8.71 26.55 26.55 26.55 
P Vertical 5-10 8.71 25.29 26.55 18.27 
Source: Wong and Silva 2004a [DIRS 170443], page 126, SR 118 
NOTE: Values in parentheses signify critical angles 
Table 6.2-13. Incidence Angles for Control Motions at 10-4 Annual Exceedance Frequency 
Incidence Angle (Degrees) Wave 
Type 
Component 
Frequency 
Range DEA-ML DEA-MM DEA-MH RE 
SH Horizontal 1-2 25.17 31.61 32.83 32.77 
SH Horizontal 5-10 25.17 27.35 30.40 25.80 
SV Horizontal 1-2 (15.75) (15.75) (15.75) (15.75) 
SV Horizontal 5-10 (15.75) (15.75) (15.75) (15.75) 
SV Vertical 1-2 (15.75) (15.75) (15.75) (15.75) 
SV Vertical 5-10 (15.75) (15.75) (15.75) (15.75) 
P Vertical 1-2 24.57 26.55 26.55 26.55 
P Vertical 5-10 24.57 26.29 26.55 24.57 
Source: Wong and Silva 2004a [DIRS 170443], page 126, SR 118 
Note: Values in parentheses signify critical angles 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-40 November 2004 
Table 6.2-14. Incidence Angles for Control Motions at 10-5 Annual Exceedance Frequency 
Incidence Angle (Degrees) Wave 
Type 
Component 
Frequency 
Range DEA-ML DEA-MM DEA-MH RE 
SH Horizontal 1-2 10.17 30.40 32.83 32.76 
SH Horizontal 5-10 8.91 23.33 30.00 16.01 
SV Horizontal 1-2 10.17 (15.75) (15.75) (15.75) 
SV Horizontal 5-10 8.91 (15.75) (15.75) 16.01 
SV Vertical 1-2 10.17 (15.75) 15.75 (15.75) 
SV Vertical 5-10 8.91 (15.75) (15.75) 16.01 
P Vertical 1-2 9.96 26.55 26.55 26.55 
P Vertical 5-10 8.71 22.49 26.55 15.48 
Source: Wong and Silva 2004a [DIRS 170443], page 126, SR 118 
Note: Values in parentheses signify critical angles 
Table 6.2-15. Incidence Angles for Control Motions at 10-6 Annual Exceedance Frequency 
Incidence Angle (Degrees) Wave 
Type 
Component 
Frequency 
Range DEA-ML DEA-MM DEA-MH RE 
SH Horizontal 1-2 8.91 15.37 32.80 32.76 
SH Horizontal 5-10 8.91 15.37 28.22 4.47 
SV Horizontal 1-2 8.91 15.37 (15.75) (15.75) 
SV Horizontal 5-10 8.91 15.37 (15.75) 4.47 
SV Vertical 1-2 8.91 15.37 (15.75) (15.75) 
SV Vertical 5-10 8.91 15.37 (15.75) 4.47 
P Vertical 1-2 8.71 14.86 26.55 26.55 
P Vertical 5-10 8.71 14.86 26.55 4.33 
Source: Wong and Silva 2004a [DIRS 170443], page 126, SR 118 
NOTE: Values in parentheses signify critical angles 
Table 6.2-16. Incidence Angles for Control Motions at 10-7 Annual Exceedance Frequency 
Incidence Angle (Degrees) Wave 
Type 
Component 
Frequency 
Range DEA-ML DEA-MM DEA-MH RE 
SH Horizontal 1-2 8.91 15.37 32.76 32.76 
SH Horizontal 5-10 8.91 5.78 26.03 4.47 
SV Horizontal 1-2 8.91 15.37 (15.75) (15.75) 
SV Horizontal 5-10 8.91 5.78 (15.75) 4.47 
SV Vertical 1-2 8.91 15.37 (15.75) (15.75) 
SV Vertical 5-10 8.91 5.78 (15.75) 4.47 
P Vertical 1-2 8.71 14.86 26.55 26.55 
P Vertical 5-10 8.71 5.60 25.06 4.33 
Source: Wong and Silva 2004a [DIRS 170443], page 126, Supplemental Record 118 
NOTE: Values in parentheses signify critical angles 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-41 November 2004 
6.2.2.6 Calculation of Vertical Uniform Hazard Spectra 
Examination of the vertical and horizontal UHS for Point A derived from the Yucca Mountain 
PSHA (Figures 6.2-5 to 6.2-16) reveals four characteristics that are inconsistent with trends 
recently observed in empirical data and with the results of numerical modeling evaluations of 
V/H ratios (McGuire et al. 2001 [DIRS 157510], Section 4.7). First, at nearly all structural 
frequencies and annual exceedance frequencies, the horizontal component is greater than the 
vertical component. Second, the vertical and horizontal spectra peak at approximately the same 
frequency. Third, the vertical UHS exhibits a dip centered at approximately 1 Hz that affects the 
overall UHS shape between about 0.5 Hz and 1.5 Hz. The dip becomes increasingly distinctive 
with decreasing annual rates of ground motion exceedance. Finally, V/H spectral ratios do not 
increase significantly at higher structural frequencies with decreasing annual exceedance 
frequencies. 
These characteristics are inconsistent with observations from earthquakes of comparable distance 
and magnitude to those that dominate the hazard at Yucca Mountain (McGuire, et al., 2001 
[DIRS 157510], Tables B-1 and B-3). McGuire et al. (2001 [DIRS 157510], Section 4.7), have 
evaluated the available recordings and have recommended an approach for obtaining V/H 
spectral ratios based on scaling horizontal UHS spectra. This approach is used to develop 
revised vertical-component spectra, as described in Section 6.2.2.6.3. The vertical-component 
spectra developed in these analyses exhibit properties observed in empirical data and incorporate 
site-specific adjustments that are appropriate for Yucca Mountain. Transfer functions developed 
from application of the site-response model are applied to the revised vertical spectra rather than 
the original vertical UHS. 
6.2.2.6.1 Trends in Observed Horizontal and Vertical Component Motions 
Recordings of large earthquakes at close distance to the fault rupture show that the vertical 
component of motion exceeds the horizontal component at short periods. To illustrate this effect, 
Figures 6.2-65 to 6.2-68 show 5%-damped pseudo-absolute response spectra for four 
earthquakes recorded on rock sites: site S1 for the 1985 M 6.8 Nahanni earthquake, the Karakyr 
site for the 1976 M 6.8 Gazli earthquake, the Lucerne site for the 1992 M 7.3 Landers 
earthquake, and the Pacoima Dam (downstream toe) record for the 1994 M 6.7 Northridge 
earthquake (McGuire et al. 2001 [DIRS 157510], Tables B-1 and B-3). The sites range from 1 to 
8 km distance from the rupture. These spectra show the vertical component exceeding the 
horizontal components at periods less than about 0.1 sec. At long periods, greater than about 1 to 
5 seconds, the vertical amplitude is comparable to either the lower or both of the horizontal 
components. 
Comparison of observed vertical and horizontal response spectra also shows vertical component 
motion peaks at a shorter structural period than the horizontal component. For example, Silva 
(1997 [DIRS 163747]) examined vertical and horizontal component WUS empirical spectral 
shapes, for a magnitude range of M 6.0 to 7+, and two distance bins: 0 to 10 km and 10 to 50 
km. Figure 6.2-69 shows median horizontal and vertical shapes for events recorded on rock 
sites. The vertical spectral shapes (dashed lines) show more short-period energy than the 
horizontal shapes (solid and dotted lines) and about the same level of maximum spectral 
amplification. The vertical shapes have a maximum spectral amplification or peak near 0.1 sec 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-42 November 2004 
whereas the shapes for the horizontal component peak near 0.2 sec. This difference can be 
explained through differences in damping with the vertical component showing significantly less 
damping than the horizontal. The lack of any significant distance dependency in this shift in 
peak spectral amplification between the vertical and horizontal components suggests that the 
difference in damping is occurring in the shallow portion of the path. This shallow crustal 
damping is generally modeled as a frequency-independent exponential damping term with the 
parameter kappa controlling the rate of decay (Anderson and Hough 1984 [DIRS 128813]). 
Response spectral shapes depend strongly on kappa, shifting to shorter periods as kappa 
decreases (Silva and Darragh 1995 [DIRS 105398]). To illustrate this effect, Figure 6.2-70 
shows response spectral shapes computed using a point-source representation with kappa values 
ranging from 0.006 sec to 0.160 sec. The shift in shape with kappa is easily seen and a peak near 
0.2 sec period is consistent with a kappa value of about 0.04 sec while a factor of two shift in the 
peak to about 0.1 sec period corresponds to a similar shift in kappa value to about 0.02 sec. 
Analyses of vertical and horizontal-component response spectral shapes for both rock and soil 
sites at varying magnitudes and distances showed significantly less damping at both rock and soil 
sites for vertical motions (Silva 1997 [DIRS 163747]). These analyses also suggested that site 
response to vertical motions is largely linear. In contrast, horizontal motions for earthquakes of 
M 6.0 to 7.0+ and at source distances within 10 km showed a broad-band shift in spectral shape 
to longer periods consistent with an increase in damping due to nonlinear site response. To 
support this observation, median WUS empirical V/H response spectra ratios are shown on 
Figure 6.2-71 for a suite of distances for both soil and rock conditions. The larger V/H ratio at 
short period between the soil and rock site conditions is attributable to the increase in nonlinear 
site response for the horizontal component relative to the vertical component (Silva 1997 [DIRS 
163747]). 
Systematic differences are also observed between WUS and CEUS response spectra. The only 
large magnitude earthquake considered representative of the CEUS and that generated close-in 
strong motion records is the 1985 M 6.8 Nahanni earthquake. It was recorded at three hard rock 
sites within 20 km of the source. These recordings, along with smaller magnitude CEUS hard 
rock recordings, clearly show that spectral content differs between WUS and CEUS horizontal 
rock motions. This feature is illustrated on Figure 6.2-72, which contrasts WUS (WNA) and 
CEUS (ENA) horizontal-component rock site response spectral shapes for M ~6.4 and M ~4.0. 
The difference in short-period spectral content between WUS and CEUS is significant and 
consistent between different magnitude earthquakes and is attributed to differences in kappa 
(Silva and Darragh 1995 [DIRS 105398]). Differences in kappa affect hard-rock vertical spectral 
shapes as well. 
To further evaluate V/H ratios for CEUS hard rock conditions, the stochastic point-source 
numerical ground motion approach has been used to predict both rock and soil horizontal and 
vertical motions (Silva 1997 [DIRS 163747]). Similar predictions for WUS V/H ratios showed 
generally favorable agreement with empirical V/H ratios. At longer periods (T > 0.3 sec) results 
showed generally higher V/H ratios for CEUS hard rock sites (average kappa 0.006 sec; 
McGuire et al. 2001 [DIRS 157510], Section 4.8) compared to WUS soft rock sites (average 
kappa 0.040 sec; McGuire et al. 2001 [DIRS 157510], Section 4.8). At short periods, the peak in 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-43 November 2004 
the V/H ratio is shifted to higher frequencies for hard rock (CEUS) conditions (Silva 1997 [DIRS 
163747]). These results are due to the lower kappa for the hard rock site. 
6.2.2.6.2 Comparison of Vertical and Horizontal UHS to Observations 
Examination of the UHS determined from the PSHA results (Section 6.2.2.3) for annual 
exceedance frequencies of 10-3, 5x10-4, 10-4, 10-5, 10-6, and 10-7 (Figure 6.2-73) reveals 
characteristics that are inconsistent with the observed trends described in Section 6.2.2.6.1. First, 
for a given annual exceedance frequency, the horizontal and vertical UHS peak at approximately 
the same frequency. This is in contrast to observations and numerical modeling that indicate the 
peak of the vertical spectrum should be shifted to higher frequencies relative to the horizontal 
spectrum. Second, V/H spectral ratios do not increase significantly at higher structural 
frequencies with decreasing annual frequencies of exceedance. This observation is counter to the 
trends seen in the empirical data in which closer, larger earthquakes (corresponding generally to 
lower rates of exceedance) exhibit larger vertical relative to horizontal motions at higher 
frequencies. Finally, the vertical UHS exhibit a dip at about a structural frequency of 1 Hz (e.g., 
Figure 6.2-38), which is not seen in observed spectral shapes. The expression of this dip appears 
to get stronger at lower annual exceedance frequencies. Thus, the relation between the 
horizontal and vertical UHS derived from the PSHA for Yucca Mountain is inconsistent with 
empirical observations and with recent developments in understanding the factors that drive V/H 
spectral ratios. 
6.2.2.6.3 Revised Vertical Point A Spectra and Vertical Peak Ground Velocity 
To address the issues identified in Section 6.2.2.6.2, an alternative approach is employed to 
develop revised Point A vertical spectra that are used in developing response spectra at Points B, 
D, and E. This approach is based on recommendations presented in NUREG/CR 6728 (McGuire 
et al. 2001 [DIRS 157510], Section 4.7) and results in more suitable V/H spectral ratios for 
Yucca Mountain. 
The recommendations depend on site conditions (classified as WUS, CEUS, intermediate) and 
ground motion loading levels. For WUS site conditions, the recommendations are based on 
empirical relationships developed from earthquakes that have occurred in the WUS and similar 
tectonic regimes. For the CEUS site conditions, because recorded data are sparse even when 
data from similar tectonic regimes are included, the recommendations are based largely on 
results of numerical modeling. For site conditions that are intermediate between the site 
conditions in the WUS and CEUS, such as at Yucca Mountain, a weighted average is used. Site 
conditions are parameterized by kappa. 
Figure 6.2-74 illustrates the NUREG/CR-6728 (McGuire et al. 2001 [DIRS 157510], Figure 
4-36) V/H ratios for loading levels of < 0.2g, 0.2-0.5g and > 0.5g for WUS soft rock conditions. 
Figure 6.2-75 illustrates the V/H ratios for similar loading levels for CEUS rock (hard-rock 
conditions). For application to Yucca Mountain site conditions, the WUS and CEUS ratios are 
weighted based on a comparison of the Yucca Mountain site-specific kappa to nominal kappa 
values for WUS and CEUS conditions (McGuire et al. 2001 [DIRS 157510], Section 4.8). At 
Yucca Mountain kappa is 0.02 sec (Section 6.2.2; BSC 2004j [DIRS 168030], Section 6.3.3.1.1). 
For WUS and CEUS average rock, kappa values are 0.040 and 0.006 sec, respectively (McGuire 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-44 November 2004 
et al. 2001 [DIRS 157510], Section 4.8). Thus for Yucca Mountain, the WUS and CEUS V/H 
ratios are weighted by 0.412 and 0.588, respectively. 
Using these weights and the WUS and CEUS V/H ratios for the <0.2 g loading level (McGuire et 
al. 2001 [DIRS 157510], Tables 4-4 and 4-5), reference rock outcrop (Point A) spectral V/H 
ratios for an annual exceedance frequency of 10-3 are evaluated. Figure 6.2-76 shows the 10-3 
UHS V/H ratios together with NUREG/CR-6728 (McGuire et al. 2001 [DIRS 157510], Tables 
4-4 and 4-5) recommended V/H for CEUS and WUS rock site conditions. The revised YMP 
V/H ratio, derived using the weighted combination of the WUS and CEUS V/H ratios, is also 
shown on Figure 6.2-76. At this relatively high rate of exceedance, note that the revised V/H 
ratio is generally greater (by as much as 20-30%) than the V/H ratio derived from the PSHA 
results. 
Similarly, Figures 6.2-77 through 6.2-81 illustrate the revised V/H ratios for 5x10-4, 10-4, 10-5, 
10-6 and 10-7 annual exceedance frequencies, respectively, using the WUS and CEUS V/H ratios 
for the 0.2<g<0.5 loading levels for the 5x10-4 case and >0.5g loading level for the 10-4, 10-5, 
10-6, and 10-7 cases (McGuire et al. 2001 [DIRS 157510], Tables 4-4 and 4-5). As discussed in 
Section 6.3.1, the site-response transfer function is applied to the envelope of the Point A 1-2 Hz 
RE, 5-10 Hz RE, and the UHS, not solely the UHS. To obtain the revised Point A vertical 
envelope, the V/H ratios are applied to the envelope of the horizontal 1-2 Hz RE, 5-10 Hz RE, 
and UHS. The Point A horizontal envelope (1-2 Hz RE, 5-10 Hz RE, and UHS), original 
vertical envelope (1-2 Hz RE, 5-10 Hz RE, and UHS), and revised vertical envelope are shown 
on Figures 6.2-82 to 6.2-87. In summary, the revised V/H ratios are judged to be conservative 
(McGuire et al. 2001 [DIRS 157510], pages 4-18 and 4-19). 
The vertical peak ground velocities corresponding to the revised vertical spectra at each annual 
exceedance frequency level are provided in Table 6.2-17. These revised PGV values for Point A 
are computed using the RASCALS program. Given the revised Point A vertical spectra, 
RASCALS is used to compute the corresponding PGV values for each spectrum. Details of this 
analysis is given in scientific notebook SN-M&O-SCI-037-V2 (Wong and Silva 2004a [DIRS 
170443], page 45). These revised vertical PGVs for Point A are used in the site response 
analyses to compute PGVs at Point B (see Sections 6.3.1.4.1 and 6.3.1.4.2). 
Table 6.2-17. Point A Peak Ground Velocities and Revised Vertical Peak Ground Velocities 
Annual Exceedance 
Frequency 
Point A 
Horizontal PGV 
Point A 
Vertical PGV 
Revised Point A 
Vertical PGV1 
10-4 48.3 cm/sec 24.9 cm/sec 46.6 cm/sec 
10-5 126.6 cm/sec 63.1 cm/sec 116.4 cm/sec 
10-6 301 cm/sec 156 cm/sec 224 cm/sec 
10-7 655 cm/sec 340 cm/sec 572 cm/sec 
DTNs: MO0404PGVAPSHA.000 [DIRS 170436], MO0309PGVDEAGG.000 [DIRS 170426], 
MO0208PGVDEAG6.001 [DIRS 164203], MO0210PGVD1E07.000 [DIRS 164205] 
Source: 1Wong and Silva 2004d [DIRS 172075], page 45. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-45 November 2004 
Inputs to the above analysis consist of the horizontal UHS (Section 6.2.2.3, Table 6.2-3), kappa 
value for the Yucca Mountain site (BSC 2004j [DIRS 168030], Section 6.3.3.1.1) and for WUS 
and CEUS site conditions (McGuire et al. 2001 [DIRS 157510], Section 4.8), and recommended 
V/H spectral ratios for WUS and CEUS site conditions (McGuire et al. 2001 [DIRS 157510], 
Figures 4-36 and 4-39). The commercial-off-the-shelf software program Microsoft Excel 2000 
was used to carry out the analysis as documented in Appendix I. Details of the analysis are 
documented in scientific notebook SN-M&O-SCI-037-V2 (Wong and Silva 2004a [DIRS 
170443], pages 31-32, 42, 48, 62, 80 and supplemental records 9, 14, 36, 41, 67, and 90). 
6.2.2.7 Treatment of Uncertainty in Control Motions 
The Point A ground motions incorporate the uncertainty in the PSHA (BSC 2004j [DIRS 
168030], Section 6.5.2; CRWMS M&O 1998a [DIRS 103731], Sections 4.1.1 and 5.6). The 
DEA spectra used as control motions are based directly on the PSHA results. 
Uncertainty was characterized in the PSHA through an expert elicitation process. Teams of 
experts (for seismic source and fault displacement characterization) and individual experts (for 
ground motion characterization) developed multiple alternative interpretations to represent the 
uncertainties in the inputs to the hazard calculation. They assigned weights to the viable 
alternative interpretations according to the assessed credibility of each given the current state of 
knowledge and the degree to which each alternative was supported by the available data. In 
computing the seismic hazard, integration is carried out over random variabilities for weighted 
alternative hazard input scenarios (i.e., alternative pathways through the experts logic trees) to 
produce a single hazard curve and its associated weight. Uncertainty is propagated through the 
analysis by calculating hazard curves for all weighted alternative input scenarios. The 
distribution of hazard is then summarized in terms of mean, median, and fractiles of the weighted 
curves. In accordance with BSC (2004b [DIRS 170564], Section 3.1) and Brocoum (2001 
[DIRS 159576]), mean hazard results are used to develop ground motion inputs for preclosure 
and postclosure analyses. 
Because of the characterization of ground motion inputs for the PSHA, including the use of 
unbounded probability distributions, the mean ground motion hazard reaches a level that is not 
credible for the Yucca Mountain site as low annual frequencies of exceedance are considered. 
That is, the ground motions reach a level that would produce shear strains in the rock at Yucca 
Mountain that would cause the rock to fail pervasively, which is not observed. In the modeling 
and analysis described in this report, however, the ground motions determined by the PSHA are 
used without modification. A bound to ground motion at Yucca Mountain (BSC 2004c [DIRS 
170137]) is applied at a later stage in the postclosure seismic process, as part of the seismic 
consequence abstraction (BSC 2004m [DIRS 169183]). 
To develop the final vertical-component motions for locations of interest, V/H ratios are applied 
to the Point A horizontal enveloped UHS (see Section 6.3.1.1.2). The vertical ground motions 
thus reflect the uncertainties of the horizontal PSHA results on which they are based as no 
additional uncertainty from the application of the V/H ratios was included in the analysis. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-46 November 2004 
6.2.2.8 Potential Conservatisms in the Revised Vertical Motions 
In the context of probabilistically-based seismic demands (i.e., the performance-based approach), 
desired conservatism is properly defined by the hazard levels (annual frequencies of exceedance) 
appropriate for assuring that seismic design or performance assessment safety criteria provided 
by the regulation are achieved. To maintain the exceedance level of the hazard results, site 
response as well as structural analyses and performance assessment are mean based, preserving 
the integrity of a performance-based approach. However, some conservatism enters the process 
and is reflected in the mean, primarily through the incorporation of large associated epistemic 
uncertainty. Development of site-specific vertical motions incorporates conservative 
assessments of epistemic uncertainty together with the random variability in material properties 
and dynamic response of the materials into the seismic demand motions. 
Because vertical motions rarely control design, limited past effort has gone into the study of 
recorded vertical motions and development of site-specific vertical motions. Typically vertical 
motions for design are taken as some fraction (0.7 to 1.0) of horizontal design motions. For this 
project, because the importance to design and performance assessment was not known a-priori, 
more careful consideration was given to developing site-specific vertical ground motions than is 
commonly done. The approaches used reflect the less knowledge and maturity for determining 
vertical motions compared to horizontal motions, with the consequence that some conservatism 
enters the development process. 
This conservatism enters in two places: 1) the soft and hard rock design V/H ratios (McGuire et 
al. 2001 [DIRS 157510], Section 4.7) used to develop site-specific V/H ratios and the use of 
envelopes of horizontal reference earthquake response spectra and 2) the UHS (1 to 2 Hz RE, 5 
to 10 Hz RE, UHS) to which the V/H ratios are applied. In developing the soft and hard rock 
V/H ratios, magnitude and distance dependencies (Silva 1997 [DIRS 163747]) were cast in the 
form of expected horizontal peak acceleration values, for ease of implementation. In this process 
of reducing V/H ratio dependencies from two continuous explanatory variables (magnitude and 
distance) to a single three-level variable for engineering applications, some conservatism enters. 
The degree of conservatism in this process depends on the expected horizontal peak acceleration 
value with respect to the three levels (0 to 0.2g, 0.2g to 0.5g, > 0.5g) in the hard and soft rock 
design V/H ratios (McGuire et al. 2001 [DIRS 157510], Section 4.7). Horizontal peak 
accelerations that are just above the boundaries are likely to have the largest conservatism in the 
V/H ratios while horizontal peak accelerations just below boundaries may have little or no 
conservatism. It is judged that the maximum conservatism does not exceed 10 to 20%. 
The second conservatism is driven by a strict implementation of Regulatory Guide 1.165 (1997 
[DIRS 119139]) procedures for the enveloping of reference earthquake spectra to define Safe 
Shutdown Earthquake ground motions. This enveloping process, which is applied in developing 
site-specific ground motions (both horizontal and vertical) for Yucca Mountain, propagates 
through all subsequent analyses and effectively lowers the probability levels of the design 
motions over some frequency ranges. As stated in NUREG-CR/6728 (McGuire et al. 2001 
[DIRS 157510]), the UHS, provided attenuation relations appropriate for the region were used, 
correctly reflects the ground motion hazard of the site and should be considered as representing 
the appropriate control motion for deriving seismic design motions as well as the appropriate 
motions for postclosure performance analysis. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-47 November 2004 
6.2.3 Development of Seismic Velocity Profiles 
Major inputs into the site response model are the VS and VP profiles for the Repository Block 
and the Surface Facilities Area. Beginning in the spring of 2000, a geotechnical, geologic, and 
geophysical program of investigations was undertaken to characterize the velocity structure and 
the nonlinear dynamic material properties of the Repository Block above the waste emplacement 
level (Figure 6.2-88) and beneath the area termed the waste handling buildings site 
characterization area (referred hereon as the WHB Area; Figure 6.2-89) (BSC 2002a [DIRS 
157829]). The WHB Area was originally anticipated to encompass the area where waste is 
handled. These new data supplement pre-existing data obtained during previous investigations 
(e.g., CRWMS M&O 1999 [DIRS 109209]). The following provides an overview of the geology 
of the Repository Block and WHB Area, a summary of the investigations that were performed in 
2000-2001, the development of VS, VP, and density profiles, and the probabilistic representation 
used to randomize the base case VS and VP profiles. Uncertainties in the model input and their 
limitations are also discussed. 
The outline of the proposed waste emplacement area has changed over time. For site 
recommendation work, the base case repository layout consisted of emplacement drifts situated 
to the west of the main drift of the Exploratory Studies Facility (ESF). The emplacement area 
extended from about the latitude of the ESF south ramp to 2 km north of the ESF north ramp 
(DOE 2001 [DIRS 153849], Section 2.3.1.1, Figure 2-38). This area, referred to as the upper 
block, was the focus of geotechnical investigations to characterize the Repository Block. 
Subsequent to the site recommendation, ideas concerning the repository layout have evolved 
with the objectives of reducing uncertainties in a License Application and supporting a flexible 
design with respect to waste types and receipt rates (BSC 2002b [DIRS 157756], p. vii). BSC 
(2002b [DIRS 157756], Figures 4-5 and 5-4) suggest a repository outline that includes much of 
the base case outline used for site recommendation evaluations and expands the outline to 
include additional area to the east (Figure 6.2-90). The repository footprint follows the BSC 
(2002b [DIRS 157756]) recommendations, except that the easternmost panel, Panel 4, is not 
included (Figure 6.2-90). Also, the current layout has re-numbered the panels to reflect a revised 
order for excavation. 
Because some of the outline of the proposed waste emplacement area was not well covered by 
the 2000-2001 geotechnical investigations (Figure 6.2-90), Vertical Seismic Profiling (VSP) data 
collected in 1995 in the southern portion of the lower block (Majer et al. 1996b [DIRS 104685], 
Section IV) were evaluated (Figure 6.2-90) and are discussed in Section 6.2.3.2.5. This data 
limitation resulted, in part, in the use of two base case profiles for the repository block (Section 
6.2.3.3.1). 
6.2.3.1 Inputs for Development of Seismic Velocity Profiles 
Input data used in the analysis to develop seismic velocity profiles are listed in Table 6.2-18. 
Most of these data were acquired during investigations in 2000 and 2001. One set of data (DTN 
LB0306VSP95DAT.001 [DIRS 164559]) was acquired earlier. The scope and techniques used 
in these investigations are summarized in the subsections below. For some input data, not all the 
data associated with a DTN is used in the velocity profile analyses. In these cases, the discussion 
below includes justification for the data that are excluded. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-48 November 2004 
In addition to the input data listed in Table 6.2-18, design data on the extent of the repository 
outline are also used in the analyses. These data are taken from 800-IED-WIS0-00101-000-00A 
(BSC 2004d [DIRS 164519]). 
Table 6.2-18. Input Data for Development of Seismic Velocity Profiles 
Input Data Data Source Data Tracking Number 
Velocity Seismic Profile Results from Boreholes 
NRG-6, WT-2, RF-4, RF-7/7A, SD-12, G-2 & G-4 
Majer et al. (1996b [DIRS 
104685], Section IV) 
LB0306VSP95DAT.001 
[DIRS 164559] 
Downhole Velocity Measurements at the WHB 
Site (Shear and Compression Wave Velocity 
Profiles from boreholes RF#13, 14, 15, 16, 17, 
18, 19, 20, 21, 22, 23, 24, 25, 26, 28, & 29) 
BSC (2002a [DIRS 157829], 
Section 6.2.5) 
MO0111DVDWHBSC.001 
[DIRS 157296] 
Downhole Velocity Measurements at the WHB 
Site (Shear and Compression Wave Velocity 
Profiles from boreholes RF#13 & 17) 
BSC (2002a [DIRS 157829], 
Section 6.2.5) 
MO0110DVDBOREH.000 
[DIRS 157295] 
Downhole Velocity Measurements from the Top 
of Yucca Mountain (Shear and Compression 
Wave Velocity Profiles from boreholes UZ-N66, 
UZ-N94, UZ-N71, UZ-N75, UZ-N64, UZ-N27, & 
UZ-N46) 
BSC (2002a [DIRS 157829], 
Section 6.4.3) 
MO0202DVDWHBSC.002 
[DIRS 158078] 
SASW Velocity Data from the WHB Site 
Characterization Area 
(SASW = Spectral Analysis of Surface Waves) 
BSC (2002a [DIRS 157829], 
Section 6.2.7) 
MO0110SASWWHBS.000 
[DIRS 157969] 
SASW Velocity Data from the Top of Yucca 
Mountain (2000) 
BSC (2002a [DIRS 157829], 
Section 6.4.2) 
MO0203SEPSASWD.000 
[DIRS 158084] 
SASW Velocity Data from the Top of Yucca 
Mountain (2001) 
BSC (2002a [DIRS 157829], 
Section 6.4.2) 
MO0110SASWVDYM.000 
[DIRS 158076] 
SASW Velocity Data from Rock Sites on Yucca 
Mountain and in the ESF 
BSC (2002a [DIRS 157829], 
Sections 6.3.2 and 6.4.2) 
MO0206SASWROCK.000 
[DIRS 159081] 
Borehole Suspension Data for the WHB Site 
Characterization Area 
BSC (2002a [DIRS 157829], 
Section 6.2.6) 
MO0204SEPBSWHB.001 
[DIRS 158088] 
Borehole Suspension Data for RF#13 at WHB 
Site Characterization Area 
CRWMS M&O (1999 [DIRS 
109209], Section 4.4, Appendix 
O) 
MO0204SEISDWHB.001 
[DIRS 158086] 
Geotechnical Borehole Logs from RF#13, 14, 15, 
16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 28 & 29 
BSC (2002a [DIRS 157829], 
Sections 6.2.2, 6.2.3, and 6.6.2) 
GS030783114233.001 
[DIRS 164561] 
6.2.3.2 Overview of 2000-2001 Geotechnical Site Investigations 
This section provides an overview of geotechnical site investigations carried out in 2000 and 
2001 (BSC 2002a [DIRS 157829], Section 6.1). During the geotechnical investigations, field 
and geotechnical laboratory data were acquired for three distinct geographic areas: the WHB 
Area, the North Ramp and Main Drift of the Exploratory Studies Facility (ESF), and the 
Repository Block. Borehole RF#13, which was drilled in 1998 (CRWMS M&O 1999 [DIRS 
109209]), was re-occupied to perform velocity surveys. Data that were acquired in 2000 and 
2001 within the WHB Area consist of: 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-49 November 2004 
 Geologic data from fifteen new boreholes. The new boreholes are designated UE-25 
RF#14 through UE-25 RF#26 and UE-25 RF#28 through UE-25 RF#29 (Figure 6.2-92). 
 VS and VP profiles from downhole seismic surveys at boreholes RF#13 through RF#29. 
 VS and VP profiles from suspension seismic surveys at boreholes RF#13 through RF#29. 
 Caliper and gamma-gamma wireline surveys in boreholes RF#16, RF#18, RF#20, 
RF#21, RF#22, RF#24, and RF#28. 
 VS profiles from spectral-analysis-of-surface-waves (SASW) surveys SASW-1 to 
SASW-36 and D-12. 
 Geologic data, photographs and in-place density measurements in the alluvium 
encountered in test pits TP-WHB-1 to TP-WHB-4. 
 Maximum density, minimum density, specific gravity, particle-size distribution, in-place 
density, natural water content, and relative density corresponding to in-place density 
tests that were performed in test pits. 
 Resonant column and torsional shear (RCTS) test results for samples of tuff and 
alluvium (includes density, water content, shear-wave velocity, and shear modulus and 
material damping ratio as a function of shear strain and confining pressure). 
Data that were acquired in 2000 and 2001 along the North Ramp and Main Drift of the ESF 
consist of: 
 VS profiles from SASW surveys T-1 to T-5. 
 RCTS test results for samples of bedrock taken in the ESF North Ramp. 
Crosshole seismic surveys were attempted but did not yield useable results because the 
piezoelectric seismic source was unable to generate sufficient energy in the shallow soft rock 
surrounding the ESF. 
Data that were acquired in 2000 and 2001 for the Repository Block consist of: 
 SASW surveys C-1 to C-7, S-1 to S-12, D-1 to D-11, and R-1 to R-3. 
 Downhole seismic surveys using existing boreholes UZ-N27, UZ-N33, UZ-N46, 
UZ-N64, UZ-N66, UZ-N71, UZ-N75, and UZ-N94. 
Exploratory drilling in the WHB Area began in June 2000 and concluded in November 2000 at 
the locations shown on Figure 6.2-92. The drilling program was developed to gain an 
understanding of the subsurface geologic conditions and provide access for downhole 
geophysical methods. Fifteen new boreholes were drilled, seven deep boreholes (> 400 ft 
deep) and eight shallow boreholes (Table 6.2-19). The borehole depths were selected with the 
objective that deep boreholes would extend 100 feet into bedrock with a VS of at least 
5,000 ft/sec and shallow boreholes would extend 50 feet into the densely welded Tiva Canyon 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-50 November 2004 
Tuff. Because the VS in the deep boreholes will not be known until after the holes had been 
drilled and cased, the depths at which 5,000 ft/sec rock would be found in each borehole were 
estimated based on earlier downhole seismic survey results from borehole RF#13. A target was 
established of about 20 to 30 feet into the Tiva Canyon Tuff crystal-poor middle nonlithophysal 
zone (Tpcpmn). 
Table 6.2-19. WHB Site Characterization Area Borehole Locations, Total Depth, and Drilling Method 
Designation Northing Easting 
Surface 
Elevation 
(ft.) 
Total Depth 
(ft.) Drilling Method 
RF#13* N765,500 E570,720 3671.0 350.1 Core 
RF#14 N765,309 E571,065 3651.5 550.0 Core 
RF#15 N765,774 E570,225 3681.0 330.0 Core 
RF#16 N765,056 E570,473 3672.0 452.8 Core 
RF#17 N766,076 E571,042 3672.4 667.8 Core 
RF#18 N764,522 E570,627 3640.3 493.6 Mud Rotary 
RF#19 N765,880 E571,384 3661.8 645.2 Mud Rotary 
RF#20 N765,637 E570,797 3671.3 160.0 Mud Rotary 
RF#21 N765,899 E570,739 3673.0 192.2 Mud Rotary 
RF#22 N766,206 E570,793 3679.2 540.6 Mud Rotary/core 
RF#23 N765,311 E570,465 3674.0 159.1 Mud Rotary 
RF#24 N766,344 E570,542 3684.5 268.0 Mud Rotary 
RF#25 N765,968 E570,626 3676.5 159.0 Mud Rotary 
RF#26 N765,248 E570,580 3670.8 264.9 Mud Rotary 
RF#28 N765,510 E570,105 3680.6 99.8 Mud Rotary 
RF#29 N766,018 E570,836 3672.7 430.0 Mud Rotary 
Source: DTN: GS030783114233.001 [DIRS 164561] 
NOTE: * RF#13 was drilled in 1998 (CRWMS M&O 1999 [DIRS 109209], Appendix L) 
Geologic data acquired in the boreholes included depth (below ground surface) of 
lithostratigraphic subunit contacts; depth and dip of faults and other structural features; rock 
hardness, welding, and fracture density; percent core recovery, and Rock Quality Designation 
(RQD). Given the difficulty of collecting useful information regarding geotechnical properties 
in alluvial material with a significant gravel and cobble content, it was elected to core through 
the alluvium in the four core boreholes. This method allowed collection of representative, 
though disturbed, samples of the alluvium and a better understanding of the nature of caliche 
cementation in the alluvial material. The boreholes were cased with PVC to allow various 
geophysical surveys to be conducted. 
6.2.3.2.1 Geology of Repository Block and WHB Area 
The following summary is extracted from BSC (2002a [DIRS 157829], Section 6.6) and the 
Yucca Mountain Site Description (BSC 2004i [DIRS 169734]). Yucca Mountain and the WHB 
Area lie within the central southern part of Nevada within the Great Basin, which is part of the 
Basin and Range structural/physiographic province. Pre-Tertiary rocks, consisting of a thick 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-51 November 2004 
sequence of Proterozoic and Paleozoic sedimentary rocks, underlie approximately 3,300 to 9,800 
ft of Miocene volcanic rock in the Yucca Mountain area. 
Yucca Mountain is an irregularly shaped upland, 4 to 6 mi. wide and about 22 mi. long. The 
crest of Yucca Mountain is at an average elevation of about 4,900 ft (Figure 6.2-91). Elevation 
of the ground surface in the region ranges from about 3,000 ft southeast of the site, in the lower 
reaches of Forty Mile Wash, to over 6,000 ft about 4 mi. to the north, in the area of the Timber 
Mountain caldera. Near the site of the proposed surface facilities, relief is approximately 250 ft, 
ranging from about elevation 3,850 ft at the crest of Exile Hill, to the west, to about elevation 
3,600 ft at the center of Midway Valley, to the east (The WHB Area is located just to the east of 
Exile Hill on Figure 6.2-88). 
Yucca Mountain consists of stacked layers of tuffs (Figure 6.2-93), approximately 15 to 
7.5 million years old, that formed by eruptions of volcanic ash from the north (BSC 2002a [DIRS 
157829], Section 6.6). Individual layers of volcanic tuff, therefore, get progressively thinner 
from north to south. Most of the rocks are welded and nonwelded ash flow tuffs. As the ash 
settled, it was subjected to various degrees of compaction and fusion, depending on the 
temperature and pressure. When the temperature was high enough, ash was compressed and 
fused to produce a welded tuff, a hard, dense, brick-like rock with little open pore space in the 
rock matrix. Nonwelded tuffs occur between the layers of welded tuff. These tuffs are 
compacted and consolidated at lower temperatures, are less dense and brittle, and have a higher 
porosity. The composition of the rocks at Yucca Mountain ranges from rhyolite to dacite or 
latite. 
Three main volcanic tuff layers are present at the planned repository at Yucca Mountain: the 
Tiva Canyon Tuff welded tuff at the surface, the Topopah Springs Tuff welded tuff at the 
planned level of waste emplacement and intervening nonwelded tuff units. As a result of 
faulting over the last 13 million years, these layers are all tilted to the east with dips ranging from 
about 5 to 20 degrees. The layer of nonwelded tuff that underlies the Tiva Canyon welded tuff 
consists of the Pah Canyon Tuff and Yucca Mountain Tuff. Below these nonwelded tuffs is the 
Topopah Springs Tuff, which is the host rock for the planned repository tunnels. The Topopah 
Spring Tuff has a maximum thickness of about 1,230 ft near Yucca Mountain. Using 
information from boreholes and the ESF tunnel exposures of the unit, further subdivision of four 
layers within this unit has been developed. An important distinguishing characteristic of these 
layers is the presence or absence of lithophysae or small to large bubble-like holes or voids 
within the rock mass that formed 13 million years ago as this ash flow tuff cooled. Like the Tiva 
Canyon Tuff above, this unit is commonly fractured. 
The WHB Area is situated mainly in Midway Valley along the east side of Exile Hill, though a 
small part of the area laps onto Exile Hill (BSC 2002a [DIRS 157829], Section 6.6.1). Exile Hill 
is a horst, bounded on its west side by the Bow Ridge fault and on its east side by the Exile Hill 
fault. Exile Hill consists of Tiva Canyon Tuff that is surrounded and partially covered by 
Quaternary alluvium/colluvium. The upper Tertiary and Quaternary sediments that fill Midway 
Valley consist mostly of alluvial deposits (fluvial and colluvial sediments) and some thin eolian 
deposits. Over most of the WHB Area the alluvium is covered by an artificial fill known as the 
North Portal pad or by the adjacent muck piles. The North Portal pad is about 800 to 1,200 by 
600 to 700 ft in size and slopes roughly 2 degrees to the east, from approximately elevation 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-52 November 2004 
3,685 ft at the base of Exile Hill to 3,670 ft. The North Portal pad fill was constructed of 
colluvium and bedrock from shallow excavations at the toe of Exile Hill and for the ESFs north 
portal, alluvium from distant borrow pits, and tunnel muck. 
Figure 6.2-92 is a plan view map showing the location of boreholes, interpreted geologic 
structures (faults as indicated by thin, thick, and dashed red lines), and cross-sections locations 
(BSC 2002a [DIRS 157829], Section 6.6.2). Cross section, A-A' through the center of the WHB 
Area (Figure 6.2-93) illustrates the subsurface geologic interpretation developed for the site. 
Section A-A' is cut approximately parallel to the dip of the volcanic stratigraphy. The alluvium 
varies in thickness from zero on the western edge of the WHB Area along the base of Exile Hill 
to over 100 ft in the part of the area located east of the muck pile. Alluvial materials in the WHB 
Area consist of interbedded caliche-cemented and non-cemented, poorly sorted gravel with some 
fines, cobbles and boulders. 
Under the alluvium are welded and non-welded volcanic rock units of the Timber Mountain and 
Paintbrush groups (BSC 2002a [DIRS 157829], Section 6.6.2). Figure 6.2-94 provides a 
lithostratigraphic column for relevant units of these groups. Non-welded units beneath the site 
include the pre-Rainier Mesa Tuff bedded tuffs (Tmbt1) of the Timber Mountain Group, and the 
Tuff unit x (Tpki) and pre-Tuff unit x bedded tuffs (Tpbt5) of the Paintbrush Group. 
Beneath these non-welded units is the Tiva Canyon Tuff, which is generally densely welded. 
The Tiva Canyon Tuff has been divided into two members; the younger crystal-rich member 
(Tpcr) and the older crystal-poor member (Tpcp). These members are further divided into zones, 
for example, the Tiva Canyon Tuff crystal-rich nonlithophysal zone (Tpcrn) (Buesch et al. 1996 
[DIRS 100106]). To simplify the distinction between the welded and nonwelded Tiva Canyon 
Tuff and the post-Tiva Canyon Tuff bedded tuffs, the vitric and lithophysal zones (Tpcrv and 
Tpcrl) of the crystal-rich member of the Tiva Canyon Tuff have been included with the crystalrich 
nonlithophysal zone (Tpcrn) in this report. The general orientation of bedding beneath the 
WHB Area is northeast-striking and southeast-dipping, which is slightly different than the 
orientation of bedding mapped on Exile Hill. 
The most prominent structural feature encountered during the geotechnical program is a northnorthwest-
trending, east-northeast-dipping normal fault that cuts across the WHB Area, passing 
near boreholes RF#14 and RF#29 (Figure 6.2-92). This fault, informally referred to in this report 
as the Exile Hill fault splay, is shown as the bolder (wider) fault trace. The fault is not 
considered to be seismogenic since it does not displace the overlying alluvium based on the 
borehole investigations (BSC 2002a [DIRS 157829]). The master fault, the Exile Hill fault also 
was not considered to be an active fault in the PSHA (CRWMS M&O 1998a [DIRS 103731], 
Section 4). 
The largest displacement associated with the Exile Hill fault splay is on the northern edge of the 
WHB Area. Between boreholes RF#22 and RF#24 (Figure 6.2-92) there is approximately 300 
feet of down-to-the-northeast separation, dropping the non-welded pre-Rainier Mesa Tuff 
bedded tuffs (Tmbt1) on the northeast against the densely welded Tiva Canyon Tuff on the 
southwest. This vertical displacement along the Exile Hill fault splay has, in effect, subdivided 
the WHB Area into two distinct domains. Southwest of this fault, the top of the welded Tiva 
Canyon Tuff is relatively near the surface, ranging from zero to a maximum of about 190 ft 
below natural grade. A substantially greater thickness of the post-Tiva Canyon Tuff nonwelded 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-53 November 2004 
bedded tuffs (Tptb5, Tpki, Tmbt1) occurs beneath the alluvium on the northeast side of the Exile 
Hill fault splay relative to the southwest side. The offset diminishes along the strike of the fault 
to the southeast with 65 feet of down-to-the-east separation near borehole RF#14. 
In addition to the Exile Hill fault splay, the interpretation of subsurface conditions includes 
several other faults that cut the volcanic bedrock within the WHB Area. These other faults are 
shown on Figure 6.2-92 as the thinner fault traces on either side of the Exile Hill fault splay. 
Most, but not all, of these faults strike north-northeasterly and exhibit a mixture of down-to-thewest 
and down-to-the-east normal displacement. 
6.2.3.2.2 Downhole Velocity Surveys 
Downhole velocity surveys were performed in the WHB Area and within the upper block of the 
emplacement area, primarily on the crest of Yucca Mountain. 
Downhole Surveys in the WHB Area 
This section describes the collection, analyses, and estimates of S- and P-wave velocities in 
16 boreholes in the WHB Area through the use of downhole seismic velocity surveys (BSC 
2002a [DIRS 157829], Section 6.2.5). Techniques and equipment used to acquire the data by 
means of the standard downhole technique are described in BSC (2002a [DIRS 157829], Section 
6.2.5). Downhole measurements were also conducted in 1999 in borehole RF#13 (CRWMS 
M&O 1999 [DIRS 109209], Section 4.3). These data, however, were superseded by new 
surveys in RF#13 during the 2000-2001 geotechnical investigations and are not considered 
further. 
Downhole velocity surveys were performed in the boreholes listed in Table 6.2-20. Borehole 
locations are shown on Figure 6.2-92. Figures 6.2-95 and 6.2-96 are velocity-depth plots for VS 
and VP, respectively, for the surveys. 
Table 6.2-20. Boreholes Used for Downhole Surveys at WHB Area 
Borehole Depth of Survey (ft) 
RF#13 345 
RF#14 520 
RF#15 320 
RF#16 445 
RF#17 620 
RF#18 485 
RF#19 640 
RF#20 155 
RF#21 185 
RF#22 505 
RF#23 155 
RF#24 260 
RF#25 155 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 6-54 November 2004 
Borehole Depth of Survey (ft) 
RF#26 260 
RF#28 96 
RF#29 405 
Source: BSC 2002a [DIRS 157829], Table 7 
The conventional downhole survey method was used in which travel times of signals from an 
impulsive source of energy at the surface are measured to various depths in the borehole. The 
corresponding plot of travel time versus depth is then converted to velocity versus depth by 
computing slopes of the interpreted major straight-line segments of the plotted data. A vehicleon-
a-beam traction source located about 10 ft from the collar of the hole was used to generate 
S-waves. P-waves were generated by vertical hammer blows to a steel striker plate on the 
ground, also located close to the collar of the hole. 
Examination and comparison of the tabulated values of VS and VP reveals that the depths to the 
interfaces between layers based on the respective velocities are not always coincident, i.e., the VS 
and VP boundaries may not agree. This may be caused by the S- and P-wave signals not always 
following the same path from source to receiver. 
Overall, VS increases with depth in the top 100 ft. The variability in velocities spans a range of 
 1,000 ft/s except at the velocity contrasts observed in boreholes RF#13 and RF#15 at a depth 
of about 230 ft, at 305 ft in borehole RF#14, and 375 ft in borehole RF#16 (Figure 6.2-95). 
Similar trends are observed in the VP profiles (Figure 6.2-96). Variability is smaller for VP 
except for the strong contrasts observed in some of the boreholes, e.g., at a depth of 130 and 
210 ft in borehole RF#15. Boundaries between velocity layers do not correlate strongly with 
lithologic units suggesting that changes in density control these changes rather than material 
type. 
To support development of velocity profiles for the WHB Area, profile statistics were developed 
for the alluvium and tuff separately. Mean, median, and 16th and 84th percentile profiles were 
determined. For a given depth, the distribution of VS or VP was taken to be lognormally 
distributed. Statistically the mean [ ] V , median [ ] 50 V , and 16th [ ] 16 V , and 84th [ ] 84 V percentile 
profiles were determined based on the following equations: 
( ) ( ) [ ] 
( ) 
( ) ( ) 
( ) 
( ) 
( ) ( ) ( ) [ ] ( ) ( ) 
( ) ( ) ( ) [ ] ( ) ( ) d d d V 
d d d V 
d d d V 
d V 
e d V e d V 
e d V e d V 
e d V e d V 
e d V 
ln ln 
ln ln 
2
ln 
2
ln 
50 
ln 
84 
50 
ln 
16 
2 
50 
2 
ln 
ln 
50 
s s 
s s 
s s 
+ + 
- - 
. .. 
. 
. .. 
. 
. .. 
. 
. .. 
. 
+ 
= = 
= = 
= = 
= 
Eq. (33) 
where d is depth, ) ( ln d V is the mean of the natural logarithm of the velocities, and sln (d) is the 
standard deviation of the velocities in natural logarithm units. For a lognormal distribution, the 
geometric mean is equivalent to the median. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-55 November 2004 
Equation 33 was applied to the characterization of velocities developed from a single type of 
measurement. When data from multiple types of measurement were used to characterize 
velocities, the combined median was computed as the geometric mean of the medians for each 
type of measurement. This is equivalent to computing an equal-weighted average of the mean 
log velocity for each measurement type, and is consistent with the lognormal assumption used 
above. The combined 16th percentile, mean, and 84th percentile were computed by taking the 
geometric means of the 16th percentiles, means, and 84th percentiles of the individual data sets. 
As a result, the combined 16th percentile, mean, and 84th percentiles are only approximations. 
They are shown on the figures presented in this report to indicate the general level of variability 
in the data, but are not used to develop design ground motions. 
Figures 6.2-97 and 6.2-98 show the calculated mean, median, and 16th and 84th percentile 
velocity profiles for the WHB Area. Microsoft Excel 2000 was used to compute these profiles 
(see Appendix I). Because the vertical component of displacement across the Exile Hill fault 
splay reaches about 300 ft, data from the different sides of the fault were also considered 
separately. Mean, median, and 16th and 84th percentile velocity profiles on the upthrown 
(southwest) and downthrown (northeast) sides of the fault were computed and compared. 
Boreholes on the downthrown side were RF#14, 17, 19, 22, and 29 (Figure 6.2-92). Borehole 
RF#14 was classified as being on the downthrown side of the Exile Hill fault based on the 
surface projection of the fault trace. Comparison of the median profiles across the fault indicates 
differences in velocities are consistent with the existence of a fault between the two sets of 
velocity profiles. At a depth of about 230 ft, the VS increases significantly on the upthrown side. 
This increase corresponds to the sharp velocity contrasts observed in boreholes RF#13 to #16, all 
located on the upthrown side. Design ground motions described in this report are for the portion 
of the WHB Area southwest of the Exile Hill fault splay. Ground motions northeast of the Exile 
Hill fault splay are also evaluated and compared to the design ground motions in Section 6.3.5. 
Downhole Surveys on the Repository Block 
VS and VP surveys were performed in 8 boreholes along or near the crest of Yucca Mountain to 
supplement the SASW data (Section 6.2.3.2.4, Figure 6.2-108) (BSC 2002a [DIRS 157829], 
Section 6.4.3). These downhole velocity surveys were performed in the few open holes in the 
upper block on Yucca Mountain. 
The surveyed holes, known as neutron-logging holes, were shallow, generally less than 100 ft 
deep. Table 6.2-21 lists the 8 holes that were surveyed and their locations are shown on Figure 
6.2-108. 
Table 6.2-21. Boreholes Used for Downhole Surveys on the Repository Block 
Borehole Number Elevation Above MSL (ft) Depth of Survey (ft) 
UZ-N27 4857 179 
UZ-N33 4329 71 
UZ-N46 4501 95 
UZ-N64 4789 54 
UZ-N66 4358 48 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 6-56 November 2004 
Borehole Number Elevation Above MSL (ft) Depth of Survey (ft) 
UZ-N71 4925 48 
UZ-N75 4799 28 
UZ-N94 4926 25 
Source: BSC 2002a [DIRS 157829], Table 25 
The VS profiles are shown on Figure 6.2-99 illustrating the large variability in VS. Note that 
there are considerable differences in elevation of the ground surface at these boreholes 
(maximum of 597 ft). This variability is reflected in the mean, median, and 16th and 
84th percentile profiles (Figure 6.2-100). The wide range in the values of VS and the apparent 
lack of correlation of velocities between holes demonstrate the heterogeneous nature of the 
velocities of the volcanic deposits that comprise the Yucca Mountain site. VP data are not 
tabulated because of questionable results due to interference from casing waves. 
6.2.3.2.3 Suspension Velocity Surveys 
Suspension seismic P-S logging at boreholes RF#13 through #26, #28, and #29 in the WHB Area 
was conducted using an OYO Model 170 P-S suspension logging system (BSC 2002a [DIRS 
157829], Section 6.2.6). To conduct the survey, the boreholes were filled with water and the 
suspension tool was lowered to the bottom of the casing by a winch and armored cable 
containing the data leads. Logging was conducted from lower elevations to higher ones, with 
velocity measurements being made at 0.5-meter (1.64-foot) intervals (occasional variations 
occurred). Table 6.2-22 lists the depth range of data collected in the boreholes. 
Based on an assessment of data quality, some data collected at shallow depths (generally to 
25-foot depth, but as deep as 77 feet in borehole RF#25) were rejected as unreliable as discussed 
in BSC (2002a [DIRS 157829], Section 6.2.6). Rejected data are not included in the data 
associated with DTN MO0204SEPBSWHB.001 [DIRS 158088] and thus are not part of the 
input data considered in developing velocity profiles. 
The results of suspension seismic surveys are usually presented as plots of interval velocities 
versus depth. Such profiles show extremely variable velocities representing small-scale 
heterogeneity that has negligible effect on seismic waves in the frequencies of engineering 
relevance. Thus the profiles were smoothed by eye and the smoothed VS and VP profiles are 
shown on Figures 6.2-101 and 6.2-102. The mean, median, and 16th and 84th percentile VS and 
VP profiles are shown on Figures 6.2-103 and 6.2-104. Microsoft Excel 2000 was used to 
compute these profiles (see Appendix I). 
Table 6.2-22. Depth Extent of Suspension Logging 
Borehole No. and Casing 
Condition Depth of Logging 
Depth of Data 
Determined to be Unreliable 
RF#13 343.0 ft Not determined 
RF#14 Cased 543.3 ft surface to 44.30 ft bgs 
RF#15 Cased 316.9 ft surface to 19.69 ft bgs 
RF#16 Cased 446.4 ft surface to 22.97 ft bgs 
RF#17 Cased 648.3 ft surface to 47.60 ft bgs 
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Borehole No. and Casing 
Condition Depth of Logging 
Depth of Data 
Determined to be Unreliable 
RF#18 Cased 484.3 ft surface to 27.90 ft bgs 
RF#19 Cased 638.5 ft surface to 27.90 ft bgs 
RF#20 Cased 151.2 ft surface to 14.80 ft bgs 
RF#21 Cased 184.0 ft surface to 13.12 ft bgs 
RF#22 Uncased 393.7 ft not applicable 
RF#23 Cased 151.2 ft Data OK 
RF#24 Cased 262.1 ft surface to 23.00 ft bgs 
RF#25 Cased 151.2 ft surface to 77.10 ft bgs 
RF#26 Cased 256.2 ft surface to 13.12 ft bgs 
RF#28 Cased 93.8 ft surface to 22.97 ft bgs 
RF#29 Cased 402.2 ft surface to 19.69 ft bgs 
Source: BSC 2002a [DIRS 157829], Table 11; CRWMS M&O (1999 [DIRS 109209], 
Section 4.4 and Appendix O) 
6.2.3.2.4 SASW Surveys 
SASW surveys were performed in the WHB Area, primarily in the upper block of the Repository 
Block, and in the ESF main drift. 
SASW Surveys in the WHB Area 
SASW surveys were performed in the WHB Area in the summers 2000 and 2001 (BSC 2002a 
[DIRS 157829], Section 6.2.7). The objective of these investigations was to estimate the VS 
structure to a depth of approximately 150 ft at closely-spaced intervals on and near the proposed 
footprint of the WHB Area. A total of 35 VS profiles were developed from 40 SASW surveys. 
The SASW methodology is a non-destructive and non-intrusive seismic method. It utilizes the 
dispersive nature of Rayleigh-type surface waves propagating through a layered material to 
estimate the VS profile of the material (Stokoe et al. 1994 [DIRS 157265]). In this context, 
dispersion arises when surface-wave velocity varies with wavelength or frequency. Dispersion 
in surface-wave velocity arises from changing stiffness properties of the soil and rock layers with 
depth. Spectral analysis is used to separate the waves by frequency (wavelength) to determine 
the experimental (field) dispersion curve for the site. An analytical approach is then used to 
theoretically match the field dispersion curve with a 1D layered system of varying layer 
stiffnesses and thicknesses (Joh 1996 [DIRS 157248]). The 1D VS profile that generates a 
dispersion curve that matches the field dispersion curve provides an estimate of the profile along 
that survey line (Stokoe et al. 2004 [DIRS 170521]). 
A total of 40 SASW surveys were evaluated in the area of the WHB Area. Their locations are 
shown on Figure 6.2-105. At least one line was laid out in the vicinity of every borehole to 
allow comparison of the SASW results with the downhole velocity measurements. The majority 
of the surveys were laid out approximately along strike of the bedding at the WHB Area to 
minimize possible 2D and 3D variations in the velocity structure. 
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The VS profiles are shown on Figure 6.2-106. Five of the surveys were combined with other 
adjacent surveys (SASW-8a+8; SASW-9a+9; SASW-10+37, SASW-32+35, and SASW-34+36) 
resulting in 35 experimental dispersion curves. A total of 35 VS profiles were thus generated 
within the WHB Area. A total of 20 profiles extend to depths of 150 ft or greater. VS profiles to 
depths of 300 feet or greater were generated along five of the surveys (SASW-3, 24, 26, 31, 
32+35, and 34+36). The mean, median, and 16th and 84th percentile VS profiles from the 
SASW are shown on Figure 6.2-107. Microsoft Excel 2000 was used to compute these profiles 
(see Appendix I). 
SASW Surveys in the Vicinity of the Repository Block 
SASW surveys were performed in the vicinity of the Repository Block, generally in the upper 
block of the emplacement area (BSC 2002a [DIRS 157829], Section 6.4.2). The goal of these 
measurements was to determine the VS structure to depths of approximately 500 to 700 ft at 
several locations. A total of 7 deep SASW surveys were carried out along the crest and these are 
designated with a C (e.g., C-1) to signify crest surveys (Figure 6.2-108). Additional SASW 
measurements were made at 26 locations along the crest of Yucca Mountain as well as 
downslope of the crest to the east (Figure 6.2-108). Twelve of these surveys were performed to 
attempt to obtain VS profiles to depths of 150 to 200 ft. These SASW tests are designated with 
an S to represent relatively shallow profiling depths (S1 to S12)3. Eleven surveys were 
performed in an effort to obtain profiles to depths of 400 ft or greater, where spatial access was 
not limited; however, this was not achieved. These surveys are designated with the letter D 
(D-1 to D-11) to represent relatively deep profiling depths. In addition to the C, S, and the D 
surveys, 3 sets of SASW measurements were performed on the surface of exposed rock at the 
crest. These surveys are designated with the letter R for rock and are referred to as R-1, R-2, 
and R-3 herein. Thus a total of 33 SASW surveys were performed on Yucca Mountain in the 
vicinity of the Repository Block. The lengths of the lines are approximately equal to the 
maximum receiver spacing along the survey. 
Of the 33 SASW surveys performed on Yucca Mountain, 22 were on or near the crest of Yucca 
Mountain (Figure 6.2-108). C-2, C-6, D-6, and D-11 resulted in dispersion curves that indicated 
significant lateral variability. Thus at these sites, multiple VS profiles were estimated to reflect 
the variability over the distance of the survey. A total of 38 profiles are shown in composite on 
Figure 6.2-109 (R surveys not shown). The median, mean, and 16th and 84th percentile profiles 
are shown on Figure 6.2-110. Microsoft Excel 2000 was used to compute these profiles (see 
Appendix I). 
Examination of the individual VS profiles suggests that unlike the typical increase in velocity 
with depth observed in most geologic settings, many of the profiles indicate low-velocity zones 
beneath higher velocity rock, which are often observed in volcanic terrane (Wong et al. 1995 
[DIRS 105550], pages 6-15 to 6-20). The limited shallow downhole VS data are consistent with 
the presence of these zones (Figure 6.2-109). 
3 Note that in Technical Data Management System, for DTN MO0203SEPSASWD.000 [DIRS 158084], surveys 
herein labeled C are labeled SASW-CYM. For DTN MO0110SASWVDYM.000 [DIRS 158076], surveys 
herein labeled S are labeled CYM-S. 
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SASW Surveys in the ESF Main Drift 
A total of five SASW surveys were performed along the north-south main drift in the ESF 
(Figure 6.2-111) (BSC 2002a [DIRS 157829], Section 6.3.2). The purpose of these 
measurements was to provide information on the VS structure in the emplacement area. SASW 
data were only obtained to depths of about 700 ft from surveys atop Yucca Mountain and thus 
VS information was lacking at depths of 700 to 1000 ft immediately above the emplacement area. 
To help constrain the deeper portion of the VS model, surveys were performed in the ESF. 
Five locations along the main drift of the exploratory tunnel wall (rib) were surveyed using the 
SASW method. All surveys were performed on the west rib at a height of about 4 to 5 ft above 
the tunnel invert. The sites were selected to represent a range in materials exposed along the 
main drift. T-1 and T-3 had highly fractured tuff at the surface. In addition, at T-1, the rock 
sounded hollow at many places along the rib. T-2, T-4, and T-5 exhibited much less 
fracturing, with T-2 showing only a few fractures over the maximum receiver spacing of 32 ft. 
Figure 6.2-112 shows the VS profiles obtained in the ESF surveys and Figure 6.2-113 shows the 
mean, median, 16th and 84th percentile profiles for T-2 to T-5. Microsoft Excel 2000 was used 
to compute these profiles (see Appendix I). The SASW results in the tunnel demonstrate that the 
intact rock with few fractures exhibit VS values in the range of 6,000 to 7,000 ft/sec. When the 
rock is fractured, these values fall into the general range of 3,000 to 4,000 ft/sec. Based on the 
limited number of surveys, there is no reason to believe that the velocities of the softest (highly 
fractured rock) nor the stiffest (unfractured) rock were measured. 
6.2.3.2.5 Vertical Seismic Profiling Surveys 
Prior to the 2000-2001 geotechnical field program, VSP surveys were conducted in six boreholes 
in the vicinity of Yucca Mountain (Majer et al. 1996a [DIRS 106330]; Majer et al. 1996b [DIRS 
104685], Section IV; Balch and Erdemir 1996 [DIRS 105351]) (Figure 6.2-90). The goal of the 
VSP surveys in WT-2, NRG-6, and UZ#16 primarily was to provide constraints for reflection 
surveys; measurements in G-2, G-4, and SD-12, however, were designed to provide estimates of 
shallow velocities for use in ground motion estimation (Majer et al. 1996a [DIRS 106330]; 
Majer et al. 1996b [DIRS 104685], Section IV). The VSP field measurements were processed to 
obtain interval VP and VS (Majer et al. 1996a [DIRS 106330]; Majer et al. 1996b [DIRS 
104685], Section IV). 
P-wave data for the four VSP surveys and S-wave data from two of the surveys are judged to be 
of sufficient quality to yield an engineering model interpretation (Wong and Silva 2003 [DIRS 
163201], pages 24-32). Data from SD-12 and G-4 were considered to be of insufficient quality 
to analyze because of the emergent character of the onsets of the P- and S-waves. For the 
boreholes where good or marginal VS profiles were interpreted, Poissons ratio (.) was computed 
and found to be about 0.3 (Wong and Silva 2003 [DIRS 163201], page 23). This value is 
reasonable for the materials encountered at this site. The good correlation of computed . to 
measured VS profiles was used to infer VS profiles for boreholes with inadequate or unreliable Swave 
data. Table 6.2-23 summarizes the borehole data. 
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Table 6.2-23. Summary of VSP Borehole Data Used to Derive Velocity Profiles 
Borehole Survey Depth (ft) Comments Interpretation 
UZ-16 1610 3-component geophones cemented at 15- 
ft intervals; Source offsets of 80, 377 and 
679 ft. 
Independent VP and VS profiles 
NRG-6 1080 Measurement intervals of 20 ft. 
Vibratory source offsets of 80, 377 and 
659 ft. 
VP profile; 
VS profile unreliable; 
VS profile derived assuming 
Poissons ratio 
WT-2 2010 Measurement interval of 30 ft. 
Vibratory source offsets of 80 and 1000 ft. 
VP profile; 
VS profile questionable; 
VS profile derived assuming 
Poissons ratio 
G-2 2600 Hammer source for depths < 200 ft. 
Vibratory source for depths > 200 ft 
Independent VP and VS profiles 
Source: Wong and Silva 2003 [DIRS 163201], page 24 
The interpreted P-wave profiles are shown on Figure 6.2-114. They are based on good quality 
data and although they exhibit considerable variability, they become more consistent with 
increasing depth. The directly measured VS profiles and those profiles calculated from the VP 
profiles based on . are illustrated on Figure 6.2-115. There is considerable variability in these 
profiles. Microsoft Excel 2000 was used to compute these profiles (see Appendix I). 
6.2.3.3 Repository Block Profiles 
Based on the velocity information previously described, base case VS and VP profiles required 
for input into the site-response model were developed for the Repository Block. The following 
subsections describe their development. 
6.2.3.3.1 Repository Block Tuff VS 
To accommodate the epistemic uncertainty in tuff VS data, two base case profiles are developed 
for use as input to the site response model. As described below, one profile is based on results of 
the SASW and downhole seismic surveys on and near the Repository Block. The second profile 
is based on results of the VSP surveys obtained in boreholes at the edge of or slightly outside of 
the Repository Block. The two data sets have little spatial overlap and indicate significantly 
different results. Whereas the geology of the area suggests that velocities should show some 
lateral continuity, there is currently no technical basis to prefer one profile over the other and, 
thus, they are both included in the site-response modeling to accommodate the current 
uncertainty. 
Available data for development of tuff VS profiles for the Repository Block consist of VS results 
from SASW surveys (Section 6.2.3.2.4; DTNs MO0203SEPSASWD.000 [DIRS 158084], 
MO0110SASWVDYM.000 [DIRS 158076], and MO0206SASWROCK.000 [DIRS 159081]), 
downhole surveys (Section 6.2.3.2.3; DTN MO0202DVDWHBSC.002 [DIRS 158078]), and 
VSP surveys (Section 6.2.3.2.5, DTN LB0306VSP95DAT.001 [DIRS 164559]). All data from 
the SASW and downhole surveys were used in the analysis except for SASW survey D-12, 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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which is located on Exile Hill west of the WHB Area. For the VSP surveys, as discussed in 
Section 6.2.3.2.5, only data from boreholes G-2, WT-2, NRG-6, and UZ-16 were used. 
Although more removed from the repository outline than the other boreholes, data from G-2 are 
included in the analysis to provide spatial coverage to the north of the repository outline where 
other data are lacking (Figure 6.2-108). 
For the base case #1 (also referred to as BC) profile using the SASW and downhole data, the 
analysis approach was to determine the median velocity profile for the combined dataset and 
then develop a smoothed profile by eye. This approach provides a profile to a depth of 700 ft. 
Microsoft Excel 2000 was used to develop this profile (see Appendix I). 
Because of the lack of data from a depth of 700 ft to the depth of the emplacement level at about 
1000 ft, a linear interpolation was made in VS from 3800 ft/sec at a depth of 700 ft to 6000 ft/sec 
at 1100 ft where SASW measurements were made in the ESF (Figure 6.2-116). The sensitivity 
of the ground motion calculations to how this connection was made (e.g., straight line 
extrapolation, layered gradient, single step over) was investigated and the result was that the 
character of the connection was not significant (Wong and Silva, 2003 [DIRS 163201], page 
25). 
For the second base case velocity profile, smooth VS and VP profiles were derived from the VSP 
interpretations (Wong and Silva 2003 [DIRS 163201], p. 24-32). These smooth profiles (Figures 
6.2-114 and 6.2-115) are judged to be plausible average profiles based on the limited data. 
Shallow portions of the average profile were judged to be very uncertain. Due to the absence of 
velocity data in the northern portion of the Repository Block (Figure 6.2-108), the VS profile 
derived from the VSP results was increased by about 600 ft/sec, approximately one standard 
error in the VSP measurements (Figure 6.2-116). By increasing the whole profile by this 
amount, the gradient of the VSP VS profile is maintained. The mean plus one sigma VS profile 
agrees well with the SASW measurements in the ESF (Figure 6.2-116) and was adopted as base 
case profile #2 (also referred to as upper-range [UR] profile). Microsoft Excel 2000 was used to 
develop this profile (see Appendix I). Both base case profiles are used in the ground motion 
calculations for the Repository Block. 
Base case VS profiles for the tuff were submitted to the TDMS and have 
DTN MO0206SASWVSP1.001 [DIRS 163777]. Details of the analysis are documented in 
Scientific Notebook SN-M&O-SCI-037-V1 (Wong and Silva 2003 [DIRS 163201], pages 18-55, 
Supplemental Records 5 and 6). 
OCRWM Project Condition Report 2674 documents that an incorrect VS value at the depths of 
600 to 700 ft for repository block base case profile #1 was used in carrying out the 
analysis/modeling. Sensitivity studies were carried out to evaluate the impact of the use of 
incorrect data and show that the ground motion output generally differ by less than 10% with a 
maximum difference of 12%. The sensitivity studies are documented in Wong and Silva (2004d 
[DIRS 172075], pages 15 and 18). Differences in the ground motion output are negligible when 
compared to the variability and uncertainty incorporated into the overall analysis and modeling. 
Thus, the results obtained using the incorrect input are considered valid and are used in this 
study. 
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6.2.3.3.2 Repository Block Tuff VP 
VP profiles for Repository Block tuff were calculated from the VS profiles (Section 6.2.3.3.1) and 
Poissons ratio. Poissons ratio was determined using data from Repository Block boreholes in 
which P-wave and S-wave quality was sufficient (DTN LB0306VSP95DAT.001 [DIRS 
164559]; boreholes UZ-16, G-2, NRG-6, and WT-2). This ratio decreased slightly from 0.33 to 
0.30 from the surface to 250 ft depth (Figure 6.2-117). At depths deeper than 250 ft, . remains 
fairly constant at 0.30. To calculate base case #1 and #2 VP profiles from the respective VS 
profiles, . was taken to decrease linearly from 0.33 (VP/VS = 1.99) at the surface to 0.30 (VP/VS 
= 1.87) at a depth of 250 ft and to maintain a constant value of 0.30 at depths below 250 ft 
(Figure 6.2-118). For the ground motion calculations, all four profiles, VP and VS, were 
discretized for input into the site response model calculations. 
Base case VP profiles for the tuff were submitted to the TDMS and have 
DTN MO0206SASWVSP1.001 [DIRS 163777]. Details of the analysis are documented in 
Scientific Notebook SN-M&O-SCI-037-V1 (Wong and Silva 2003 [DIRS 163201], pages 18-55, 
SR 5 and 6). 
6.2.3.4 Surface Facilities Area Profiles 
Velocity profiles for the Surface Facilities Area are based on downhole, suspension, and SASW 
results from the surveys carried out in that area. Data included in the analysis are restricted to 
those obtained southwest of the Exile Hill splay fault. In Section 6.3.5, ground motions for the 
area northeast of Exile Hill fault splay are compared with ground motions in the Surface 
Facilities Area in a sensitivity analysis. Velocity profiles are developed for this new area. 
For the Surface Facilities Area, epistemic uncertainty is less than for the Repository Block. 
More data are available and the area to be represented by the profiles is smaller. Thus, a single 
base case profile is developed for each of the two materials that are present: tuff and alluvium. 
6.2.3.4.1 Surface Facilities Area Tuff VS 
A base case VS tuff profile was calculated based on the SASW, downhole, and suspension 
surveys performed in the WHB Area (Sections 6.2.3.2.2 to 6.2.3.2.4) 
(DTNs MO0110SASWWHBS.000 [DIRS 157969], MO0110SASWVDYM.000 [DIRS 158076], 
MO0111DVDWHBSC.001 [DIRS 157296], MO0204SEISDWHB.001 [DIRS 158086], and 
MO0204SEPBSWHB.001 [DIRS 158088]). Data from SASW surveys 3, 15, 16, 19, 30, 34, and 
36, and boreholes RF#14, 17, 19, 22, and 29 were not used because they were obtained to the 
northeast of the Exile Hill splay fault. Of the SASW survey data with 
DTN MO0110SASWVDYM.000 [DIRS 158076], only survey D-12 is used; the other surveys 
associated with this DTN were acquired on the Repository Block. For the individual SASW, the 
downhole and suspension VS profiles, only data for the tuff were considered. The shallow VS 
data for alluvium were separated out by estimating the depth of alluvium for each profile based 
on the borehole logs (DTN GS030783114233.001 [DIRS 164561]). The suspension data were 
used only below a depth of 100 ft because some of the shallower data were deemed unreliable 
(Wong and Silva 2003 [DIRS 163201], page 18; Section 6.2.3.2.3). 
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The base case profile was computed by calculating a geometric mean of the median SASW, 
downhole, and suspension profiles. The profile was then smoothed by eye (Figure 6.2-119) 
and digitized into discrete layers for input into the site response model. Details of the analysis 
are documented in Scientific Notebook SN-M&O-SCI-037-V1 (Wong and Silva 2003 [DIRS 
163201], pages 18-55, Supplemental Records 18 and 21). Microsoft Excel 2000 was used to 
develop this profile (see Appendix I). The profile was submitted to the TDMS and has 
DTN MO0209VELPRWHB.000 [DIRS 163798]. 
6.2.3.4.2 Surface Facilities Area Tuff VP 
Similar to the Surface Facilities Area base case VS profile, the base case VP profile was 
computed from the downhole and suspension data (Figure 6.2-120). The base case profile is the 
geometric mean of the two median profiles. As for the VS profile, it is only appropriate for the 
area southwest of the Exile Hill fault splay. The base case VP profile was smoothed and 
discretized for input into the site response model. Details of the analysis are documented in 
Scientific Notebook SN-M&O-SCI-037-V1 (Wong and Silva 2003 [DIRS 163201], pages 18-55, 
SR 18 and 21). Microsoft Excel 2000 was used to develop this profile (see Appendix I). The 
profile was submitted to the TDMS and has DTN MO0209VELPRWHB.000 [DIRS 163798]. 
6.2.3.4.3 Surface Facilities Area Alluvium VS 
The base case VS profile for the alluvium was developed by calculating a geometric mean of the 
median downhole and SASW profiles southwest of the Exile Hill fault splay. The suspension 
data were not used because of the unreliability of some of the shallower data (Section 6.2.3.2.3). 
The base case profile does not include velocities from the fill (tunnel muck), which was excluded 
from the SASW and downhole data by estimating its depth from the borehole logs. As for all 
profiles, the base case VS profiles were smoothed and discretized (Figure 6.2-121). Details of 
the analysis are documented in Scientific Notebook SN-M&O-SCI-037-V1 (Wong and Silva 
2003 [DIRS 163201], pages 18-55, SR 18 and 21). Microsoft Excel 2000 was used to develop 
this profile (see Appendix I). The profile was submitted to the TDMS and has 
DTN MO0209VELPRWHB.000 [DIRS 163798]. 
6.2.3.4.4 Surface Facilities Area Alluvium VP 
The only available VP data for the alluvium were the downhole data. SASW does not yield a 
direct measurement of VP (Poissons ratio has to be assumed) and the suspension data were not 
considered reliable. To maintain consistency with the alluvium VS base case model, which was 
based on both downhole and SASW data, the base case VP profile was calculated by multiplying 
the discretized base case VS profile by smoothed depth-varying VP/VS ratios for the alluvium 
from the downhole data south of the fault. The resulting base case VP profile is shown on Figure 
6.2-122. Details of the analysis are documented in Scientific Notebook SN-M&O-SCI-037-V1 
(Wong and Silva 2003 [DIRS 163201], pages 18-55, SR 18 and 21). Microsoft Excel 2000 was 
used to develop this profile (see Appendix I). The profile was submitted to the TDMS and has 
DTN MO0209VELPRWHB.000 [DIRS 163798]. 
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MDL-MGR-GS-000003 REV 01 6-64 November 2004 
6.2.3.5 Treatment of Variability of Velocity Profiles 
Treatment of uncertainties and randomness in velocity profiles for the Repository Block and the 
Surface Facilities Area has two components. First, epistemic uncertainty in velocity is handled 
through the development of multiple base case profiles, as appropriate. For the Repository 
Block, two tuff velocity base case profiles were developed (Sections 6.2.3.3.1 and 6.2.3.3.2). 
One base case model is indicated from an analysis of SASW and downhole velocity survey data, 
whereas the second base case model is indicated from an analysis of VSP surveys. The 
difference in the results for the two sets of data is unexpected, but no technical basis has yet been 
determined for preferring one data set to the other. This epistemic uncertainty in base case 
velocity profile is propagated through the site-response ground motion model by running the 
model for each base case and enveloping the results. For the Surface Facilities Area, the data 
supported development of single VS and VP profiles for tuff and alluvium (Sections 6.2.3.4.1 
through 6.2.3.4.4) with two different profile thicknesses. 
In the second component, randomness in velocity is accommodated by using the base case VS 
profiles, along with information on the observed randomness in velocity at the site, to synthesize 
a suite of 60 random velocity profiles that have similar overall statistics as the observed data. 
This is accomplished using the software program RANPAR V2.0 (Software Tracking Number 
10486-2.0-00) (Pacific Engineering and Analysis 2002i [DIRS 163315]). Corresponding random 
VP profiles are determined using the random VS profiles and the Poissons ratio as a function of 
depth associated with the base case velocity profile being used. The randomization process 
involves velocity, layer thickness, and the depth of the profile. For velocity and layer thickness, 
results of a probabilistic representation of velocity profiles at the site 
(MO0208VCPRBWHB.000 [DIRS 163801], see Section 6.2.3.6) are implemented in RANPAR 
V2.0. 
For repository depth, a uniform distribution varying from 700 to 1500 ft is used. As documented 
in scientific notebook SN-M&O-SCI-037-V3 (Wong and Silva 2004b [DIRS 170444], page 70), 
this distribution is based on an analysis of overburden thickness that subtracted the waste 
emplacement area elevation (BSC 2004d [DIRS 164519]) from the topography 
(MO0012MWDGFM02.002 [DIRS 153777]) using EarthVision 5.1 (Dynamic Graphics 1998 
[DIRS 167994]). This range also reflects uncertainty in the depth at which Point A conditions 
(i.e., S-wave velocity of about 1900 m/sec are obtained. For the Surface Facilities Area the 
overall depth of the profile is varied from 400 to 600 ft to reflect uncertainty in the depth of Point 
A conditions. A uniform distribution is again used (Wong and Silva 2004a [DIRS 170443], page 
38). 
For the Surface Facilities Area, the variation in the thickness of alluvium (35 ft to 110 ft) above 
competent rock material (i.e., tuff) is accommodated through consideration of two base case 
profiles. These two base case profiles are developed from the Surface Facilities Area alluvium 
and tuff profiles (Section 6.2.3.4). In addition, an additional base case is developed for a site 
with shallow alluvium. For each base case velocity profile, 60 model runs are performed, one 
for each random profile, and the resulting amplification factors are averaged (Section 6.3.1.1.2). 
As described in Section 6.2.4.5, this same approach is used to accommodate randomness in 
dynamic material properties. 
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6.2.3.6 Probabilistic Representation of Velocity Profiles 
This section presents the development and application of a probabilistic representation of 
velocity profiles in the Repository Block and at the Surface Facilities Area. This representation 
considers both the variability among profiles in each area and the variability in velocity with 
depth within a given profile. As discussed above, this probabilistic representation was used for 
the generation of 60 random synthetic velocity profiles, which in turn were used as inputs for the 
site response model. These synthetic profiles are statistically similar to the observed profiles. 
The same probabilistic representation of velocity profiles has been utilized in the development of 
the EPRI Ground Motion Guidelines (EPRI 1993b [DIRS 103320], Appendix 6.A), in studies for 
the Savannah River Site (Lee et al. 1997 [DIRS 110451]), and in NUREG/CR-6728 (McGuire et 
al. 2001 [DIRS 157510]) and CR-6769 (McGuire et al. 2002 [DIRS 163799], Section 2.3.1). 
The development of the probabilistic representation is documented in scientific notebook SNM&
O-SCI-036-V1 (Wong and Toro 2003 [DIRS 163848]). 
6.2.3.6.1 Overview of Formulation 
The probabilistic representation of velocity profiles consists of three elements, as illustrated on 
Figure 6.2-123. The first element consists of a probabilistic description of velocity layer 
thicknesses for the ensemble of profiles. The second element is the median velocity profile. 
Although each profile consists of discrete constant-velocity layers, the median profile is smooth 
as if the layer boundaries are randomly located. The third element is a probabilistic description 
of the deviations of the velocity at the mid-point of each layer from the median and its 
correlation with the velocity in the layer above. 
6.2.3.6.2 Formulation for Layer Thickness 
Previous stochastic investigations of soil profiles indicate that layers tend to be thinner near the 
surface and thicker at depth (EPRI 1993b [DIRS 103320], Appendix 6.A; Lee et al. 1997 [DIRS 
110451], Appendix A; Silva et al. 1996 [DIRS 110474], Appendix C). A simple probabilistic 
formulation developed in these studies to characterize the layering is a Poisson process with 
depth-dependent rate (i.e., a non-homogeneous Poisson process; see Parzen 1962 [DIRS 
110462]). In this formulation, the mean layer thickness is depth-dependent, but the thickness of 
layer i is probabilistically independent of the thickness of layer i-1. In a Poisson process with 
constant rate, the layer thickness follows an exponential distribution, which has a memory-less 
property. Because this formulation utilizes a depth-dependent rate, the distribution of layer 
thickness is no longer exponential but the memory-less property still applies. 
Following the above references, this study adopts a modified power-law to characterize the 
depth-dependent rate of layer boundaries, namely, 
[ ] c 
c 
c 
h h c h c 
h h h 
> + 
= < = 
- for 
0 for 0 ) ( 
2 
1 3 
. 
(Eq. 34) 
in which . is the rate of layer boundaries (per meter), h denotes depth in meters, and hc is a 
minimum depth (which may be set to zero) chosen by the user. The Poisson process is chosen 
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because it is the simplest possible stochastic representation for the location of discrete events. 
The power-law functional form is chosen for the variation of . because this functional form is 
often used to represent the variation of VS and other dynamic soil properties with depth and 
because its three parameters provide sufficient flexibility to fit most quantities that vary 
monotonically with depth. 
Coefficients c1 through c3 in the above equation are estimated from interpreted velocity-profile 
data, using the method of maximum likelihood (Benjamin and Cornell 1970 [DIRS 110221]). 
The values used in the analysis are presented in Section 6.2.3.6.11. The ln-likelihood function 
for this process is given by the expression: 
( ) . . . 
. . . 
.
. 
. . . 
.
. 
+ - = 
= 
profiles) (all 
0 
profile) in boundaries layer (all 
1 
) ( ln ) ( ln 
k 
H n 
i 
ik 
k k 
h dh h L . . (Eq. 35) 
in which Hk is the maximum depth in profile k and hik is the depth of the i-th layer boundary in 
profile k. The statistical uncertainty in the estimated parameters is calculated from the Hessian 
matrix of the ln-likelihood function (i.e., the matrix of second derivatives of the likelihood 
function with respect to the coefficients). These calculations are implemented in the 
LAYERING Version 1.0 software (STN: 10648-1.0-00) (Risk Engineering, Inc. 2002c [DIRS 
163307]). 
Another useful result from these calculations is the normalized layer thickness, which is obtained 
from the observed thickness and from the expression for . (Parzen 1962 [DIRS 110462]). The 
normalized layer thickness for layer i (between depths hi and hi+1), is computed as: 
.. 
. 
.. 
. + 
- 
 
.. 
. 
.. 
. + 
- 
= 
+ 
+ 
+ 
+ 
.
+ 
2 
2 
) ( 
) ( 
1 
1 
1 
1 
1 
i i 
i i 
i i 
i i 
h
h 
i 
h h 
T 
h h 
h h 
h h 
dh h 
i 
i 
. 
. t 
(Eq. 36) 
in which ) (h T represents the mean layer thickness at depth h. 
For a non-homogeneous Poisson process, the normalized layer thickness should follow an 
exponential distribution with unit mean. In practice, values of the normalized thickness tend to 
exhibit a lognormal-like shape, where the mode does not occur at zero. This study adopts a 
lognormal distribution for the normalized thickness. The mean of this distribution is unity (by 
definition, because it is a normalized quantity). The coefficient of variation (which in this case is 
identical to the standard deviation) is computed from the normalized thickness data. 
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Adoption of a lognormal distribution for the normalized thickness does not conform exactly to 
the use of a nonhomogeneous Poisson process. The approach followed here is analogous to the 
common practice of using least-squares regression for data that have non-Gaussian residuals. 
Although this approach is not optimal, it generally leads to acceptable results (Kailath 1981 
[DIRS 164981]). 
6.2.3.6.3 Formulation for Velocity 
As shown on Figure 6.2-123, the velocity representation operates on the velocities at the layer 
midpoints. These velocities can be regarded, for a given profile, as a sequence of velocity values 
(i.e., V1, V2, V3, ... Vn). The probabilistic description of velocity defines the probability 
distribution of ln[Vi], and its correlation with the ln-velocities in adjacent layers. More precisely, 
the representation operates with the normalized quantity 
ln(V) 
, median , 
, 
)] ( ln[ ) ln( 
s 
j i j i 
j i 
h V V 
Z 
- 
= (Eq. 37) 
in which the standard deviation sln(V) is treated as a function of depth. As a result of the 
normalization in Eq. 37, Zi has a mean of zero and a standard deviation of unity. 
The median velocity is assumed to be an arbitrary (i.e., non-parametric) smooth function of 
depth. It is represented by means of a table of approximately 60 (depth, ln-velocity) pairs. 
Smoothness is enforced by means of a penalty function. The depth-dependent standard deviation 
is represented by the value of sigma at several depth control points. These control points are 
chosen after performing exploratory statistical analyses of the data. 
Normal probability plots in Lee et al. (1997 [DIRS 110451], Appendix A) and Silva et al. (1996 
[DIRS 110474], Appendix C) indicate that the distribution of Zi is well approximated by a 
normal distribution (or, equivalently, that Vi is well approximated by a log-normal distribution). 
This study characterizes the lognormal distribution of velocities and the correlation among layers 
by means of a first-order auto-regressive representation, so that the conditional distribution of Z 
in layer i (given the values of Z in layers 1, 2, ... i-1) is normal with mean and standard deviation 
given by 
2 
1 3 2 1 
1 1 3 2 1 
1 ) | ( ,...) , , | ( 
) | ( mean ,...) , , | ( mean 
. s s 
. 
- = = 
= = 
- - - - 
- - - - - 
i i i i i i 
i i i i i i i 
Z Z Z Z Z Z 
Z Z Z Z Z Z Z 
(Eq. 38) 
The resulting distribution of the Zi values is as follows: 
. . 
.
. 
. . 
.
. 
. .
.
. 
. .
.
. 
- 
- 
- 
- 
= 
.. 
. 
.. 
.- = 
- 
- - 
2 
2 
, 1 , 
2 , 1 , | 
2 
, 1 , 1 
1 2
1 exp 
) 1 ( 2 
1 ) | ( 
2
1 exp 
2
1 ) (
1 . 
. 
. p 
p 
j i j i 
j i j i Z Z 
j j Z 
z z 
z z f 
z z f 
i i 
(Eq. 39) 
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The correlation coefficient . is taken to depend on depth and on the distance between the 
midpoints of layers i-1 and i. Inter-layer correlation tends to be higher at greater depths and 
between thin layers. The expression used for . is as follows: 
)( ) ( )) ( 1 ( ) , ( h t h t h d t d . . . . + - = (Eq. 40) 
in which .d 
represents depth-dependent correlation (higher at greater depths) and .t 
is the 
thickness-dependent correlation (higher for thin layers, which tend to occur at shallow depths). 
The depth-dependent correlation coefficient, .d 
, is of the form 
.. 
.. 
. 
>
= .. 
. 
.. 
. 
+ 
+ 
= 
m h for 
m h for 
h 
h h 
h 
b 
d 
200 
200 
200 ) ( 
200 
0 
0 
200 
. 
. . (Eq. 41) 
and the thickness-dependent correlation coefficient, .t 
, is of the form 
. .. 
. 
. .. 
. 
.. 
. 
.. 
. 
. 
- = 
a 
. . t t t exp ) ( 0 (Eq. 42) 
in which h is the average of the midpoint depths of layers i and i-1 and t is the difference 
between these midpoint depths. Quantities .200, h0, b, .0 
, and . are parameters determined from 
the data (see Section 6.2.3.6.11). These parameters, together with the median velocity and the 
depth-dependent standard deviation are estimated from the profile data using the method of 
maximum likelihood. The likelihood function is constructed as the product of the density 
functions in Eq. 39. The statistical uncertainty in the estimated parameters is calculated from the 
Hessian matrix of the ln-likelihood function. 
Adopting a log-normal distribution of VS, the median velocity is equal to the mean log-velocity. 
In this section, this quantity is referred to as the logarithmic mean velocity or as the mean 
velocity. These calculations are implemented in the VEL_STAT Version 1.0 software 
(STN: 10648-1.0-00) (Risk Engineering, Inc. 2002f [DIRS 163324]). 
6.2.3.6.4 Input Data and Exploratory Statistical Analysis for the Repository Block 
The following VS data were used in the probabilistic analysis of the Repository Block: 
 8 downhole profiles, with typical depths of 30 m (100 ft) (DTN 
MO0202DVDWHBSC.002 [DIRS 158078]). 
 12 profiles obtained from shallow SASW surveys performed in the year 2001, with 
typical depths of 50 m (165 ft) (DTN MO0110SASWVDYM.000 [DIRS 158076]). 
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 5 profiles obtained from deep SASW surveys performed in the year 2000, with typical 
depths of 220 m (720 ft) (DTN MO0203SEPSASWD.000 [DIRS 158084]). Data from 
surveys SASW-CYM-2 and SASW-CYM-6 were excluded because they did not yield 
unique solutions. 
 9 profiles obtained from deep SASW surveys performed in the year 2001, with typical 
depths of 150 m (490 ft) (DTN MO0110SASWVDYM.000 [DIRS 158076]). Data from 
surveys SASW-D-6 and SASW-D-11 were excluded because they did not yield unique 
solutions. Survey D-12, which is also included in DTN MO0110SASWVDYM.000 
[DIRS 158076], was not included because it was located within the Surface Facilities 
Area, not on the Repository Block. 
The spatial coverage provided by these profiles is shown on Figure 6.2-108. 
Comparisons among profiles in close proximity and having some depth overlap indicates that the 
profiles obtained using different approaches are generally consistent (BSC 2002a [DIRS 
157829], Section 6.7.2). Thus, it is justified to merge the data into one data set. 
The top-left panel of Figure 6.2-124 shows the logarithmic mean  s values of the VS as a 
function of depth, which were computed using all the data described above. The values on 
Figure 6.2-124 indicate the number of profiles available at that depth. The top-right panel shows 
the logarithmic s and its associated statistical uncertainty. Figure 6.2-124 shows that the 
standard deviation is higher near the surface and it is roughly constant at greater depths. 
Examination of the individual profiles show a number of velocity-residual reversals (i.e., 
velocity significantly greater than the median for one layer and a velocity significantly lower 
than the median for an adjacent layer). This is an indication of low values of .. 
6.2.3.6.5 Analysis of Velocities for the Repository Block 
The parameters of the probabilistic velocity formulation described in Section 6.2.3.6.3 were 
calculated for the entire data set and for the various subsets. These analyses produced consistent 
results. The bottom two panels on Figure 6.2-124 show some of the results obtained using the 
entire dataset, using a formulation that allows for higher s near the surface. The bottom-left 
panel shows the logarithmic mean  s range and the mean  its statistical uncertainty range. 
These values are consistent with the summary statistics on the top panels of Figure 6.2-124. 
The parameters that control the correlation coefficient .(h,t) for the Repository Block are 
discussed in Section 6.2.3.6.10. 
6.2.3.6.6 Analysis of Layer Thickness for the Repository Block 
Calculation of the layer-thickness parameters defined in Section 6.2.3.6.2 were performed for the 
downhole data, the deep and shallow SASW data, and all Repository Block data. The bottom 
panel on Figure 6.2-125 shows the results for the rate . as a function of depth h (recall that . 
may be interpreted as the reciprocal of the mean layer thickness). Comparisons among these 
results are difficult because the various data sets cover different depth ranges and different data 
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types. It is worth noting, however, that the deep SASW data indicate thicker layers than other 
approaches for depths greater than approximately 6 m. This result is consistent with the deep 
SASW data having thicker layers because they represent averages of properties over larger 
volumes. Despite these moderate differences, the results obtained using all data are adopted for 
the Repository Block. 
The top panel of Figure 6.2-125 shows further details on the results obtained for all data, 
comparing the observed cumulative number of layer boundaries as a function of depth to the 
number of layer boundaries predicted by the probabilistic formulation (which depends on .(h) 
and on the number of profiles that extend to depth h). This comparison indicates a good fit 
between the observations and the probabilistic formulation. 
Analysis of the calculated values of the normalized layer thickness (Eq. 36) indicates that these 
values are well represented by a lognormal distribution with a coefficient of variation of 0.79. 
6.2.3.6.7 Input Data and Exploratory Statistical Analysis for the Surface Facilities 
Area 
The following VS data were used in the probabilistic analysis of the Surface Facilities Area 
(Sections 6.2.3.2.2 and 6.2.3.2.4): 
 13 downhole profiles, with depths ranging from 50 to 150 m (165 to 490 ft) 
(DTN MO0111DVDWHBSC.001 [DIRS 157296]). Four profiles (profiles number 17, 
19, 22, and 29) were excluded because they are located northeast of the Exile Hill splay 
fault. 
 28 profiles obtained from SASW surveys, with depths ranging from 30 to 150 m (100 to 
490 ft) (DTNs MO0110SASWWHBS.000 [DIRS 157969] and 
MO0110SASWVDYM.000 [DIRS 158076]). Six profiles (profiles number 3, 15, 16, 
19, 30, and 34-36) were excluded because they are located northeast of the Exile Hill 
splay fault. For DTN MO0110SASWVDYM.000 [DIRS 158076], only survey D-12 is 
used; the other surveys are on the Repository Block. 
All suspension logger data (DTN MO0204SEPBSWHB.001 [DIRS 158088]) were excluded 
because they sample the same boreholes as downhole data and yield similar velocities. 
Therefore, they do not provide additional information. 
The alluvium and tuff portions of these profiles were separated for analysis, and the artificial-fill 
portion was removed. Some analyses were also performed with the merged (alluvium and tuff) 
data. 
Figure 6.2-126 shows summary statistics (i.e., logarithmic mean  s, logarithmic s and its 
statistical uncertainty) as a function of depth for the Surface Facilities Area alluvium and tuff 
data. The alluvium data on logarithmic s versus depth shows a pattern similar to that shown by 
the Repository Block data, with higher values near the surface and roughly constant values 
further down. If one ignores the top 5 to 10 m (15 to 30 ft) of the tuff data, where there are few 
profiles, the logarithmic s is roughly constant. The bulge at 80 m (260 ft) is not statistically 
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significant, as indicated by the statistical-uncertainty range. Microsoft Excel 2000 was used in 
the analyses of layer thickness (see Appendix I). 
6.2.3.6.8 Analysis of Velocities for the Surface Facilities Area 
Calculations for the alluvium data were performed using a formulation that allows higher s near 
the surface. This formulation was chosen instead of a formulation with constant s based on the 
pattern observed on the upper-left panel of Figure 6.2-124. Calculations for the tuff data were 
performed using a formulation with constant s and one that allows for depth-dependent s. The 
former was selected based on arguments of statistical significance. Results for both are shown 
on Figure 6.2-127, in the form of the logarithmic mean  s range, and the mean plus and minus 
its statistical uncertainty range for each set. The parameters that control the correlation 
coefficient .(h,t) for the Surface Facilities Area are discussed in Section 6.2.3.6.10 below. 
6.2.3.6.9 Analysis of Layer Thickness for the Surface Facilities Area 
An analysis of the layer-thickness parameters was performed for the entire Surface Facilities 
Area data set (without separating alluvium from tuff). The results from these calculations were 
later modified after examination of the simulation results, because the simulated profiles 
exhibited two or more velocity contrasts in the 50 to 150 m depth range unlike the real profiles, 
which exhibited only one large velocity contrast in this depth range. To resolve this difference, it 
was necessary to reduce .(h) by approximately 30% in this depth range. The resulting .(h) 
versus depth is nearly identical to that obtained for the Repository Block in Section 6.2.3.6.6. 
For the sake of simplicity, the parameters for the Repository Block are used at both locations. 
Analysis of the calculated values of the normalized layer thickness indicates that these values are 
well represented by a lognormal distribution with a coefficient of variation of 0.62. Microsoft 
Excel 2000 was used in the analyses of layer thickness (see Appendix I). 
6.2.3.6.10 Correlation Parameters for the Repository Block and the Surface Facilities 
Area 
As a result of the small sample size, the calculations described in Sections 6.2.3.6.5 to 6.2.3.6.8 
did not produce well-constrained estimates of parameters .200, h0, b, .0 
, and . in Eq. 40 through 
42 (i.e., the parameters that control the correlation coefficient .(h,t)) for the Repository Block or 
the Surface Facilities Area. Final estimates of these parameters were obtained by examining the 
values obtained at each location (and their respective subsets), and by examining the effects of 
these parameters on simulated profiles. Another consideration utilized in developing these 
parameters is that profile roughness (associated with low values of .) yields slightly lower 
ground-motion amplification factors, because they produce more wave scattering. Thus, overestimation 
of . may result in conservative high-frequency ground motion. The resulting values 
of .d 
(h) and .t 
(t) for the Repository Block and the Surface Facilities Area are shown on Figure 
6.2-128. Because .t 
(t) is a function of thickness and not of depth, it is plotted as a function of 
the average layer thickness 1 ) ( ) ( - = h h t . for each depth. 
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6.2.3.6.11 Parameter Values 
Tables 6.2-24 and 6.2-25 show the parameters of the probabilistic representation for VS and for 
layer thickness, for both the Repository Block and the Surface Facilities Area. The top seven 
entries in these tables indicate the values of the logarithmic s at various control depths. 
Subsequent entries indicate the values of the parameters that control the correlation coefficient . 
and the rate of layer boundaries 
The analysis of velocities also estimates median velocity profiles for both locations, but these 
values are not used in the development of amplification factors. These median velocity profiles, 
however, are compared to the base case profile to assure an unbiased statistical sampling of 
velocity profiles is used in the analysis. The base case VS profiles obtained in Sections 6.2.3.3 
and 6.2.3.4, which are similar to these median velocities, are used for the analysis. 
OCRWM Project Condition Report 2823 documents that the incorrect probabilistic 
representation for both Repository Block and Surface Facilities Area base case velocity profiles 
was used in carrying out the analysis/modeling. A preliminary version of the Repository Block 
probabilistic representation was used instead of the final Repository Block and Surface Facilities 
Area representations. Sensitivity studies were carried out to evaluate the impact of the use of 
incorrect data and show that the ground motion output differs by less than 15%. The sensitivity 
studies are documented in Wong and Silva (2004d [DIRS 172075], page 14). Differences in the 
ground motion output are negligible when compared to the variability and uncertainty 
incorporated into the overall analysis and modeling. Thus, the results obtained using the 
incorrect input are considered to be valid and used in this study. 
Table 6.2-24. Parameters of the Probabilistic Representation of 
Velocity Profiles for the Repository Block 
Quantity Value Units 
s (0 m) 0.364 None 
s (10 m) 0.364 None 
s (60 m) 0.198 None 
s (100 m) 0.198 None 
s (101 m) 0.198 None 
s (102 m) 0.198 None 
s (366 m) 0.198 None 
.0 0.8 None 
. 6 m 
.200 0.6 None 
h0 0.01 m 
b 0.3 None 
c1 1.051 m 
c2 0.9601 None 
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Quantity Value Units 
c3 1.0999 mc2-1 
hc 0.001 m 
COV( t) 0.79 None 
Source: DTN: MO0208VCPRBWHB.000 [DIRS 
163801] 
NOTE: To convert meters for feet, multiply by 3.281 
Table 6.2-25. Parameters of the Probabilistic Representation of 
Velocity Profiles for the Waste Handling Buildings 
Site Characterization Area 
Quantity Value Units 
s (0 m) 0.331 None 
s (5 m) 0.331 None 
s (10 m) 0.181 None 
s (10.01 m) 0.181 None 
s (10.02 m) 0.181 None 
s (10.02 m) 0.181 none 
s (366 m) 0.181 none 
.0 0.95 none 
. 6 mc2-1 
.200 0.6 none 
h0 0.01 m 
b 0.15 none 
c1 1.051 m 
c2 0.9601 none 
c3 1.0999 mc2-1 
hc 0.001 m 
COV( t) 0.62 None 
Source: DTN: MO0208VCPRBWHB.000 [DIRS 
163801] 
NOTE: To convert meters for feet, multiply by 3.281 
6.2.3.6.12 Randomized Profiles 
Examples of the randomized profiles, in this case, for the VS base case #1 profile for the 
Repository Block and the VS base case (30 ft of alluvium) profile for the Surface Facilities Area 
are shown on Figures 6.2-129 and 6.2-130, respectively. 
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6.2.3.7 Densities 
In addition to seismic velocities, densities are required for input into the site response analysis. 
A uniform density was assumed for the tuff, alluvium, and fill. For the tuff, a mean dry bulk 
density of 2.26  0.06 g/cm3 (141  4 pcf) has been reported for the middle-nonlithophysal unit 
of the Topopah Springs Tuff based on qualified data only (SNL01A05059301.002 [DIRS 
150042], SNL01A05059301.005 [DIRS 109002], SNL02030193001.004 [DIRS 108415], 
SNL02030193001.012 [DIRS 108416], SNL02030193001.019 [DIRS 108431], 
SNL02030193001.021 [DIRS 108433]). If non-qualified and to be verified data 
(MO0204RIB00130.000 [DIRS 159744]) are also considered along with the qualified data to 
corroborate the result, a density of 2.25  0.07 g/cm3 (140  4 pcf) is obtained. Corresponding 
values for the lower-lithophysal zone of the Topopah Springs Tuff are 2.25  0.05 g/cm3 (141  
3 pcf) (SNL01A05058301.002 [DIRS 150042], SNL02030193001.004 [DIRS 108415], 
SNL02030193001.019 [DIRS 108431], SNL02030193001.020 [DIRS 108432], 
SNL02030193001.021 [DIRS 108433]) and 2.23  0.08 g/cm3 (139  5 pcf) 
(MO0204RIB00130.000 [DIRS 159744]), respectively. These values do not account for a 20% 
additional lithophysal porosity and so a density of 2.2 g/cm3 (137 pcf) was adopted for the tuff. 
Values measured in 2000 from gamma-gamma density measurements in two of the geotechnical 
boreholes (MO0204SEPGAMDM.000 [DIRS 158125]; BSC 2002a [DIRS 157829], Table 12) 
yield average values of 2.32  0.05 g/cm3 (145  3 pcf) and 2.17  0.10 g/cm3 (135  6 pcf) for 
the middle nonlithophysal and lower lithophysal zones respectively, which are consistent with a 
value of 2.2 g/cm3 (137 pcf). 
Similarly, gamma-gamma measurements yield a mean density of 1.85  0.12 g/cm3 (115  7 pcf) 
for the alluvium (RF#16, RF#18, RF#20, RF#21, RF#22, RF#24, RF#28) 
(MO0204SEPGAMDM.000 [DIRS 158125]; BSC 2002a [DIRS 157829], Table 12). A value of 
1.80 g/cm3 (112 pcf) was adopted for input into the site response analysis. 
6.2.4 Characterization of Nonlinear Dynamic Material Properties 
The development of nonlinear dynamic properties for input into the site response analyses is 
presented in this section. As discussed in Section 6.1, in equivalent-linear site response analyses 
there is a need for shear modulus reduction and damping curves. A single relationship relates 
shear stress to shear strain in horizontal layers, as vertical motions are decoupled and run 
linearly. EPRI (1993b [DIRS 103320], Appendix 6.B) provides a thorough summary of the 
incorporation of nonlinear dynamic properties. Shear modulus reduction and damping curves are 
used directly in equivalent-linear analyses in which the modulus reduction factor and the 
damping ratio are simply looked up as a function of the peak shear strain over the duration of 
excitation for the layer in question. Since the peak strains are not known at the outset of the 
analysis, initial values are assumed and the analysis iterates until strain-compatible values are 
found (EPRI 1993b [DIRS 103320], Appendix 7, p. 7.A-4). Thus shear modulus reduction and 
damping curves are required for each horizontal layer represented in the site profile. Curves 
were developed for tuff (Section 6.2.4.2) and alluvium (Section 6.2.4.3). Nonlinear dynamic 
properties were developed by a team of experts in ground motion analyses and geotechnical 
engineering: Drs. Kenneth Stokoe, II, Walter Silva and Patricia Thomas with peer review by 
Drs. Carl Costantino and Robert Pyke. As described in SN-M&O-SCI-037-V1 (Wong and Silva 
2003 [DIRS 163201], pages 99-134) and SN-M&O-SCI-037-V3 (Wong and Silva 2004b [DIRS 
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MDL-MGR-GS-000003 REV 01 6-75 November 2004 
170444], pages 77-86), the curves are the result of the available laboratory test data, current 
research on similar materials, and expert judgment. 
6.2.4.1 Inputs for Development of Nonlinear Dynamic Material Property Curves 
Development of shear modulus reduction and material damping curves is based in part on 
dynamic laboratory testing of tuff and alluvium taken from boreholes at the WHB Area and the 
North Portal area of the ESF. Resonant column and torsional shear testing of specimens are 
described in BSC (2002a [DIRS 157829], Sections 6.2.10, 6.3.3, and 6.5.3). Two series of tests 
were performed. In 1999, dynamic laboratory testing was performed on 6 intact tuff specimens 
and 4 reconstituted alluvium specimens from RF#13. In 2000, dynamic laboratory testing was 
performed on 18 intact tuff specimens from RF#14, RF#15, RF#16, and RF#17, five intact tuff 
specimens from the North Portal area, and one reconstituted alluvial specimen from RF#17. 
Table 6.2-26 lists the tuff and alluvium specimens tested in 1999 and 2000. 
Table 6.2-26. Input Data for Development of Nonlinear Dynamic Material Properties Curves 
Specimen ID 
Borehole No. 
or Collection 
Location 
Specimen 
Depth* (ft) 
Lithostratigraphic 
Unit DTN 
Tuff Samples 
UTA-11-E RF#13 138.3 Tpki MO9905LABDYNRS.000 [DIRS 103792] 
UTA-11-B RF#13 141.5 Tpki MO9905LABDYNRS.000 [DIRS 103792] 
UTA-11-F RF#13 142.0 Tpki MO9905LABDYNRS.000 [DIRS 103792] 
UTA-11-I RF#13 254.6 Tpcpmn MO9905LABDYNRS.000 [DIRS 103792] 
UTA-11-G RF#13 255.5 Tpcpmn MO9905LABDYNRS.000 [DIRS 103792] 
UTA-11-H RF#13 257.3 Tpcpmn MO9905LABDYNRS.000 [DIRS 103792] 
UTA-23-C RF#14 361.0 Tpcpul MO0203DHRSSWHB.001 [DIRS 158082] 
UTA-23-D RF#14 397.0 Tpcpmn MO0203DHRSSWHB.001 [DIRS 158082] 
UTA-23-G RF#15 192.5 Tpcpul MO0203DHRSSWHB.001 [DIRS 158082] 
UTA-23-T RF#15 192.5 Tpcpul MO0203DHRSSWHB.001 [DIRS 158082] 
UTA-23-H RF#15 322.0 Tpcpln MO0203DHRSSWHB.001 [DIRS 158082] 
UTA-23-J RF#17 575.6 Tpcpul MO0203DHRSSWHB.001 [DIRS 158082] 
UTA-20-B RF#16 189.5 Tpcrn MO0203DHRSSWHB.001 [DIRS 158082] 
UTA-20-C RF#16 235.5 Tpcpul MO0203DHRSSWHB.001 [DIRS 158082] 
UTA-23-B RF#14 241.5 Tpcrn MO0203DHRSSWHB.001 [DIRS 158082] 
UTA-23-R RF#14 241.5 Tpcrn MO0203DHRSSWHB.001 [DIRS 158082] 
UTA-23-E RF#15 27.3 Tpcrn MO0203DHRSSWHB.001 [DIRS 158082] 
UTA-23-F RF#15 88.7 Tpcpul MO0203DHRSSWHB.001 [DIRS 158082] 
UTA-23-S RF#15 88.7 Tpcpul MO0203DHRSSWHB.001 [DIRS 158082] 
UTA-20-A RF#16 126.8 Tpki MO0203DHRSSWHB.001 [DIRS 158082]
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Specimen ID 
Borehole No. 
or Collection 
Location 
Specimen 
Depth* (ft) 
Lithostratigraphic 
Unit DTN 
UTA-23-Q RF#16 126.8 Tpki MO0203DHRSSWHB.001 [DIRS 158082] 
UTA-20-D RF#16 80.5 Tpki MO0203DHRSSWHB.001 [DIRS 158082] 
UTA-23-A RF#14 104.5 Tpki MO0203DHRSSWHB.001 [DIRS 158082] 
UTA-23-I RF#17 400.2 Tpcrn MO0203DHRSSWHB.001 [DIRS 158082] 
UTA-20-F ESF 4.5 Tpki MO0203DHRSSWHB.001 [DIRS 158082] 
UTA-20-G ESF 6.5 Tpki MO0203DHRSSWHB.001 [DIRS 158082] 
UTA-20-I ESF Not 
measured 
Tpcrv MO0203DHRSSWHB.001 [DIRS 158082] 
UTA-20-J ESF Not 
measured 
Tmbt1 MO0203DHRSSWHB.001 [DIRS 158082] 
UTA-20-L ESF Not 
measured 
Tpki MO0203DHRSSWHB.001 [DIRS 158082] 
Alluvium Samples 
UTA-11-C RF#13 57.3 Qal MO9905LABDYNRS.000 [DIRS 103792] 
UTA-11-A RF#13 57.5 Qal MO9905LABDYNRS.000 [DIRS 103792] 
UTA-11-J RF#13 66.9 Qal MO9905LABDYNRS.000 [DIRS 103792] 
UTA-11-D RF#13 67.0 Qal MO9905LABDYNRS.000 [DIRS 103792] 
UTA-23-X RF#17 59.0 Qal MO0203DHRSSWHB.001 [DIRS 158082] 
NOTE: *Depth is measured from the top of the boreholes. For samples from the ESF, depth is horizontal 
distance from the tunnel wall. 
Corroborative DataLaboratory dynamic testing was conducted in 1998 on 10 intact tuff 
specimens recovered from three boreholes (SD-9, SD-12, and NRG-7/7a) on Yucca Mountain 
(Stokoe et al. 1998). These data do not form direct input to the development of nonlinear 
dynamic material properties curves, but rather are corroborative information. These dynamic test 
results are the only ones available for specimens within the Repository Block and are used only 
to corroborate the applicability to the Repository Block of curves developed for tuff based on 
specimen test results from the WHB Area. Table 6.2-27 lists the specimens tested in 1998. 
Table 6.2-27. Corroborative Data for Development of Nonlinear Dynamic Material Properties 
Curves for Tuff 
Specimen ID Borehole No. Specimen Depth (ft) Material Type 
UTA-2-A USW NRG-7/7A 43 Welded Tuff 
UTA-2-B USW SD-12 92 Welded Tuff 
UTA-2-C USW NRG-7/7A 86 Unwelded Tuff 
UTA-2-D USW NRG-7/7A 94 Unwelded Tuff 
UTA-2-E USW NRG-7/7A 136 Unwelded Tuff 
UTA-2-F USW SD-9 79 Unwelded Tuff 
UTA-2-H USW SD-9 79 Unwelded Tuff 
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Specimen ID Borehole No. Specimen Depth (ft) Material Type 
UTA-2-K USW NRG-7/7A 78 Unwelded Tuff 
UTA-2-L USW SD-12 135 Welded Tuff 
UTA-2-M USW NRG-7/7A 44 Welded Tuff 
Source: Stokoe et al. 1998 [DIRS 107635], Table 1 
Other InformationEPRI (1993b [DIRS 103320], Section 7.A.5) developed a simple 
hyperbolic model of nonlinear shear stress-shear strain behavior for use in equivalent-linear site 
response analyses. A simple model of soil behavior under simple shear loading conditions can 
be constructed by assuming that the shape of the shear stress-shear strain relationship can be 
represented by a hyperbola which has an initial slope equal to Gmax, the shear modulus at small 
strains, and is asymptotic to tmax, the shear strength (EPRI 1993b [DIRS 103320], Appendix 7, p. 
7.A-17). The ratio of tmax to Gmax, defined as the reference strain, .r, is useful both in expressing 
the stress-strain relationship in mathematical form and as a measure of the relative values of tmax 
and Gmax. Soils with larger values of .r have greater shear strengths relative to their small strain 
modulus and show more elastic stress-strain behavior than soils with smaller values of .r. Thus 
gravelly soils have low reference strain values and more plastic clays have high values (EPRI 
1993b [DIRS 103320], Appendix 7, p. 7.A-17). The hyperbolic shape used in the EPRI (1993b 
[DIRS 103320]) generalized curves provides a good fit to laboratory data on the variation of the 
secant, or equivalent-linear shear modulus with shear strain up to cyclic shear strains of 0.1 to 
1.0 percent (EPRI 1993b [DIRS 103320], Appendix 7, p. 7.A-28). 
The work presented in EPRI (1993b [DIRS 103320], Section 7.A.5) forms part of the basis for 
the development of the shear modulus reduction and damping curves. As discussed in Sections 
6.2.4.2 and 6.2.4.3, the EPRI (1993b [DIRS 103320], Section 7.A.5) work is used to guide the 
extrapolation of the curves beyond the range of available data. 
6.2.4.2 Tuff Normalized Shear Modulus Reduction and Material Damping Curves 
Evaluation of input data for tuff specimens and of other relevant information leads to the 
development of two sets of curves for normalized shear modulus reduction and hysteretic 
damping as a function of shearing strain. Use of two sets of curves is required to represent the 
uncertainty in characterizing these dynamic material properties. Both sets of curves serve as the 
basis for input to the equivalent-linear site-response model. Thus, model output reflects the 
uncertainties in dynamic material properties at Yucca Mountain. Laboratory dynamic testing 
data available to serve as direct input to an analysis of dynamic material properties for tuff are 
associated with DTNs MO9905LABDYNRS.000 [DIRS 103792] and 
MO0203DHRSSWHB.001 [DIRS 158082]. 
Tuff samples tested cover a range of lithostratigraphic units and rock characteristics. Samples 
from units Tpki, Tpcrn, Tpcpul, Tpcpmn, Tpcpln, Tmbt1, and Tpcrv were tested. The 
distribution of these materials in the WHB Area is presented in BSC (2002a [DIRS 157829], 
Section 6.6). The only tuff material in the WHB Area that was not dynamically tested in the 
laboratory was Tpbt5. As shown on Figure 6.2-94, the repository host horizon consists of the 
lower units of the Topopah Spring Tuff. Dynamic laboratory test data are not available for the 
Topopah Spring Tuff nor some of the overlying bedded tuff units. Units for which dynamic 
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MDL-MGR-GS-000003 REV 01 6-78 November 2004 
laboratory test data are available are noted on Figure 6.2-94. As shown on Figure 6.2-131, a 
correlation between tuff unit and dynamic properties is not supported by the available data. This 
is consistent with the lack of strong evidence of correlation between tuff units and VS. 
Testing results are unavailable for some lithostratigraphic units contained in the site response 
model, including those of the Topopah Spring Tuff and overlying bedded tuffs. However, the 
lack of correlation between dynamic properties and lithostratigraphic unit, and the similarity 
between the units of the Tiva Canyon Tuff and the Topopah Spring Tuff, provide justification for 
using the available data to develop dynamic material property curves applicable to all tuff units 
in the site response model. 
Laboratory dynamic test results also were divided into two groups, welded and nonwelded, to 
determine if the degree of welding significantly influenced the dynamic behavior of the tuff. 
Laboratory test results for welded and nonwelded tuff specimens are shown on Figures 6.2-132 
and 6.2-133. These data indicate no consistent difference in modulus reduction and material 
damping relationships between welded and nonwelded tuff units. 
Dynamic testing results for tuff samples were also examined with respect to dry unit weight 
(.dry). A plot of dry unit weight (.dry) versus low-strain VS (Figure 6.2-134), indicates a trend of 
increasing low-strain VS with increasing .dry for the tuff specimens. As a result, three groups 
were identified on the basis of dry unit weight: Group 1 specimens have 147 pcf > .dry > 133 
pcf; Group 2 specimens have 132 pcf > .dry > 117 pcf; and Group 3 specimens have 94 pcf > .dry 
> 78 pcf. Dynamic testing results from these three groups are shown on Figures 6.2-135 and 6.2- 
136. The trends in G/Gmax and damping in these three groups do not warrant developing separate 
curves for each group. 
Based on the available data, correlations between shear modulus reduction and damping 
properties and lithostratigraphic unit, degree of welding, or dry unit weight are not supported. 
Therefore, these dynamic properties were developed for all tuff units as a whole. 
Although laboratory test results provide information on the dynamic properties of tuff samples at 
Yucca Mountain, uncertainties exist with respect to how well the test results represent in situ 
conditions. The relatively small intact specimens do not contain the fractures, voids, and planes 
of weaknesses that are present in the field. In fact, to facilitate testing, samples are preferentially 
selected from unfractured, competent materials. As a result, laboratory G/Gmax curves tend to be 
more linear than field behavior and hysteretic damping values tend to be lower than field 
behavior. This bias is shown on Figure 6.2-137 by comparing the values of VS measured in the 
field and in the laboratory. In every case, the laboratory value exceeds any value of VS measured 
seismically in the field at the specimen depth. In addition, smaller laboratory specimens (~/inch 
diameter) cored from larger laboratory specimens (~2 inch diameter) generally exhibit slightly 
higher values of VS as shown on Figure 6.2-138. Hence, sample disturbance and/or specimen 
size seem to have a small but measurable effect on the intact specimens. On the other hand, 
samples are subject to disturbance associated with their collection and, thus, may exhibit more 
nonlinear behavior than in situ unfractured rock. Both of these potential effects must be 
accommodated in developing dynamic material property curves. 
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To accommodate the resulting uncertainty in appropriate mean shear modulus reduction and 
hysteretic damping curves to be used for the tuff, two sets of mean normalized shear modulus 
reduction and damping curves are developed. One set of curves represents the case in which in 
situ conditions consist of unfractured rock. The second set is developed to represent in situ 
conditions that reflect fracturing and heterogeneity, the effects of which are not captured in 
laboratory testing. No accommodation has been made for the potential effects of confining 
pressure (depth) on the curves. The effects of confining pressure on shear modulus reduction 
and hysteretic damping curves is expected to be small, particularly for the upper mean tuff 
curves. Additionally, for depths below about 100 ft, the material is quite stiff, with VS at and 
above 3,000 ft/sec, likely resulting in significantly less confining pressure dependence than in the 
top 100 ft. 
For the first case, referred to as the upper mean tuff (UMT) curves, the normalized shear 
modulus reduction curve is developed by visually fitting a generic, cohesionless soil curve (EPRI 
1993b [DIRS 103320], Appendix 7.A-5) (for shape) through the most linear tuff data (Figure 
6.2-139). The EPRI (1993b [DIRS 103320]) shape is fit to the most linear data rather than 
through an average of the data because of the possibility that the samples exhibit disturbance 
effects and to account for the possibility of unfractured tuff units, which were not tested, 
behaving more linearly. For shearing strains above about 0.1 percent, the EPRI (1993b [DIRS 
103320]) shape forms the entire basis for the curve, as data are unavailable for these higher 
shearing strain levels. For the material damping curve, the corresponding EPRI (1993b [DIRS 
103320]) damping curve was used. However, the curve is constrained to have a small-strain 
material damping value of 0.5 percent for consistency with the site attenuation (kappa) (0.0186 
sec) used in the PSHA. Damping curves reach a maximum of 15 percent in accordance with 
guidance from NUREG-0800, Section 3.7.2 (NRC 1989b [DIRS 165111]). 
For the second case, termed the lower mean tuff (LMT) curves, the normalized shear modulus 
reduction curve is developed by first visually fitting the generic, cohesionless soil curve (EPRI 
1993b [DIRS 103320]) through the middle of the laboratory testing data. Next, the reference 
strain for the EPRI (1993b [DIRS 103320]) curve is adjusted downward by a factor of 4 based on 
the ratio of Gmax in the field and laboratory (determined from VS) to account for in situ fracturing 
and heterogeneity. As for the UMT curve, the shape of the EPRI (1993b [DIRS 103320]) 
generic curve provides the primary basis for the normalized shear modulus reduction curve at 
shearing strains greater than 0.1 percent. The resulting curve corresponds to the EPRI (1993b 
[DIRS 103320]) 21-50 ft curve for cohesionless soil. For material damping, the corresponding 
curve from EPRI (1993b [DIRS 103320]) is used. As was the case for the UMT curves, a smallstrain 
material damping of 0.5 percent was used to constrain the curves at small strains. 
Data used as direct input in developing the nonlinear dynamic material property curves come 
from the WHB Area and the ESF. Data from the Repository Block were unavailable for use as 
direct input. However, data from the Repository Block are available to corroborate the curves 
developed. The available Repository Block data from boreholes SD-9, SD-12, and NRG-7/7a 
(Stokoe et al. 1998 [DIRS 107635]) fit within the range of the data from the WHB Area, as 
shown on Figure 6.2-140. Thus, application of the dynamic material property curves to the 
entire Yucca Mountain site is justified. 
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The developed tuff curves for normalized shear modulus reduction and material damping, as a 
function of shearing strain, are associated with DTN MO0403SDIAWHBC.003 [DIRS 170434]. 
6.2.4.3 Alluvium Normalized Shear Modulus Reduction and Material Damping Curves 
Evaluation of input data for alluvium specimens and of other relevant information leads to the 
development of two sets of curves for normalized shear modulus reduction and hysteretic 
damping as a function of shearing strain. Use of two sets of curves is required to represent the 
uncertainty in characterizing these dynamic material properties. Both sets of curves serve as the 
basis for input to the equivalent linear site-response model. Thus, model output reflects the 
uncertainties in dynamic material properties at Yucca Mountain. 
Laboratory dynamic and static testing data available to serve as direct input to an analysis of 
dynamic material properties for alluvium are associated with DTNs MO9905LABDYNRS.000 
[DIRS 103792], MO0203DHRSSWHB.001 [DIRS 158082], and GS020483114233.004 [DIRS 
158242]. 
Laboratory dynamic tests were performed on five reconstituted alluvium specimens recovered 
from boreholes in the WHB Area. Alluvial materials in the WHB Area consist of interbedded 
caliche-cemented and non-cemented, poorly sorted gravel with some fines, cobbles and boulders. 
The depth to groundwater is approximately 1270 ft, and the water content in the alluvium is 
estimated at less than 5 percent. The nature of the alluvium (highly-cemented to 
poorly-cemented) and the presence of cobbles and bounders did not allow for intact samples of 
the alluvium to be taken from the boreholes or test pits, although several methods were 
attempted. Consequently, these disturbed samples were reconstituted in the laboratory to create 
test specimens. Sample reconstitution, including destruction of cementation present in the field, 
is likely to have a significant effect on the measured dynamic properties in the laboratory. 
Figure 6.2-141 shows the measured laboratory specimen VS compared to field measurements of 
the alluvium. 
The comparison shows that contrary to the intact tuff specimens where the laboratory values of 
VS were greater than the field values, the reconstituted alluvial specimen is not as good as the 
in situ material and hence likely exhibits more nonlinearity and more damping than the in situ 
material. 
In addition to the breaking of cementation bonds, the reconstituted specimens have a different 
grain size distribution and coefficient of uniformity than the alluvium in the field due to 
specimen retrieval techniques and scalping. Gradation curves from bag samples taken from 
4 test pits are shown on Figure 6.2-142. Note that these samples consisted of material from 
20-inch sand cone density tests and do not contain boulders. Limitations on the test specimen 
sizes due to testing equipment constraints required that the alluvium be scalped on the -inch 
sieve. The removal of the larger particles reduces the average particle size and decreases the 
coefficient of uniformity of the test specimen relative to the field. 
Six testing related factors were considered when developing the G/Gmax curves for alluvium 
based on the laboratory test specimens: 
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1. Destruction of cementation 
2. Decrease in coefficient of uniformity 
3. Variation of confining pressure in the field 
4. Variation of density in the field 
5. Increase in mean particle size 
6. The test boundary conditions 
The largest influences on the normalized shear modulus curve are due to the cementation 
destroyed during sampling and the change in gradation. Cementation in the field, which is not 
preserved in the test specimens, can cause the field behavior to be more nonlinear than exhibited 
by the test specimens. This situation exists if high strains cause the in situ cementation to break. 
Research on naturally cemented sands indicates that this effect can be large (Stokoe and 
Valle 2003 [DIRS 164689]). Figure 6.2-143 illustrates the difference in nonlinear behavior 
between a naturally cemented sand and the same sand with the cementation removed. However, 
if cementation is strong enough to be maintained during seismic loading, the field behavior can 
be more linear than the reconstituted test specimens. Research on sand artificially cemented with 
varying amounts of cement indicates that with the addition of some initial cementation, the 
specimen behaves in a more nonlinear manner. However, at some level of increased 
cementation, the specimen becomes more linear as cementation is strong enough to be 
maintained during shear loading (Figure 6.2-144). Degree of cementation of the alluvium across 
the site is unknown. However, data from the literature on cemented sands also shows that 
cement content as low as 0.5% can cause a factor of about 2.5 increase in the low-strain shearwave 
velocity (Figure 6.2-145). The laboratory measured low-strain shear-wave velocity of the 
reconstituted alluvium was 925 ft/sec, while the field measurements from downhole, suspension, 
and SASW averaged 2300 ft/sec (Figure 6.2-141), resulting in a field to laboratory ratio of 
approximately 2.5. These data suggest that the field to laboratory ratio of 2.5 in low-strain shearwave 
velocity may be due to the loss of a low level of cementation (< 2%) in the reconstituted 
laboratory samples. At this low level of cementation implied, the normalized shear modulus 
curve is more nonlinear than the uncemented sand (Figure 6.2-144). The normalized shear 
modulus curves in the artificially cemented sands did not become more linear (relative to the 
uncemented sand) again until the cement content reached 8%, at which time the ratio of lowstrain 
shear-wave velocities was more than 7 (much higher than the ratio observed for site data). 
See Figure 6.2-145. 
Factor (2), the larger coefficient of uniformity in the field, will cause the field behavior to be 
more nonlinear than the test specimens. Figure 6.2-146 illustrate the effect of variation of Cu on 
normalized shear modulus and material damping ratio for dense granular materials. In general, 
the normalized shear modulus curve becomes more nonlinear and the material damping ratio 
increases (at a given shearing strain) as Cu increases. This same trend holds for very loose to 
loose and loose to medium dense granular materials (Menq 2003 [DIRS 164681], page 252). 
The variations of confining pressure and density in the field (alluvium thickness varies from 0 to 
110 ft across the site), factors (3) and (4), are considered to play a less significant role on the 
dynamic material properties, relative to the other factors (Van Hoff 1993 [DIRS 163890], page). 
Increase in mean particle size of the field relative to the test specimen, factor (5), will cause the 
shear modulus to increase, but has little impact on the shape (i.e., the normalized curve). 
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Ratios of laboratory to in-situ shear moduli, a factor of about 0.25 (Figure 6.2-141) suggest insitu 
nonlinearity should be significantly less than that shown by laboratory test results 
(Figure 6.2-147). However, due to the scalping and loss of cementation, unambiguous 
adjustment of the reference strain associated with the laboratory test results was not possible. 
The development of two sets of mean shear modulus reduction and hysteretic damping curves, 
based primarily on anticipated effects of cementation loss and scalping on test results is 
considered to adequately accommodate uncertainty in the properties of the alluvium. This 
uncertainty (range in mean properties) is large, as it is intended to acknowledge the lack of 
experience of the geotechnical community in the response of these generally stiff, dry, and 
cemented soils, particularly at high loading levels. 
Hence, two mean alluvium normalized shear modulus and material damping curves were 
developed (Figure 6.2-147). One curve, termed the lower mean alluvium (LMA) G/Gmax curve 
(upper hysteretic damping curve), represents the case in which cementation in the field breaks 
under ground motion producing strains. The curve is developed taking into account the 
difference between reconstituted, scalped specimens and the field conditions. A generic, 
cohesionless soil EPRI (1993b [DIRS 103320], Appendix 7) curve was visually fit through the 
middle of the data, then adjusted downward (more nonlinear) to represent the cementation 
breaking during shearing. The correction factor implied in the literature is large (Figure 6.2-143) 
and implies a curve more nonlinear than used to date for sands or gravels. Therefore, the middle 
of the gravel range (EPRI 1993b [DIRS 103320], Figure 7.A-3) was used for the lower mean. In 
contrast to the curves for tuff, significant nonlinear behavior is evident for shearing strains 
reached during testing. Thus, for alluvium there is less reliance on the shape of the generic 
cohensionless soil curve (EPRI 1993b [DIRS 103320], Appendix 7) in defining site-specific 
normalized shear modulus reduction curve at high strains. 
A second curve, termed the upper mean alluvium (UMA) G/Gmax curve was developed as an 
envelope of the data above 0.01% strain and a general fit to the data at small strains (< 0.01%). 
It reflects the uncertainty due to lack of intact specimens as well as to acknowledge the lack of 
experience with this type of material in the geotechnical literature. The corresponding hysteretic 
damping was taken as a curve visually fit through the most linear data. This set of curves 
generally correspond to the EPRI (1993b [DIRS 103320], Figure 7.A-18) 250-500 ft 
cohesionless soil curves and are considered to adequately reflect potential cementation effects 
and state of knowledge. 
The developed alluvium curves for normalized shear modulus reduction and material damping, 
as a function of shearing strain, are associated with DTN MO0403SDIAWHBC.003 [DIRS 
170434]. 
6.2.4.4 Treatment of Uncertainties and Randomness of Dynamic Material Properties 
Uncertainty in the variation of normalized shear modulus and damping as a function of shearing 
strain is represented through the use of multiple base case curves. For tuff and alluvium, two 
curves are provided to represent the epistemic uncertainty in dynamic material properties. The 
curves, which are intended to represent in situ conditions, are based on dynamic testing of site 
samples, generic modeling, and engineering judgment. The curves extend beyond the range of 
available data at shear strains higher than 0.1%. This limitation may not be significant in terms 
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of its eventual impact on TSPA because of the PGV bounding study (BSC 2004c [DIRS 
170137], Section 6.4.3) where the failure shear strains ranged from about 0.1 to 0.25%. 
To accommodate randomness in strain-dependent shear modulus and damping, the curves are 
independently randomized about the base case values (Figure 6.3-1b). The random curves are 
generated by sampling a transformed normal distribution (lognormal), computing the change in 
normalized shear modulus reduction or percent damping at 3x10-2 percent shear strain, and 
applying this factor at all strains. The random perturbation factor is reduced or tapered near the 
ends of the strain range to preserve the general shape of the mean curves (EPRI 1993b [DIRS 
103320], Appendix 7). Following NUREG-0800, Section 3.7.1 (NRC 1989a [DIRS 165110]) 
the maximum damping ratio allowed is 15 percent. The bounds are taken as plus and minus 
2 sigma, in which sigma(ln)=0.3. The bounds are developed on log axes as symmetric about the 
base case. The distribution is empirical, based on examining series of laboratory dynamic test 
results on materials comprising the same geologic unit. The variability is taken to reflect within 
unit randomness. 
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1 10 100 1000 10000 
Peak Ground Velocity (cm/sec) 
1E-008 
1E-007 
1E-006 
1E-005 
1E-004 
1E-003 
1E-002 
1E-001 
1E+000 
Annual Exceedance Frequency 
Mean 
Median 
5th and 95th Fractiles 
15th and 85th Fractiles 
DTN: MO03061E9PSHA1.000 [DIRS 163721] 
Figure 6.2-1. Hazard Curve at Point A for Peak Horizontal Ground Acceleration 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-85 November 2004 
0.01 0.1 1 10 100 
1 Hz Spectral Acceleration (g) 
1E-008 
1E-007 
1E-006 
1E-005 
1E-004 
1E-003 
1E-002 
1E-001 
Annual Exceedance Frequency 
Mean 
Median 
5th and 95th Fractiles 
15th and 85th Fractiles 
DTN: MO03061E9PSHA1.000 [DIRS 163721] 
Figure 6.2-2. Hazard Curve at Point A for 10 Hz Horizontal Spectral Acceleration 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-86 November 2004 
0.01 0.1 1 10 100 
10 Hz Spectral Acceleration (g) 
1E-008 
1E-007 
1E-006 
1E-005 
1E-004 
1E-003 
1E-002 
1E-001 
1E+000 
Annual Exceedance Frequency 
Mean 
Median 
5th and 95th Fractiles 
15th and 85th Fractiles 
DTN: MO03061E9PSHA1.000 [DIRS 163721] 
Figure 6.2-3. Hazard Curve at Point A for 1 Hz Horizontal Spectral Acceleration 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-87 November 2004 
1E-008 
1E-007 
1E-006 
1E-005 
1E-004 
1E-003 
1E-002 
1E-001 
Annual Exceedance Frequency 
Mean 
Median 
5th and 95th Fractiles 
15th and 85th Fractiles 
0.01 0.1 1 10 100 
Peak Ground Acceleration (g) 
DTN: MO03061E9PSHA1.000 [DIRS 163721] 
Figure 6.2-4. Hazard Curve at Point A for Peak Horizontal Ground Velocity 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-88 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
DTN: MO0401MWDRPSHA.000 [DIRS 166962] 
Figure 6.2-5. Horizontal UHS at Point A, 10-3 Annual Exceedance Frequency 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-89 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
DTN: MO0208UNHZ5X10.000 [DIRS 163722] 
Figure 6.2-6. Horizontal UHS at Point A, 5x10-4 Annual Exceedance Frequency 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-90 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
DTN: MO0401MWDRPSHA.000 [DIRS 166962] 
Figure 6.2-7. Horizontal UHS at Point A, 10-4 Annual Exceedance Frequency 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-91 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
DTN: MO0308UNHAZ105.000 [DIRS 170425] 
Figure 6.2-8. Horizontal UHS at Point A, 10-5 Annual Exceedance Frequency 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-92 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
DTN: MO0206UNHAZ106.001 [DIRS 163723] 
Figure 6.2-9. Horizontal UHS at Point A, 10-6 Annual Exceedance Frequency 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-93 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
DTN: MO0209UNHAZ107.000 [DIRS 163724] 
Figure 6.2-10. Horizontal UHS at Point A, 10-7 Annual Exceedance Frequency 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-94 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
DTN: MO0401MWDRPSHA.000 [DIRS 166962] 
Figure 6.2-11. Vertical UHS at Point A, 10-3 Annual Exceedance Frequency 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-95 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
DTN: MO0208UNHZ5X10.000 [DIRS 163722] 
Figure 6.2-12. Vertical UHS at Point A, 5x10-4 Annual Exceedance Frequency 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-96 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
DTN: MO0401MWDRPSHA.000 [DIRS 166962] 
Figure 6.2-13. Vertical UHS at Point A, 10-4 Annual Exceedance Frequency 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-97 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
DTN: MO0308UNHAZ105.000 [DIRS 170425] 
Figure 6.2-14. Vertical UHS at Point A, 10-5 Annual Exceedance Frequency 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-98 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
DTN: MO0206UNHAZ106.001 [DIRS 163723] 
Figure 6.2-15. Vertical UHS at Point A, 10-6 Annual Exceedance Frequency 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-99 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
DTN: MO0209UNHAZ107.000 [DIRS 163724] 
Figure 6.2-16. Vertical UHS at Point A, 10-7 Annual Exceedance Frequency 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-100 November 2004 
1E-3 Hazard, 5-10 Hz Horizontal 
5.0 
5.5 
6.0 
6.5 
7.0 
7.5 
8.0 
Magnitude 
5.0 
5.5 
6.0 
6.5 
7.0 
7.5 
8.0 
Magnitude 
0 
15 
30 
45 
60 
75 
90 
105 
Distance (km) 
0 
15 
30 
45 
60 
75 
90 
105 
Distance (km) 
5 
10 
15 
20 
25 % Contribution to Hazard 5 
10 
15 
20 
25 % Contribution to Hazard 
1E-3 Hazard, 5-10 Hz Horiz. 
e: 2+ 
e: 1 to 2 
e: 0 to 1 
e: -1 to 0 
e: -2 to -1 
Source: Toro (2003 [DIRS 163720], SR-184, page 7) 
Figure 6.2-17. Contribution to Mean Hazard by Magnitude, Distance, and Epsilon (e) for the 
5-10 Hz Horizontal Ground Motions, 10-3 Annual Exceedance Frequency 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-101 November 2004 
5E-4 Hazard, 5-10 Hz Horizontal 
5.0 
5.5 
6.0 
6.5 
7.0 
7.5 
8.0 
Magnitude 
5.0 
5.5 
6.0 
6.5 
7.0 
7.5 
8.0 
Magnitude 
0 
15 
30 
45 
60 
75 
90 
105 
Distance (km) 
0 
15 
30 
45 
60 
75 
90 
105 
Distance (km) 
5 
10 
15 
20 
25 % Contribution to Hazard 5 
10 
15 
20 
25 % Contribution to Hazard 
5E-4 Hazard, 5-10 Hz Horiz., All Teams 
e: 2+ 
e: 1 to 2 
e: 0 to 1 
e: -1 to 0 
e: -2 to -1 
Source: Toro (2003 [DIRS 163720], SR-104, page 1) 
Figure 6.2-18. Contribution to Mean Hazard by Magnitude, Distance, and Epsilon (e) for the 
5-10 Hz Horizontal Ground Motions, 5x10-4 Annual Exceedance Frequency 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-102 November 2004 
1E-4 Hazard, 5-10 Hz Horizontal 
5.0 
5.5 
6.0 
6.5 
7.0 
7.5 
8.0 
Magnitude 
5.0 
5.5 
6.0 
6.5 
7.0 
7.5 
8.0 
Magnitude 
0 
15 
30 
45 
60 
75 
90 
105 
Distance (km) 
0 
15 
30 
45 
60 
75 
90 
105 
Distance (km) 
5 
10 
15 
20 
25 % Contribution to Hazard 5 
10 
15 
20 
25 % Contribution to Hazard 
1E-4 Hazard, 5-10 Hz Horiz. 
e: 2+ 
e: 1 to 2 
e: 0 to 1 
e: -1 to 0 
e: -2 to -1 
Source: Toro (2003 [DIRS 163720, SR-168, page 5) 
Figure 6.2-19. Contribution to Mean Hazard by Magnitude, Distance, and Epsilon (e) for the 
5-10 Hz Horizontal Ground Motions, 10-4 Annual Exceedance Frequency 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-103 November 2004 
1E-5 Hazard, 5-10 Hz Horizontal 
5.0 
5.5 
6.0 
6.5 
7.0 
7.5 
8.0 
Magnitude 
5.0 
5.5 
6.0 
6.5 
7.0 
7.5 
8.0 
Magnitude 
0 
15 
30 
45 
60 
75 
90 
105 
Distance (km) 
0 
15 
30 
45 
60 
75 
90 
105 
Distance (km) 
5 
10 
15 
20 
25 % Contribution to Hazard 5 
10 
15 
20 
25 % Contribution to Hazard 
1E-5 Hazard, 5-10 Hz Horiz. 
e: 2+ 
e: 1 to 2 
e: 0 to 1 
e: -1 to 0 
e: -2 to -1 
Source: Toro (2004 [DIRS 172034], SR-33, page 2) 
Figure 6.2-20. Contribution to Mean Hazard by Magnitude, Distance, and Epsilon (e) for the 
5-10 Hz Horizontal Ground Motions, 10-5 Annual Exceedance Frequency 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-104 November 2004 
1E-6 Hazard, 5-10 Hz Horizontal 
Source: Toro (2003 [DIRS 163720], SR-67, page 1) 
Figure 6.2-21. Contribution to Mean Hazard by Magnitude, Distance, and Epsilon (e) for the 
5-10 Hz Horizontal Ground Motions, 10-6 Annual Exceedance Frequency 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-105 November 2004 
1E-7 Hazard, 5-10 Hz Horizontal 
Source: Toro (2003 [DIRS 163720], SR-138, page 6) 
Figure 6.2-22. Contribution to Mean Hazard by Magnitude, Distance, and Epsilon (e) for the 
5-10 Hz Horizontal Ground Motions, 10-7 Annual Exceedance Frequency 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-106 November 2004 
1E-3 Hazard, 1-2 Hz Horizontal 
5.0 
5.5 
6.0 
6.5 
7.0 
7.5 
8.0 
Magnitude 
5.0 
5.5 
6.0 
6.5 
7.0 
7.5 
8.0 
Magnitude 
0 
15 
30 
45 
60 
75 
90 
105 
Distance (km) 
0 
15 
30 
45 
60 
75 
90 
105 
Distance (km) 
5 
10 
15 
20 
25 % Contribution to Hazard 5 
10 
15 
20 
25 % Contribution to Hazard 
e: 2+ 
e: 1 to 2 
e: 0 to 1 
e: -1 to 0 
e: -2 to -1 
Source: Toro (2003 [DIRS 163720], SR-184, page 1) 
Figure 6.2-23. Contribution to Mean Hazard by Magnitude, Distance, and Epsilon (e) for the 1-2 
Hz Horizontal Ground Motions, 10-3 Annual Exceedance Frequency 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-107 November 2004 
5E-4 Hazard, 1-2 Hz Horizontal 
5.0 
5.5 
6.0 
6.5 
7.0 
7.5 
8.0 
Magnitude 
5.0 
5.5 
6.0 
6.5 
7.0 
7.5 
8.0 
Magnitude 
0 
15 
30 
45 
60 
75 
90 
105 
Distance (km) 
0 
15 
30 
45 
60 
75 
90 
105 
Distance (km) 
5 
10 
15 
20 
25 % Contribution to Hazard 5 
10 
15 
20 
25 % Contribution to Hazard 
e: 2+ 
e: 1 to 2 
e: 0 to 1 
e: -1 to 0 
e: -2 to -1 
Source: Toro (2003 [DIRS 163720], SR-104, page 2) 
Figure 6.2-24. Contribution to Mean Hazard by Magnitude, Distance, and Epsilon (e) for the 1-2 
Hz Horizontal Ground Motions, 5x10-4 Annual Exceedance Frequency 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-108 November 2004 
1E-4 Hazard, 1-2 Hz Horizontal 
5.0 
5.5 
6.0 
6.5 
7.0 
7.5 
8.0 
Magnitude 
5.0 
5.5 
6.0 
6.5 
7.0 
7.5 
8.0 
Magnitude 
0 
15 
30 
45 
60 
75 
90 
105 
Distance (km) 
0 
15 
30 
45 
60 
75 
90 
105 
Distance (km) 
5 
10 
15 
20 
25 % Contribution to Hazard 5 
10 
15 
20 
25 % Contribution to Hazard 
e: 2+ 
e: 1 to 2 
e: 0 to 1 
e: -1 to 0 
e: -2 to -1 
Source: Toro (2003 [DIRS 163720], SR-168, page 1) 
Figure 6.2-25. Contribution to Mean Hazard by Magnitude, Distance, and Epsilon (e) for the 1-2 
Hz Horizontal Ground Motions, 10-4 Annual Exceedance Frequency 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-109 November 2004 
1E-5 Hazard, 1-2 Hz Horizontal 
5.0 
5.5 
6.0 
6.5 
7.0 
7.5 
8.0 
Magnitude 
5.0 
5.5 
6.0 
6.5 
7.0 
7.5 
8.0 
Magnitude 
0 
15 
30 
45 
60 
75 
90 
105 
Distance (km) 
0 
15 
30 
45 
60 
75 
90 
105 
Distance (km) 
5 
10 
15 
20 
25 % Contribution to Hazard 5 
10 
15 
20 
25 % Contribution to Hazard 
1E-5 Hazard, 1-2 Hz Horiz. 
e: 2+ 
e: 1 to 2 
e: 0 to 1 
e: -1 to 0 
e: -2 to -1 
Source: Toro (2004 [DIRS 172034], SR-33, page 4) 
Figure 6.2-26. Contribution to Mean Hazard by Magnitude, Distance, and Epsilon (e) for the 1-2 
Hz Horizontal Ground Motions, 10-5 Annual Exceedance Frequency 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-110 November 2004 
1E-6 Hazard, 1-2 Hz Horizontal 
Source: Toro (2003 [DIRS 163720], SR-65, page 1) 
Figure 6.2-27. Contribution to Mean Hazard by Magnitude, Distance, and Epsilon (e) for the 1-2 
Hz Horizontal Ground Motions, 10-6 Annual Exceedance Frequency 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-111 November 2004 
1E-7 Hazard, 1-2 Hz Horizontal 
Source: Toro (2003 [DIRS 163720], SR-138 page 4) 
Figure 6.2-28. Contribution to Mean Hazard by Magnitude, Distance, and Epsilon (e) for the 1-2 
Hz Horizontal Ground Motions, 10-7 Annual Exceedance Frequency 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-112 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Horizontal UHS 
Horizontal RE, 1-2 Hz (M 6.9, 52 km) 
Horizontal RE, 5-10 Hz (M 6.3, 5 km) 
DTNs: MO0211REDES103.000 [DIRS 170424] (REs), 
MO0401MWDRPSHA.000 [DIRS 166962] (UHS) 
Figure 6.2-29. Point A UHS and RE Spectra at an Annual Exceedance Frequency of 10-3, 
Horizontal Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-113 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Vertical UHS 
Vertical RE, 1-2 Hz (M 6.9, 52 km) 
Vertical RE, 5-10 Hz (M 6.3, 5 km) 
DTNs: MO0211REDES103.000 [DIRS 170424] (REs), 
MO0401MWDRPSHA.000 [DIRS 166962] (UHS) 
Figure 6.2-30. Point A UHS and RE Spectra at an Annual Exceedance Frequency of 10-3, 
Vertical Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-114 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Horizontal UHS 
Horizontal RE, 1-2 Hz (M 7.0, 51 km) 
Horizontal RE, 5-10 Hz (M 6.3, 5 km) 
DTN: MO0208UNHZ5X10.000 [DIRS 163722] 
Figure 6.2-31. Point A UHS and RE Spectra at an Annual Exceedance Frequency of 5x10-4, 
Horizontal Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-115 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Vertical UHS 
Vertical RE, 1-2 Hz (M 7.0, 51 km) 
Vertical RE, 5-10 Hz (M 6.3, 5 km) 
DTN: MO0208UNHZ5X10.000 [DIRS 163722] 
Figure 6.2-32. Point A UHS and RE Spectra at an Annual Exceedance Frequency of 5x10-4, 
Vertical Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-116 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Horizontal UHS 
Horizontal RE, 1-2 Hz (M 7.7, 52 km) 
Horizontal RE, 5-10 Hz (M 6.3, 5 km) 
DTNs: MO0211DERES104.000 [DIRS 170423] (REs), MO0401MWDRPSHA.000 [DIRS 166962] (UHS) 
Figure 6.2-33. Point A UHS and RE Spectra at an Annual Exceedance Frequency of 10-4, 
Horizontal Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-117 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Vertical UHS 
Vertical RE, 1-2 Hz (M 7.7, 52 km) 
Vertical RE, 5-10 Hz (M 6.3, 5 km) 
DTNs: MO0211DERES104.000 [DIRS 170423] (REs), MO0401MWDRPSHA.000 [DIRS 166962] (UHS) 
Figure 6.2-34. Point A UHS and RE Spectra at an Annual Exceedance Frequency of 10-4, 
Vertical Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-118 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Horizontal UHS 
Horizontal RE, 1-2 Hz (M 7.7, 51 km) 
Horizontal RE, 5-10 Hz (M 6.4, 4 km) 
DTN: MO0308UNHAZ105.000 [DIRS 170425] 
Figure 6.2-35. Point A UHS and RE Spectra at an Annual Exceedance Frequency of 10-5, 
Horizontal Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-119 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Vertical UHS 
Vertical RE, 1-2 Hz (M 7.7, 51 km) 
Vertical RE, 5-10 Hz (M 6.4, 4 km) 
DTN: MO0308UNHAZ105.000 [DIRS 170425] 
Figure 6.2-36. Point A UHS and RE Spectra at an Annual Exceedance Frequency of 10-5, 
Vertical Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-120 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Horizontal UHS 
Horizontal RE, 1-2 Hz (M 7.7, 51 km) 
Horizontal RE, 5-10 Hz (M 6.5, 1 km) 
DTN: MO0206UNHAZ106.001 [DIRS 163723] 
Figure 6.2-37. Point A UHS and RE Spectra at an Annual Exceedance Frequency of 10-6, 
Horizontal Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-121 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Vertical UHS 
Vertical RE, 1-2 Hz (M 7.7, 51 km) 
Vertical RE, 5-10 Hz (M 6.5, 1 km) 
DTN: MO0206UNHAZ106.001 [DIRS 163723] 
Figure 6.2-38. Point A UHS and RE Spectra at an Annual Exceedance Frequency of 10-6, 
Vertical Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-122 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Horizontal UHS 
Horizontal RE, 1-2 Hz (M 7.7, 51 km) 
Horizontal RE, 5-10 Hz (M 6.5, 1 km) 
DTN: MO0209UNHAZ107.000 [DIRS 163724] 
Figure 6.2-39. Point A UHS and RE Spectra at an Annual Exceedance Frequency of 10-7, 
Horizontal Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-123 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Vertical UHS 
Vertical RE, 1-2 Hz (M 7.7, 51 km) 
Vertical RE, 5-10 Hz (M 6.5, 1 km) 
DTN: MO0209UNHAZ107.000 [DIRS 163724] 
Figure 6.2-40. Point A UHS and RE Spectra at an Annual Exceedance Frequency of 10-7, 
Vertical Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-124 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Horizontal RE, 1-2 Hz 
Horizontal ML DEA, 1-2 Hz 
Horizontal MM DEA, 1-2 Hz 
Horizontal MH DEA, 1-2 Hz 
DTN: MO0211REDES103.000 [DIRS 170424] 
Figure 6.2-41. Point A RE and DEA Spectra at an Annual Exceedance Frequency of 10-3 and 
1-2 Hz, Horizontal Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-125 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Horizontal RE, 5-10 Hz 
Horizontal ML DEA, 5-10 Hz 
Horizontal MM DEA, 5-10 Hz 
Horizontal MH DEA, 5-10 Hz 
DTN: MO0211REDES103.000 [DIRS 170424] 
Figure 6.2-42. Point A RE and DEA Spectra at an Annual Exceedance Frequency of 10-3 and 
5-10 Hz, Horizontal Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-126 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Vertical RE, 1-2 Hz 
Vertical ML DEA, 1-2 Hz 
Vertical MM DEA, 1-2 Hz 
Vertical MH DEA, 1-2 Hz 
DTN: MO0211REDES103.000 [DIRS 170424] 
Figure 6.2-43. Point A RE and DEA Spectra at an Annual Exceedance Frequency of 10-3 and 
1-2 Hz, Vertical Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-127 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Vertical RE, 5-10 Hz 
Vertical ML DEA, 5-10 Hz 
Vertical MM DEA, 5-10 Hz 
Vertical MH DEA, 5-10 Hz 
DTN: MO0211REDES103.000 [DIRS 170424] 
Figure 6.2-44. Point A RE and DEA Spectra at an Annual Exceedance Frequency of 10-3 and 
5-10 Hz, Vertical Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-128 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Horizontal RE, 1-2 Hz 
Horizontal ML DEA, 1-2 Hz 
Horizontal MM DEA, 1-2 Hz 
Horizontal MH DEA, 1-2 Hz 
DTN: MO0208UNHZ5X10.000 [DIRS 163722] 
Figure 6.2-45. Point A RE and DEA Spectra at an Annual Exceedance Frequency of 5x10-4 and 
1-2 Hz, Horizontal Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-129 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Horizontal RE, 5-10 Hz 
Horizontal ML DEA, 5-10 Hz 
Horizontal MM DEA, 5-10 Hz 
Horizontal MH DEA, 5-10 Hz 
DTN: MO0208UNHZ5X10.000 [DIRS 163722] 
Figure 6.2-46. Point A RE and DEA Spectra at an Annual Exceedance Frequency of 5x10-4 and 
5-10 Hz, Horizontal Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-130 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Vertical RE, 1-2 Hz 
Vertical ML DEA, 1-2 Hz 
Vertical MM DEA, 1-2 Hz 
Vertical MH DEA, 1-2 Hz 
DTN: MO0208UNHZ5X10.000 [DIRS 163722] 
Figure 6.2-47. Point A RE and DEA Spectra at an Annual Exceedance Frequency of 5x10-4 and 
1-2 Hz, Vertical Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-131 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Vertical RE, 5-10 Hz 
Vertical ML DEA, 5-10 Hz 
Vertical MM DEA, 5-10 Hz 
Vertical MH DEA, 5-10 Hz 
DTN: MO0208UNHZ5X10.000 [DIRS 163722] 
Figure 6.2-48. Point A RE and DEA Spectra at an Annual Exceedance Frequency of 5x10-4 and 
5-10 Hz, Vertical Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-132 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Horizontal RE, 1-2 Hz 
Horizontal ML DEA, 1-2 Hz 
Horizontal MM DEA, 1-2 Hz 
Horizontal MH DEA, 1-2 Hz 
DTN: MO0211DERES104.000 [DIRS 170423] 
Figure 6.2-49. Point A RE and DEA Spectra at an Annual Exceedance Frequency of 10-4 and 
1-2 Hz, Horizontal Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-133 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Horizontal RE, 5-10 Hz 
Horizontal ML DEA, 5-10 Hz 
Horizontal MM DEA, 5-10 Hz 
Horizontal MH DEA, 5-10 Hz 
DTN: MO0211DERES104.000 [DIRS 170423] 
Figure 6.2-50. Point A RE and DEA Spectra at an Annual Exceedance Frequency of 10-4 and 
5-10 Hz, Horizontal Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-134 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Vertical RE, 1-2 Hz 
Vertical ML DEA, 1-2 Hz 
Vertical MM DEA, 1-2 Hz 
Vertical MH DEA, 1-2 Hz 
DTN: MO0211DERES104.000 [DIRS 170423] 
Figure 6.2-51. Point A RE and DEA Spectra at an Annual Exceedance Frequency of 10-4 and 
1-2 Hz, Vertical Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-135 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Vertical RE, 5-10 Hz 
Vertical ML DEA, 5-10 Hz 
Vertical MM DEA, 5-10 Hz 
Vertical MH DEA, 5-10 Hz 
DTN: MO0211DERES104.000 [DIRS 170423] 
Figure 6.2-52. Point A RE and DEA Spectra at an Annual Exceedance Frequency of 10-4 and 
5-10 Hz, Vertical Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-136 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Horizontal RE, 1-2 Hz 
Horizontal ML DEA, 1-2 Hz 
Horizontal MM DEA, 1-2 Hz 
Horizontal MH DEA, 1-2 Hz 
DTN: MO0308UNHAZ105.000 [DIRS 170425] 
Figure 6.2-53. Point A RE and DEA Spectra at an Annual Exceedance Frequency of 10-5 and 
1-2 Hz, Horizontal Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-137 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Horizontal RE, 5-10 Hz 
Horizontal ML DEA, 5-10 Hz 
Horizontal MM DEA, 5-10 Hz 
Horizontal MH DEA, 5-10 Hz 
DTN: MO0308UNHAZ105.000 [DIRS 170425] 
Figure 6.2-54. Point A RE and DEA Spectra at an Annual Exceedance Frequency of 10-5 and 
5-10 Hz, Horizontal Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-138 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Vertical RE, 1-2 Hz 
Vertical ML DEA, 1-2 Hz 
Vertical MM DEA, 1-2 Hz 
Vertical MH DEA, 1-2 Hz 
DTN: MO0308UNHAZ105.000 [DIRS 170425] 
Figure 6.2-55. Point A RE and DEA Spectra at an Annual Exceedance Frequency of 10-5 and 
1-2 Hz, Vertical Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-139 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Vertical RE, 5-10 Hz 
Vertical ML DEA, 5-10 Hz 
Vertical MM DEA, 5-10 Hz 
Vertical MH DEA, 5-10 Hz 
DTN: MO0308UNHAZ105.000 [DIRS 170425] 
Figure 6.2-56. Point A RE and DEA Spectra at an Annual Exceedance Frequency of 10-5 and 
5-10 Hz, Vertical Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-140 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Horizontal RE, 1-2 Hz 
Horizontal ML DEA, 1-2 Hz 
Horizontal MM DEA, 1-2 Hz 
Horizontal MH DEA, 1-2 Hz 
DTN: MO0206UNHAZ106.001 [DIRS 163723] 
Figure 6.2-57. Point A RE and DEA Spectra at an Annual Exceedance Frequency of 10-6 and 
1-2 Hz, Horizontal Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-141 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Horizontal RE, 5-10 Hz 
Horizontal ML DEA, 5-10 Hz 
Horizontal MM DEA, 5-10 Hz 
Horizontal MH DEA, 5-10 Hz 
DTN: MO0206UNHAZ106.001 [DIRS 163723] 
Figure 6.2-58. Point A RE and DEA Spectra at an Annual Exceedance Frequency of 10-6 and 
5-10 Hz, Horizontal Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-142 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Vertical RE, 1-2 Hz 
Vertical ML DEA, 1-2 Hz 
Vertical MM DEA, 1-2 Hz 
Vertical MH DEA, 1-2 Hz 
DTN: MO0206UNHAZ106.001 [DIRS 163723] 
Figure 6.2-59. Point A RE and DEA Spectra at an Annual Exceedance Frequency of 10-6 and 
1-2 Hz, Vertical Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-143 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Vertical RE, 5-10 Hz 
Vertical ML DEA, 5-10 Hz 
Vertical MM DEA, 5-10 Hz 
Vertical MH DEA, 5-10 Hz 
DTN: MO0206UNHAZ106.001 [DIRS 163723] 
Figure 6.2-60. Point A RE and DEA Spectra at an Annual Exceedance Frequency of 10-6 and 
5-10 Hz, Vertical Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-144 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Horizontal RE, 1-2 Hz 
Horizontal ML DEA, 1-2 Hz 
Horizontal MM DEA, 1-2 Hz 
Horizontal MH DEA, 1-2 Hz 
DTN: MO0209UNHAZ107.000 [DIRS 163724] 
Figure 6.2-61. Point A RE and DEA Spectra at an Annual Exceedance Frequency of 10-7 and 
1-2 Hz, Horizontal Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-145 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Horizontal Reference EQ, 5-10 Hz 
Horizontal ML DEA, 5-10 Hz 
Horizontal MM DEA, 5-10 Hz 
Horizontal MH DEA, 5-10 Hz 
DTN: MO0209UNHAZ107.000 [DIRS 163724] 
Figure 6.2-62. Point A RE and DEA Spectra at an Annual Exceedance Frequency of 10-7 and 
5-10 Hz, Horizontal Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-146 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Vertical RE, 1-2 Hz 
Vertical ML DEA, 1-2 Hz 
Vertical MM DEA, 1-2 Hz 
Vertical MH DEA, 1-2 Hz 
DTN: MO0209UNHAZ107.000 [DIRS 163724] 
Figure 6.2-63. Point A RE and DEA Spectra at an Annual Exceedance Frequency of 10-7 and 
1-2 Hz, Vertical Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-147 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Vertical RE, 5-10 Hz 
Vertical ML DEA, 5-10 Hz 
Vertical MM DEA, 5-10 Hz 
Vertical MH DEA, 5-10 Hz 
DTN: MO0209UNHAZ107.000 [DIRS 163724] 
Figure 6.2-64. Point A RE and DEA Spectra at an Annual Exceedance Frequency of 10-7 and 
5-10 Hz, Vertical Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-148 November 2004 
Source: Wong and Silva (2004a [DIRS 170443], SR 9, page 25) 
Figure 6.2-65. Comparison of Vertical- and Horizontal-Component 5%-Damped Response 
Spectra for Site S1 Recording of the 1985 M 6.8 Nahanni Earthquake 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-149 November 2004 
Source: Wong and Silva (2004a [DIRS 170443], SR 9, page 29) 
Figure 6.2-66. Comparison of Vertical- and Horizontal-Component 5%-Damped Response 
Spectra for the Karakyr Recording of the 1976 M 6.8 Gazli Earthquake 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-150 November 2004 
Source: Wong and Silva (2004a [DIRS 170443], SR 9, page 37) 
Figure 6.2-67. Comparison of Vertical- and Horizontal-Component 5%-Damped Response 
Spectra for the Lucerne Recording of the 1992 M 7.3 Landers Earthquake 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-151 November 2004 
Source: Wong and Silva (2004a [DIRS 170443], SR 9, page 33) 
Figure 6.2-68. Comparison of Vertical- and Horizontal-Component 5%-Damped Response 
Spectra for the Los Angeles Dam Recording of the 1994 M 6.7 Northridge 
Earthquake 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-152 November 2004 
Source: Silva (1997 [DIRS 163747, Figure 21) 
Figure 6.2-69. Median Response Spectral Shapes (5%-Damped) Computed from WUS Data 
Recorded at Rock Sites in the Range of M 6 to M 7+ 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-153 November 2004 
Source: Silva (1997 [DIRS 163747], Figure 20) 
NOTE: As kappa increases, the peak shifts to longer periods and remains essentially constant in amplitude. 
Figure 6.2-70. Effects of Kappa on 5%-Damped Response Spectral Shapes Computed for a 
M 6.5 Earthquake at 10 km (6 mi.) Using WUS Parameters 
Sa/A 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-154 November 2004 
Source: Silva (1997 [DIRS 163747], Figure 26) 
NOTE: Line at 0.66 indicates the constant ratio of 2/3. 
Figure 6.2-71. Distance (Fault) Dependency of WUS Empirical Response Spectral Ratios (V/H) 
for M 6.5 at Rock and Soil Sites 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-155 November 2004 
Source: Silva (1997 [DIRS 163747], Figure 24) 
NOTE: In each figure, the solid line corresponds to motions recorded in WNA, 
dashed line to motions recorded in ENA. 
Figure 6.2-72. Average 5%-Damped Response Spectral Shapes (Sa/a) Computed from Motions 
Recorded on Rock Sites at Close Distances to M 6.4 (top) and M 4.0 
Earthquakes (bottom) 
LEGEND 
... 5%, WNA Rock, Average of 12 Horizontal Components 
- - - - - 5%, ENA Rock, Average of 6 Horizontal Components 
LEGEND 
... 5%, WNA Rock, Average of 10 Horizontal Components 
- - - - - 5%, ENA Rock, Average of 2 Horizontal Components 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-156 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
10-5 Vertical UHS 
10-5 Horizontal UHS 
10-6 Horizontal UHS 
10-6 Vertical UHS 
10-7 Horizontal UHS 
10-7 Vertical UHS 
10-3 Horizontal UHS 
10-3 Vertical UHS 
5x10-4 Horizontal UHS 
5x10-4 Vertical UHS 
10-4 Horizontal UHS 
10-4 Vertical UHS 
DTN: MO0401MWDRPSHA.000 [DIRS 166962], , 
MO0208UNHZ5X10.000 [DIRS 163722], MO0308UNHAZ105.000 [DIRS 170425], 
MO0206UNHAZ106.001 [DIRS 163723], MO0209UNHAZ107.000 [DIRS 163724] 
Figure 6.2-73. Mean Point A Vertical and Horizontal 5%-Damped Response Spectra for Annual 
Frequencies of Exceedance of 10-3, 5x10-4, 10-4, 10-5, 10-6, and 10-7 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-157 November 2004 
LEGEND 
.. .. .. .. .. D - 1.00 km (0.62 mi.) 
. .. . D - 1.00 km (0.62 mi.) 
    D - 1.00 km (0.62 mi.) 
... 1 
... 2/3 
Source: McGuire et al. (2001 [DIRS 157510], Table 4-4, Figure 4-36) 
Figure 6.2-74. V/H Spectral Ratios for Loading Levels of < 0.2g, 0.2-0.5g and > 0.5g for 
Western U.S. Rock (Soft Rock Conditions) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-158 November 2004 
LEGEND 
.. .. .. .. .. D - 1.00 km (0.62 mi.) 
. .. . D - 1.00 km (0.62 mi.) 
    D - 1.00 km (0.62 mi.) 
... 1 
... 2/3 
Source: McGuire et al. (2001 [DIRS 157510], Table 4-5, Figure 4-39) 
Figure 6.2-75. V/H Spectral Ratios for Loading Levels of < 0.2g, 0.2-0.5g and > 0.5g for Central 
and Eastern U.S. Rock (Hard-Rock Conditions) 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-159 November 2004 
0.0 
0.5 
1.0 
1.5 
2.0
0.1 1 10 100 
freq (Hz) 
v/h 
Revised UHS V/H 
YMP UHS V/H 
CEUS 
WUS 
Source: Appendix I, Filename: \10-3\vertic3.xls(p-ceus(3)) 
Figure 6.2-76. Comparison of 10-3 UHS V/H with Revised UHS V/H and with CEUS and WUS V/H Recommendations from 
NUREG/CR-6728 (McGuire et al. 2001 [DIRS 157510], Tables 4-4 and 4-5, Figures 4-36 and 4-39) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-160 November 2004 
0.0 
0.5 
1.0 
1.5 
2.0
0.1 1 10 100 
freq (Hz) 
v/h 
Revised UHS V/H 
YMP UHS V/H 
CEUS 
WUS 
Source: Appendix I, Filename: \5e-4\VERT5-4.xls(p-ceus(3)) 
Figure 6.2-77. Comparison of 5x10-4 UHS V/H with Revised UHS V/H and with CEUS and WUS V/H Recommendations from 
NUREG/CR-6728 (McGuire et al. 2001 [DIRS 157510], Tables 4-4 and 4-5, Figures 4-36 and 4-39) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-161 November 2004 
0.0 
0.5 
1.0 
1.5 
2.0
0.1 1 10 100 
freq (Hz) 
v/h 
Revised UHS V/H 
YMP UHS V/H 
CEUS 
WUS 
Source: Appendix I, Filename: \10-4\VERTIC4.xls(p-ceus(3)) 
Figure 6.2-78. Comparison of 10-4 UHS V/H with Revised UHS V/H and with CEUS and WUS V/H Recommendations from 
NUREG/CR-6728 (McGuire et al. 2001 [DIRS 157510], Tables 4-4 and 4-5, Figures 4-36 and 4-39) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-162 November 2004 
0.0 
0.5 
1.0 
1.5 
2.0
0.1 1 10 100 
freq (Hz) 
v/h 
Revised UHS V/H 
YMP UHS V/H 
CEUS 
WUS 
Source: Appendix I, Filename: \10-5\VERTIC5.xls(p-ceus(3)) 
Figure 6.2-79. Comparison of 10-5 UHS V/H with Revised UHS V/H and with CEUS and WUS V/H Recommendations from 
NUREG/CR-6728 (McGuire et al. 2001 [DIRS 157510], Tables 4-4 and 4-5, Figures 4-36 and 4-39) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-163 November 2004 
0.0 
0.5 
1.0 
1.5 
2.0
0.1 1 10 100 
freq (Hz) 
v/h 
Revised UHS V/H 
YMP UHS V/H 
CEUS 
WUS 
Source: Appendix I, Filename: \10-6\VERTICA1.xls(p-ceus(3))rev 
Figure 6.2-80. Comparison of 10-6 UHS V/H with Revised UHS V/H and with CEUS and WUS V/H Recommendations NUREG/CR- 
6728 (McGuire et al. 2001 [DIRS 157510], Tables 4-4 and 4-5, Figures 4-36 and 4-39) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-164 November 2004 
0.0 
0.5 
1.0 
1.5 
2.0
0.1 1 10 100 
freq (Hz) 
v/h 
Revised UHS V/H 
YMP UHS V/H 
CEUS 
WUS 
Source: Appendix I, Filename: \10-7\VERTICA1.xls(p-ceus(3)rev) 
Figure 6.2-81. Comparison of 10-7 UHS V/H with Revised UHS V/H and with CEUS and WUS V/H Recommendations NUREG/CR-6728 
(McGuire et al. 2001 [DIRS 157510], Tables 4-4 and 4-5, Figures 4-36 and 4-39) 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-165 November 2004 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
HORIZONTAL ENVELOPE SPECTRUM 
(ENVELOPE OF 1-2HZ, 5-10HZ REs AND UHS) 
VERTICAL ENVELOPE SPECTRUM 
(ENVELOPE OF 1-2HZ, 5-10HZ REs AND UHS) 
REVISED VERTICAL ENVELOPE SPECTRUM 
0.1 1 10 100 
Frequency (Hz) 
Source: Appendix I, Filename: \10-3\vertic3.xls(p-targetuhs1) 
Figure 6.2-82. Comparison of Revised Point A Vertical Envelope Spectrum to the Point A 
Horizontal Envelope and Original Vertical Envelope Spectra for an Annual 
Exceedance Frequency of 10-3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-166 November 2004 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
HORIZONTAL ENVELOPE SPECTRUM 
(ENVELOPE OF 1-2HZ, 5-10HZ REs AND UHS) 
VERTICAL ENVELOPE SPECTRUM 
(ENVELOPE OF 1-2HZ, 5-10HZ REs AND UHS) 
REVISED VERTICAL ENVELOPE SPECTRUM 
0.1 1 10 100 
Frequency (Hz) 
Source: Appendix I, Filename: \53-4\vert5-4.xls(p-targetuhs) 
Figure 6.2-83. Comparison of Revised Point A Vertical Envelope Spectrum to the Point A 
Horizontal Envelope and Original Vertical Envelope Spectra for an Annual 
Exceedance Frequency of 5x10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-167 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
HORIZONTAL ENVELOPE SPECTRUM 
(ENVELOPE OF 1-2HZ, 5-10HZ REs AND UHS) 
VERTICAL ENVELOPE SPECTRUM 
(ENVELOPE OF 1-2HZ, 5-10HZ REs AND UHS) 
REVISED VERTICAL ENVELOPE SPECTRUM 
Source: Appendix I, Filename: \10-4\vertic4.xls(p-targetuhs) 
Figure 6.2-84. Comparison of Revised Point A Vertical Envelope Spectrum to the Point A 
Horizontal Envelope and Original Vertical Envelope Spectra for an Annual 
Exceedance Frequency of 10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-168 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
HORIZONTAL ENVELOPE SPECTRUM 
(ENVELOPE OF 1-2HZ, 5-10HZ REs AND UHS) 
VERTICAL ENVELOPE SPECTRUM 
(ENVELOPE OF 1-2HZ, 5-10HZ REs AND UHS) 
REVISED VERTICAL ENVELOPE SPECTRUM 
Source: Appendix I, Filename: \10-5\vertic5.xls(p-targetuhs) 
Figure 6.2-85. Comparison of Revised Point A Vertical Envelope Spectrum to the Point A 
Horizontal Envelope and Original Vertical Envelope Spectra for an Annual 
Exceedance Frequency of 10-5 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-169 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
HORIZONTAL ENVELOPE SPECTRUM 
(ENVELOPE OF 1-2HZ, 5-10HZ REs AND UHS) 
VERTICAL ENVELOPE SPECTRUM 
(ENVELOPE OF 1-2HZ, 5-10HZ REs AND UHS) 
REVISED VERTICAL ENVELOPE SPECTRUM 
Source: Appendix I, Filename: \10-6\vertica1.xls(p-targetuhs1) 
Figure 6.2-86. Comparison of Revised Point A Vertical Envelope Spectrum to the Point A 
Horizontal Envelope and Original Vertical Envelope Spectra for an Annual 
Exceedance Frequency of 10-6 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-170 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
Spectral Acceleration (g) 
HORIZONTAL ENVELOPE SPECTRUM 
(ENVELOPE OF 1-2HZ, 5-10HZ REs AND UHS) 
VERTICAL ENVELOPE SPECTRUM 
(ENVELOPE OF 1-2HZ, 5-10HZ REs AND UHS) 
REVISED VERTICAL ENVELOPE SPECTRUM 
Source: Appendix I, Filename: \10-7\vertica1.xls(p-targetuhs1) 
Figure 6.2-87. Comparison of Revised Point A Vertical Envelope Spectrum to the Point A 
Horizontal Envelope and Original Vertical Envelope Spectra for an Annual 
Exceedance Frequency of 10-7 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-171 November 2004 
Boundary of Emplacement Area 
 Boreholes 
Source: BSC 2002b [DIRS 157756], Figures 4-5 and 5-4 
NOTES: 1) The Waste Handling Buildings (WHB) area, depicted in Figure 6.2-89, is located just to the east of Exile Hill. 
2) Not to scale. 
Figure 6.2-88. Map of Subsurface Emplacement Area Layout 
N 
Exile 
Hill 
ESF 
ESF 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-172 November 2004 
Surface Facility 
Exploration Area 
Surface Facility 
Exploration Area 
Potential Exclusion Area 
(existing structures, portal) 
Potential Exclusion Area 
(existing structures, portal) 
N 
RF#18 
RF#13 RF#25 
RF#21 
RF#14 
RF#19
RF#17 
RF#20 
RF#16 
RF#26 
RF#28 
RF#15 
RF#24 
RF#22 
RF#29 
RF#23 
U 
D 
Boreholes 
Exile Hill 
Fault Splay 
Boreholes 
Exile Hill 
Fault Splay 
Test Pits 
Test Pit #1 
Test Pit #2 
Test Pit #3 
Test Pit #4 
Surface Facility 
Exploration Area 
Surface Facility 
Exploration Area 
Potential Exclusion Area 
(existing structures, portal) 
Potential Exclusion Area 
(existing structures, portal) 
N 
RF#18 
RF#13 RF#25 
RF#21 
RF#14 
RF#19
RF#17 
RF#20 
RF#16 
RF#26 
RF#28 
RF#15 
RF#24 
RF#22 
RF#29 
RF#23 
U 
D 
Boreholes 
Exile Hill 
Fault Splay 
Boreholes 
Exile Hill 
Fault Splay 
Test Pits 
Test Pit #1 
Test Pit #2 
Test Pit #3 
Test Pit #4 
NOT TO SCALE 
Source: BSC 2002a [DIRS 157829], Figures 2 and 3, YMP Photograph #BN8811_50 
NOTE: U and D signify the upthrown and downthrown sides, respectively, of the Exile Hill fault splay. 
Figure 6.2-89. WHB Area and Locations of Boreholes and Test Pits 
WHB Area 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-173 November 2004 
# 
#
# 
# 
# 
# 
# 
# 
# 
# 
# 
#
# 
# 
# # 
#
# 
# 
# 
# 
# 
#
# 
#
#
# 
# 
#
# 
# 
$ 
$ 
$ 
$ 
$ 
$ 
$ 
$ 
% 
% 
% 
% 
% 
% 
State Plane NAD 27: 
Nevada Central 
Units: feet 
PANEL 1 
PANEL 3 
PANEL 2 
PANEL 4 # 
RECOMMENDED 
REPOSITORY 
FOOTPRINT 
SOUTH RAMP 
NORTH 
RAMP 
G-2 
NRG-6 
UZ-16 WT-2 
N 
0 2000 4000 Feet 
555000 
555000 
560000 
560000 
565000 
565000 
570000 
570000 
755000 755000 
760000 760000 
765000 765000 
770000 770000 
775000 775000 
780000 780000 
Center of SASW Surveys # 
VSP Boreholes % 
Downhole Survey Boreholes $ 
SD-12 
G-4 
Source: Wong and Silva 2003 [DIRS 163201], Figure 1 
Figure 6.2-90. Repository Panel Layout for the Emplacement Area and Locations of SASW, 
Downhole Velocity, and VSP Surveys on or Near the Repository Block 

MDL-MGR-GS-000003 REV 01 6-174 November 2004 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
DTN: GS990908314224.010 [DIRS 152631] 
Figure 6.2-91. Northeast-Southwest Schematic Cross Section through Yucca Mountain along the Enhanced Characterization of the 
Repository Block Cross-Drift 
WHB Area 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-175 November 2004 
Source: BSC 2002a [DIRS 157829], Figure 224 
NOTE: Boreholes in black are pre-existing holes, boreholes in yellow are mud rotary, and boreholes in green are 
core holes. 
Figure 6.2-92. Locations of Cross Sections and Interpreted Faults through the WHB Area 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-176 November 2004 
Source: BSC 2002a [DIRS 157829], Figure 225 
Figure 6.2-93. WHB Area Geologic Cross Section A-A', Looking South 
SE NW
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-177 November 2004 
Source: BSC 2002a [DIRS 157829], Figure 233 
NOTES: 1. Gray-shaded areas indicate the units that were evaluated in BSC 2002a [DIRS 157829]. 
2. Dynamic laboratory tests available for units marked with *. 
Figure 6.2-94. Generalized Lithostratigraphic Column of the Paintbrush Group 
TIMBER MOUNTAIN 
GROUP
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-178 November 2004 
750 
700 
650 
600 
550 
500 
450 
400 
350 
300 
250 
200 
150 
100 
50
0 
Depth Below Ground Surface, feet 
RF#13 
RF#14 
RF#15 
RF#16 
RF#17 
RF#18 
RF#19 
RF#20 
RF#21 
RF#22 
RF#23 
RF#24 
RF#25 
RF#26 
RF#28 
RF#29 
0 1000 2000 3000 4000 5000 6000 7000 
Seismic Velocity, feet per second 
blank 
DTN: MO0111DVDWHBSC.001 [DIRS 157296] 
Source: BSC 2002a [DIRS 157829], Figure 20 
Figure 6.2-95. Downhole VS Profiles in the WHB Area from the 2000-2001 Surveys 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-179 November 2004 
750 
700 
650 
600 
550 
500 
450 
400 
350 
300 
250 
200 
150 
100 
50
0 
Depth Below Ground Surface, feet 
RF#13 
RF#14 
RF#15 
RF#16 
RF#17 
RF#18 
RF#19 
RF#20 
RF#21 
RF#22 
RF#23 
RF#24 
RF#25 
RF#26 
RF#28 
RF#29 
0 2000 4000 6000 8000 10000 12000 14000 
Seismic Velocity, feet per second 
blank 
DTN: MO0111DVDWHBSC.001 [DIRS 157296] 
Source: BSC 2002a [DIRS 157829], Figure 21 
Figure 6.2-96. Downhole VP Profiles in the WHB Area from the 2000-2001 Surveys 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-180 November 2004 
750 
700 
650 
600 
550 
500 
450 
400 
350 
300 
250 
200 
150 
100 
50
0 
Depth Below Ground Surface, feet 
Mean 
Median 
16th Percentile 
84th Percentile 
0 1000 2000 3000 4000 5000 6000 7000 
Seismic Velocity, feet per second 
Source: BSC 2002a [DIRS 157289], Figure 25; Appendix I (Filename: 
velocity\statistics\downhole_whb_s_stats_up_log.xls) 
Figure 6.2-97. Mean, Median, and 16th and 84th Percentile Downhole VS Profiles in the WHB 
Area 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-181 November 2004 
750 
700 
650 
600 
550 
500 
450 
400 
350 
300 
250 
200 
150 
100 
50
0 
Depth Below Ground Surface, feet 
Mean 
Median 
84th Percentile 
16th Percentile 
0 2000 4000 6000 8000 10000 12000 14000 
Seismic Velocity, feet per second 
blank 
Source: Wong and Silva 2004b [DIRS 170444], SR-1, page 2; Appendix I (Filename: 
velocity\statistics\downhole_whb_p_stats_up_log.xls) 
Figure 6.2-98. Mean, Median, and 16th and 84th Percentile Downhole VP Profiles in the WHB 
Area 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-182 November 2004 
750 
700 
650 
600 
550 
500 
450 
400 
350 
300 
250 
200 
150 
100 
50
0 
Depth Below Ground Surface, feet 
UZ-N27 
UZ-N33 
UZ-N46 
UZ-N64 
UZ-N66 
UZ-N71 
UZ-N75 
UZ-N94 
0 1000 2000 3000 4000 5000 6000 7000 
Seismic Velocity, feet per second 
DTN: MO0202DVDWHBSC.002 [DIRS 158078] 
Source: BSC 2002a [DIRS 157829], Figure 211 
Figure 6.2-99. Downhole VS Profiles on or Near the Repository Block 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-183 November 2004 
750 
700 
650 
600 
550 
500 
450 
400 
350 
300 
250 
200 
150 
100 
50
0 
Depth Below Ground Surface, feet 
Mean 
Median 
84th Percentile 
16th Percentile 
0 1000 2000 3000 4000 5000 6000 7000 8000 
Seismic Velocity, feet per second 
Source: BSC 2002a [DIRS 157829], Figure 212; Appendix I (Filename: downhole_crest_s_stats_log,xls) 
Figure 6.2-100. Mean, Median, and 16th and 84 Percentile Downhole VS Profiles on or Near the 
Repository Block 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-184 November 2004 
750 
700 
650 
600 
550 
500 
450 
400 
350 
300 
250 
200 
150 
100 
50
0 
Depth Below Ground Surface, feet 
0 1000 2000 3000 4000 5000 6000 7000 
Seismic Velocity, feet per second 
RF-13 
RF-14 
RF-15 
RF-16 
RF-17 
RF-18 
RF-19 
RF-20 
RF-21 
RF-22 
RF-23 
RF-24 
RF-25 
RF-26 
RF-28 
RF-29 
Source: Wong and Silva 2004b [DIRS 170444], SR-1, page 18 
Figure 6.2-101. Smoothed VS Suspension Profiles in the WHB Area 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-185 November 2004 
750 
700 
650 
600 
550 
500 
450 
400 
350 
300 
250 
200 
150 
100 
50
0 
Depth Below Ground Surface, feet 
0 2000 4000 6000 8000 10000 12000 14000 
Seismic Velocity, feet per second 
RF-13 
RF-14 
RF-15 
RF-16 
RF-17 
RF-18 
RF-19 
RF-20 
RF-21 
RF-22 
RF-23 
RF-24 
RF-25 
RF-26 
RF-28 
RF-29 
Source: Wong and Silva 2004b [DIRS 170444], SR-1, page 19 
Figure 6.2-102. Smoothed VP Suspension Profiles in the WHB Area 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-186 November 2004 
750 
700 
650 
600 
550 
500 
450 
400 
350 
300 
250 
200 
150 
100 
50
0 
Depth Below Ground Surface, feet 
Mean 
Median 
16th Percentile 
84th Percentile 
0 1000 2000 3000 4000 5000 6000 7000 
Seismic Velocity, feet per second 
Source: Wong and Silva 2004b [DIRS 170444], SR-1, page 25; Appendix I (Filename: 
suspension_whb_s_stats_log_up.xls) 
Figure 6.2-103. Mean, Median, and 16th and 84 Percentile VS Suspension Profiles in the WHB 
Area 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-187 November 2004 
750 
700 
650 
600 
550 
500 
450 
400 
350 
300 
250 
200 
150 
100 
50
0 
Depth Below Ground Surface, feet 
Mean 
Median 
16th Percentile 
84th Percentile 
0 2000 4000 6000 8000 10000 12000 14000 
Seismic Velocity, feet per second 
blank 
Source: Wong and Silva 2004b [DIRS 170444], SR-1, page 41; Appendix I 
(Filename: suspension_whb_p_stats_log_up.xls) 
Figure 6.2-104. Mean, Median, and 16th and 84 Percentile VP Suspension Profiles in the WHB 
Area 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-188 November 2004 
Source: BSC 2002a [DIRS 157829], Figure 43 
NOTE: The dashed line is the Exile Hill fault splay. 
Figure 6.2-105. Locations of SASW Surveys in the WHB Area 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-189 November 2004 
750 
700 
650 
600 
550 
500 
450 
400 
350 
300 
250 
200 
150 
100 
50
0 
Depth Below Ground Surface, feet 
0 1000 2000 3000 4000 5000 6000 7000 
Seismic Velocity, feet per second 
blank 
SASW-1 
SASW-2 
SASW-3 
SASW-4 
SASW-5 
SASW-6 
SASW-7 
SASW-8 
SASW-9 
SASW-10+37 
SASW-11 
SASW-12 
SASW-13 
SASW-14 
SASW-15 
SASW-16 
SASW-17 
SASW-18 
SASW-19 
SASW-20 
SASW-21 
SASW-22 
SASW-23 
SASW-24 
SASW-25 
SASW-26 
SASW-27 
SASW-28 
SASW-29 
SASW-30 
SASW-31 
SASW-32+35 
SASW-33 
SASW-34+36 
Profile 1 
SASW-34+36 
Profile 2 
SASW-D 12 
DTN: MO0110SASWWHBS.000 [DIRS 157969] 
Source: BSC 2002a [DIRS 157829], Figure 89 
Figure 6.2-106. SASW VS Profiles in the WHB Area 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-190 November 2004 
750 
700 
650 
600 
550 
500 
450 
400 
350 
300 
250 
200 
150 
100 
50
0 
Depth Below Ground Surface, feet 
Mean 
Median 
16th Percentile 
84th Percentile 
0 1000 2000 3000 4000 5000 6000 7000 
Seismic Velocity, feet per second 
Source: BSC 2002a [DIRS 157829], Figure 97 (Filename: sasw_whb_s_stats_up_log.xls) 
Figure 6.2-107. Mean, Median, and 16th and 84th Percentile SASW VS Profiles in the WHB Area 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-191 November 2004 
C-1 
C-3
C-6 
C-5 
C-7 
C-2
C-4 
Road on 
Top of 
Yucca 
Mountain 
N 
Legend
: 
D 
C 
S 
Location of SASW Survey 
(2000) for Deep Profiling 
(500-800 ft) 
Location of SASW Survey 
(2001) for Shallow Profiling 
(100-200 ft) 
R Location of SASW Survey 
of Exposed Rock 
Location of SASW Survey 
(2001) for Deep Profiling 
(500-800 ft) 
S3 
S11 
S2 
S1 
S6 
S12 
S5 
S7 
S10 
 
R2 
S8 
 
R1 
S9 
S4 
D1 
D2
D3 
D11 
D9 
D10 
D4 
D5 
D6 
D7 
D8
 R3 
Source: BSC 2002a [DIRS 157829], Figure 157 
NOTE: Dashed green line shows the emplacement area proposed as of July 2000. Boreholes used for VSP are 
highlighted in yellow. 
Figure 6.2-108. Locations of SASW Surveys on or Near the Repository Block 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-192 November 2004 
800 
750 
700 
650 
600 
550 
500 
450 
400 
350 
300 
250 
200 
150 
100 
50
0 
Depth Below Ground Surface, feet 
D-1 
D-2 
D-3 
D-4 
D-5 
D-6 Profile 1 
D-6 Profile 2 
D-7 
D-8 
D-9 
D-10 
D-11 Profile 1 
D-11 Profile 2 
D-11 Profile 3 
S-1 
S-2 
S-3 
S-4 
S-5 
S-6 
S-7 
S-8 
S-9 
S-10 
S-11 
S-12 
C-1 
C-2 Profile 1 
C-2 Profile 2 
C-2 Profile 3 
C-3 
C-4 
C-5 
C-6 Profile 1 
C-6 Profile 2 
C-6 Profile 3 
C-7 
0 1000 2000 3000 4000 5000 6000 7000 
Seismic Velocity, feet per second 
DTN: MO0203SEPSASWD.000 [DIRS 158084], MO0110SASWVDYM.000 [DIRS 158076], 
MO0206SASROCK.000 [DIRS 159081] 
Source: BSC 2002a [DIRS 157829], Figure 192 
Figure 6.2-109. SASW VS Profiles on or Near the Repository Block 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-193 November 2004 
750 
700 
650 
600 
550 
500 
450 
400 
350 
300 
250 
200 
150 
100 
50
0 
Depth Below Ground Surface, feet 
Mean 
Median 
16th Percentile 
84th Percentile 
0 1000 2000 3000 4000 5000 6000 7000 
Seismic Velocity, feet per second 
Source: Appendix I (\velocity\statistics\sasw_crest_s_stats_log5.xls) 
Figure 6.2-110. Mean, Median, and 16th and 84th Percentile SASW VS Profiles on or Near the 
Repository Block 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-194 November 2004 
Source: BSC 2002a [DIRS 157829], Figure 144 
NOTE: To convert meters to feet, multiply by 3.281 
Figure 6.2-111. Locations of SASW Surveys in the ESF Main Drift 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-195 November 2004 
24 
22 
20 
18 
16 
14 
12 
10
8
6
4
2
0 
Depth Into Tunnel Face, feet 
T-1 Profile 1 
T-1 Profile 2 
T-1 Profile 3 
T-2 
T-3 
T-4 
T-5 
0 1000 2000 3000 4000 5000 6000 7000 8000 
Seismic Velocity, feet per second 
DTN: MO0206SASWROCK.000 [DIRS 159081] 
Source: BSC 2002a [DIRS 157829], Figure 150 
Figure 6.2-112. SASW VS Profiles in the ESF Main Drift 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-196 November 2004 
24 
22 
20 
18 
16 
14 
12 
10
8
6
4
2
0 
Depth Below Ground Surface, feet 
Mean 
Median 
16th Percentile 
84th Percentile 
0 1000 2000 3000 4000 5000 6000 7000 8000 
Seismic Velocity, feet per second 
Source: BSC 2002a [DIRS 157829], Figure 151; Appendix I (Filename: 
\velocity\statistics\sasw_tunnel_s_stats_log.xls) 
Figure 6.2-113. Mean, Median, and 16th and 84th Percentile SASW VS Profiles in the ESF Main 
Drift 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-197 November 2004 
0 
2000 
4000 
6000 
8000 
10000 
12000 
14000 
0 500 1000 1500 2000 2500 3000 
Depth (ft) 
V (ft/sec) 
Vp Basecase1 
G2 P-Wave 
WT2 P-Wave 
NRG6 P-Wave 
UZ16 P-Wave 
Source: Wong and Silva 2003 [DIRS 163201], p. 31; Appendix I (Filename: velocity\travel_vsp.xls) 
NOTE: Corrected for source offset. 
Figure 6.2-114. Comparison of VSP VP Profiles 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-198 November 2004 
0 
1000 
2000 
3000 
4000 
5000 
6000 
7000 
8000 
9000 
0 500 1000 1500 2000 2500 3000 
Depth (ft) 
V (ft/sec) 
Vs Basecase1 
WT2 S-wave if v=0.3 
NRG6 S-wave if v=0.3 
G2 S-Wave 
UZ16 S-Wave 
Source: Wong and Silva 2003 [DIRS 163201], p. 32; Appendix I (\velocity\travel_vsp.xls) 
NOTE: Corrected for source offset. 
Figure 6.2-115. Comparison of VSP VS Profiles 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-199 November 2004 
1500 
1450 
1400 
1350 
1300 
1250 
1200 
1150 
1100 
1050 
1000 
950 
900 
850 
800 
750 
700 
650 
600 
550 
500 
450 
400 
350 
300 
250 
200 
150 
100 
50
0 
Depth Below Ground Surface, feet 
SASW + Downhole 
Mean 
Median 
16th Percentile 
84th Percentile 
0 1000 2000 3000 4000 5000 6000 7000 
Seismic Velocity, feet per second 
VSP 
Base Case Profile #1 
Base Case Profile #2 
T-2 to T-5 
SASW 
in ESF 
DTN: MO0206SASWVSP1.001 [DIRS 163777] (Basecase Profiles #1 and #2) 
Source: Wong and Silva 2003 [DIRS 163201], p. 20 
Figure 6.2-116. Base Case VS Profiles for Repository Block 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-200 November 2004 
1500 
1450 
1400 
1350 
1300 
1250 
1200 
1150 
1100 
1050 
1000 
950 
900 
850 
800 
750 
700 
650 
600 
550 
500 
450 
400 
350 
300 
250 
200 
150 
100 
50
0 
Depth Below Ground Surface, feet 
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 
Poisson's Ratio 
VSP 
Source: Wong and Silva 2003 [DIRS 163201], p. 23 
Figure 6.2-117. Computed Poissons Ratios for the Repository Block from the VSP Surveys 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-201 November 2004 
1500 
1450 
1400 
1350 
1300 
1250 
1200 
1150 
1100 
1050 
1000 
950 
900 
850 
800 
750 
700 
650 
600 
550 
500 
450 
400 
350 
300 
250 
200 
150 
100 
50
0 
Depth Below Ground Surface, feet 
0 2000 4000 6000 8000 10000 12000 14000 
Seismic Velocity, feet per second 
VSP 
BC Profile #1 (Vs) 
BC Profile #2 (Vs) 
BC Profile #1 (Vp) 
BC Profile #2 (Vp) 
DTN: MO0206SASWVSP1.001 [DIRS 163777] (Basecase Profiles #1 and #2) 
Source: Wong and Silva 2003 [DIRS 163201], p. 22 
Figure 6.2-118. Base Case VS and VP Profiles for the Repository Block 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-202 November 2004 
500 
450 
400 
350 
300 
250 
200 
150 
100 
50
0 
Depth Below Ground Surface, feet 
0 1000 2000 3000 4000 5000 6000 7000 
Seismic Velocity, feet per second 
blank 
Geometric Mean 
Smoothed Base Case 
Source: Wong and Silva 2003 [DIRS 163201], p. 91, Figure 30 
Figure 6.2-119. Base Case VS Profile for Tuff in the Surface Facilities Area 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-203 November 2004 
500 
450 
400 
350 
300 
250 
200 
150 
100 
50
0 
Depth Below Ground Surface, feet 
0 2000 4000 6000 8000 10000 12000 14000 
Seismic Velocity, feet per second 
blank 
Geometric Mean 
Smoothed Basecase 
Source: Wong and Silva 2003 [DIRS 163201], p. 93, Figure 32 
Figure 6.2-120. Base Case VP Profile for Tuff in the Surface Facilities Area 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-204 November 2004 
500 
450 
400 
350 
300 
250 
200 
150 
100 
50
0 
Depth Below Ground Surface, feet 
0 1000 2000 3000 4000 5000 6000 7000 
Seismic Velocity, feet per second 
Source: Wong and Silva 2003 [DIRS 163201], p. 88, Figure 27 
Figure 6.2-121. Base Case VS Profile for Alluvium in the Surface Facilities Area 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-205 November 2004 
500 
450 
400 
350 
300 
250 
200 
150 
100 
50
0 
Depth Below Ground Surface, feet 
0 2000 4000 6000 8000 10000 12000 14000 
Seismic Velocity, feet per second 
blank 
Source: Wong and Silva 2003 [DIRS 163201], p. 90, Figure 29 
Figure 6.2-122. Base Case VP Profile for Alluvium in the Surface Facilities Area 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-206 November 2004 
T1 
T 2 
T3 
T4 
V1 
V2
V3 
V4 
Vmedian (h 3) 
Layering 
Description 
Velocity Median 
Velocity Description 
V (ft/sec) 
h (ft) 
V (ft/sec) 
h (ft) 
Soil Velocity 
Profile 
V (ft/sec) 
h (ft) 
Z2 
Z3 
Source: Silva et al. 1996 [DIRS 110474], Appendix C, Figure 14 
Figure 6.2-123. Formulation of Probabilistic Representation of Velocity Models 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-207 November 2004 
Source: Wong and Toro 2003 [DIRS 163848], Supplemental Records 35 and 40 
NOTE: Values on right side of profiles indicate number of profiles used in statistics as a function of depth. 
Figure 6.2-124. Summary Statistics and Probabilistic Representation of Repository Block VS 
Profiles 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-208 November 2004 
Predicted Cumulative Count 
Observed Cumulative Count 
Number of profiles at depth h: n(h) 
0 
10 
20 
30 
40 
50 
60 
70 
80 
90 
100 
110 
120 
130 
0 20 40 60 80 100 120 140 160 180 200 
Depth (m) 
Cumulative no. of Lyr. Boundaries 
ANALYSIS OF PROFILE DATA: RB 
0.0 
0.1 
0.2 
0.3 
0.4 
0.5 
0.6 
0.7 
0.8 
0.9 
0 20 40 60 80 100 120 140 160 180 200 
Depth (m) 
Lambda (1/m) 
ANALYSIS OF PROFILE DATA: RB 
All Data 
DH 
SASW Deep 
SASW Shallow 
Source: Wong and Toro 2003 [DIRS 163848], Supplemental Record 54, pages 15 and 17 
Figure 6.2-125. Analysis of Repository Block Layer Thickness Data 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-209 November 2004 
Source: Wong and Toro 2003 [DIRS 163848], Supplemental Record 47, pages 16, 17, 29, 30 
NOTE: Values on right side of profiles indicate number of profiles used in statistics as a function of depth. 
Figure 6.2-126. Summary Statistics of Surface Facilities VS Profiles in Alluvium and Tuff 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-210 November 2004 
Source: Wong and Toro 2003 [DIRS 163848], Supplemental Record 48, pages 3 and 4; and Supplemental 
Record 49, pages 3 and 4 
Figure 6.2-127. Probabilistic Representation of Surface Facilities VS Profiles in Alluvium and Tuff 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-211 November 2004 
Source: Wong and Toro 2003 [DIRS 163848], Supplemental Records 71 and 72 
Figure 6.2-128. Correlation Coefficients Versus Depth for Repository Block and Surface Facilities 
Area 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-212 November 2004 
450 
400 
350 
300 
250 
200 
150 
100 
50
0 
Depth Below Ground Surface, meters 
0 1000 2000 3000 4000 
Seismic Velocity, meters per second 
DTN: MO0206SASWVSP1.001 [DIRS 163777] (Basecase #1) 
Source: Wong and Silva 2004a [DIRS 170443], page 72, Supplemental Record 81, page 2 
NOTE: The 9 randomized VS profiles shown are a subset of the 60 generated for Repository Block Basecase #1 
Figure 6.2-129. Randomized VS Profiles Generated from Repository Block Base Case #1 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-213 November 2004 
250 
200 
150 
100 
50
0 
Depth Below Ground Surface, meters 
0 1000 2000 3000 4000 
Seismic Velocity,meters per second 
blank 
Source: Wong and Silva 2004d [DIRS 172075], page 34 
NOTE: The 9 randomized VS profiles shown are a subset of the 60 generated for the Surface Facilities Area 
Figure 6.2-130. Randomized VS Profiles at the Surface Facilities Area 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-214 November 2004 
0.0001 0.001 0.01 0.1 1 
Shearing Strain (%) 
0 
0.2 
0.4 
0.6 
0.8
1 
Normalized Shear Modulus, G/Gmax 
0
0.2 
0.4 
0.6 
0.8 
1 
0.0001 0.001 0.01 0.1 1 
Shearing Strain (%) 
0
4
8 
12 
16 
20 
24 
28 
Material Damping Ratio (%) 
0
4
8
12 
16 
20 
24 
28 
Tpcpmn - 2000 Samples 
Tpcpmn - 1999 Samples 
Tpcpln - 2000 Samples 
Tpcpul - 2000 Samples 
Tpcrn - 2000 Samples 
Tpki "Tuff X" - 2000 Samples 
Tpki "Tuff X" - 1999 Samples 
DTN: MO0203DHRSSWHB.001 [DIRS 158082], MO9905LABDYNRS.000 [DIRS 103792] 
Figure 6.2-131. Laboratory Test Results on Tuff Specimens Grouped by Stratigraphic Unit 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-215 November 2004 
1x10-4 1x10-3 1x10-2 1x10-1 1x100 
Shearing Strain, ., % 
0.2 
0.4 
0.6 
0.8
1 
Normalized Shear Modulus, G/Gmax 
0.2 
0.4 
0.6 
0.8 
1 
1x10-4 1x10-3 1x10-2 1x10-1 1x100 
Shearing Strain ,., % 
0
4
8 
12 
16 
20 
24 
28 
Material Damping Ratio, D, % 
0
4
8
12 
16 
20 
24 
28 
Tpcrn - 2000 Samples 
Tpcpul - 2000 Samples 
Tpcpmn - 2000 Samples 
Tpcpmn - 1999 Samples 
1
1 
DTN: MO0203DHRSSWHB.001 [DIRS 158082], MO9905LABDYNRS.000 [DIRS 103792] 
Figure 6.2-132. Laboratory Test Results on Welded Tuff Specimens 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-216 November 2004 
0.2 
0.4 
0.6 
0.8
1 
Normalized Shear Modulus, G/Gmax 
0.2 
0.4 
0.6 
0.8 
1 
1.0x10-4 1.0x10-3 1.0x10-2 1.0x10-1 1.0x100 
Shearing Strain, ., % 
1x10-4 1x10-3 1x10-2 1x10-1 1x100 
Shearing Strain, ., % 
0
2
4
6
8 
10 
12 
14 
16 
18 
20 
22 
24 
26 
28 
Material Damping Ratio, D, % 
0
2
4
6
8
10 
12 
14 
16 
18 
20 
22 
24 
26 
28 
Tpki "Tuff X" - 1999 Samples 
Tpki "Tuff X" - 2000 Samples 
1
1 
DTN: MO0203DHRSSWHB.001 [DIRS 158082], MO9905LABDYNRS.000 [DIRS 103792] 
Figure 6.2-133. Laboratory Test Results on Nonwelded Tuff Specimens 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-217 November 2004 
1000 
800 
600 
400 
200
0 
Shear Wave Velocity, V s , ft/sec 
150 100 50 0 
Dry Unit Weight, pcf 
Note: Fixed-Free Resonant Column Data at 
Estimated Mean In-Situ Total 
DTN: MO0203DHRSSWHB.001 [DIRS 158082] 
Figure 6.2-134. Variation of VS Measured in the Laboratory at In-Situ Mean Total Stress with Dry 
Unit Weight of Intact Tuff Specimens 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-218 November 2004 
0.0001 0.001 0.01 0.1 1 
Shearing Strain (%) 
0 
0.2 
0.4 
0.6 
0.8
1 
Normalized Shear Modulus, G/Gmax 
0
0.2 
0.4 
0.6 
0.8 
1 
Group 1 Tuff Specimens 
Group 2 Tuff Specimens 
Group 3 Tuff Specimens 
DTN: MO0203DHRSSWHB.001 [DIRS 158082] 
Figure 6.2-135. Variation in Normalized Shear Modulus with Shearing Strain of Intact Tuff 
Specimens for Groups Based on Dry Unit Weight 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-219 November 2004 
0.0001 0.001 0.01 0.1 1 
Shearing Strain (%) 
0
4
8 
12 
16 
20 
24 
28 
Material Damping Ratio (%) 
0
4
8
12 
16 
20 
24 
28 
Group 1 Tuff Specimens 
Group 2 Tuff Specimens 
Group 3 Tuff Specimens 
DTN: MO0203DHRSSWHB.001 [DIRS 158082] 
Figure 6.2-136. Variation in Material Damping Ratio with Shearing Strain of Intact Tuff 
Specimens for Groups Based on Dry Unit Weight 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-220 November 2004 
10000 
8000 
6000 
4000 
2000
0 
Lab Vs at Estimated In-Situ Stress 
10000 8000 6000 4000 2000 0 
Field Vs at Specimen Depth 
Fiels Seismic Method: 
Downhole (DH) 
Suspension Logger (SUS) 
Spectral Analysis of Surface 
Waves(SASW) 
Note: SASW tests not conducted to 
Depth > 200ft 
Source: Wong and Silva 2003 [DIRS 163201], page 117 
Figure 6.2-137. Comparison of VS Measured in the Laboratory and in the Field with Three 
Different Seismic Methods: Tuff Materials in the Surface Facilities Area 
Field 
(ft/sec) 
(ft/sec) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-221 November 2004 
10000 
8000 
6000 
4000 
2000
0 
Vs Smaller Specimen 
10000 8000 6000 4000 2000 0 
Vs Larger Specimen 
Source: Wong and Silva 2003 [DIRS 163201], page 118 
Figure 6.2-138. Comparison of VS Measured in the Laboratory: Large and Small Tuff Specimens 
(ft/sec) 
(ft/sec) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-222 November 2004 
0.0001 0.001 0.01 0.1 1 
Shearing Strain (%) 
0 
0.2 
0.4 
0.6 
0.8
1 
Normalized Shear Modulus, G/Gmax 
0
0.2 
0.4 
0.6 
0.8 
1 
0.0001 0.001 0.01 0.1 1 
Shearing Strain (%) 
0
4
8 
12 
16 
20 
24 
28 
Material Damping Ratio (%) 
0
4
8
12 
16 
20 
24 
28 
Base Case # 1 (Upper Mean Tuff, UMT) 
Upper Bound for UMT 
Lower Bound for UMT 
Base Case #2 (Lower Mean Tuff, LMT) 
Upper Bound for LMT 
Lower Bound for LMT 
Tpcrn - 2000 Samples 
Tpcpul - 2000 Samples 
Tpcpmn - 2000 Samples 
Tpcpmn - 1999 Samples 
1 
Tpki "Tuff X" - 2000 Samples 
Tpki "Tuff X" - 1999 Samples 
DTN: MO0403SDIAWHBC.003 [DIRS 170434] (CURVES), MO0203DHRSSWHB.001 [DIRS 158082] (DATA), 
MO9905LABDYNRS.000 [DIRS 103792] (DATA) 
Figure 6.2-139. Mean Normalized Shear Modulus and Material Damping Curves for Tuff 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-223 November 2004 
1x10-4 1x10-3 1x10-2 1x10-1 1x100 
Shearing Strain (%) 
0 
0.2 
0.4 
0.6 
0.8
1 
Normalized Shear Modulus, G/Gmax 
WHB Tuff Specimens (1999 and 2000) 
Repository Tuff Specimens (1998) 
0
4
8 
12 
16 
20 
24 
28 
Material Damping Ratio (%) 
1x10-4 1x10-3 1x10-2 1x10-1 1x100 
Shearing Strain (%) 
0
4
8
12 
16 
20 
24 
28 
Source: Wong and Silva 2003 [DIRS 163201], page 119 
Figure 6.2-140. Laboratory Test Results on Tuff Specimens from WHB Area and Repository 
Block 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-224 November 2004 
3000 
2000 
1000
0 
Lab Vs at Estimated In-Situ Stress 
3000 2500 2000 1500 1000 500 0 
Field Vs at Specimen Depth 
Field Seismic Method: 
Downhole (DH) 
Suspension Logger (SUS) 
Spectral Analysis of Surface 
Waves(SASW) 
Source: Wong and Silva 2003 [DIRS 163201], page 131 
Figure 6.2-141. Comparison of VS Measured in the Laboratory and VS Measured in the Field with 
Three Different Seismic Methods: Reconstituted Alluvium Specimen from a 
Depth of 59 ft in Borehole UE-25 RF#17 
(ft/sec) 
(ft/sec) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-225 November 2004 
UNIFIED SOIL CLASSIFICATION 
0
10 
20 
30 
40 
50 
60 
70 
80 
90 
100 
GRAIN SIZE IN MILLIMETERS 
PERCENT PASSING BY WEIGHT 
Sample 
Symbol 
3" 3/4" 3/8" #4 #8 #16 #30 #50 #100 #200 
0.001 0.01 0.1 1 10 100 50 20 5 2 0.5 0.2 0.05 0.02 0.005 0.002 
U. S. STANDARD SIEVE SIZES 
C
O
B
B
L
E
S 
GRAVEL SAND 
SILT AND CLAY 
COARSE FINE COARSE FINE MEDIUM 
HYDROMETER 
1.5" 
Sample Number 
606 _____ 607 _____ 
608 _____ 614 _____ 
615 _____ 616 _____ 
617 _____ 618 _____ 
619 _____ 620 _____ 
621 _____ 622 _____ 
623 _____ 624 _____ 
625 _____ 626 _____ 
627 _____ 628 _____ 
629 _____ 631 _____ 
632 _____ 633 _____ 
.. TP-1 
.. TP-2 
. TP-3 
.. TP-4 
DTN: GS020783114233.005 [DIRS 159542] 
Figure 6.2-142. Gradation Curves from WHB Test Pit Bag Samples 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-226 November 2004 
10-5 10-4 10-3 10-2 10-1 100 
Shearing Strain, ., % 
1.2 
1.0 
0.8 
0.6 
0.4 
0.2 
0.0 
Normalized Shear Modulus, G/Gmax 
Tested at an Isotropic Confining Pressure: 
sm=4 psi (=0.57 ksf = 28 kPa) 
Specimen 1 (Naturally Cemented Sand, Glued in RCTS Device) 
Specimen 2 (Meterial Washed with a 2% Solution of HCL ) 
Source: Stokoe and Valle 2003 [DIRS 164689], Figure 10 
Figure 6.2-143. Comparison of the Normalized Shear Modulus with Shearing Strain for Naturally 
Cemented Sand with and without Cementation Removed 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-227 November 2004 
(a) Dense Sand 
(b) Loose Sand 
Source: Van Hoff 1993 [DIRS 163890], Figures 7.16 and 7.17 
Figure 6.2-144. Normalized Shear Modulus with Shearing Strain for Artificially Cemented Sands 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-228 November 2004 
Source: Van Hoff 1993 [DIRS 163890], Figures 7.4 and 7.5 
Figure 6.2-145. Low Strain Shear Wave Velocity Versus Cement Content for Artificially 
Cemented Sands 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-229 November 2004 
Source: Menq 2003 [DIRS 164681], page 252 
Figure 6.2-146. Effect of Uniformity Coefficient, Cu, on Nonlinear Shear Modulus and Material 
Damping Curves of Dense to Very Dense Specimens 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-230 November 2004 
0.0001 0.001 0.01 0.1 1 
Shearing Strain (Percent) 
0 
0.2 
0.4 
0.6 
0.8
1 
Normalized Shear Modulus 
0
0.2 
0.4 
0.6 
0.8 
1 
0.0001 0.001 0.01 0.1 1 
Shearing Strain (Percent) 
0
4
8 
12 
16 
20 
24 
28 
Damping Ratio 
0
4
8
12 
16 
20 
24 
28 
2000 Test Results - Qal 
1999 Test Results - Qal 
Base Case #1 (Upper Mean Alluvium, UMA) 
Base Case #2 (Lower Mean Alluvium, LMA) 
DTN: MO0403SDIAWHBC.003 [DIRS 170434] (CURVES), MO0203DHRSSWHB.001 [DIRS 158082] (DATA), 
MO9905LABDYNRS.000 [DIRS 103792] (DATA) 
Figure 6.2-147. Mean Normalized Shear Modulus and Material Damping Curves for Alluvium 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-231 November 2004 
6.3 MODELING, ANALYSES, AND RESULTS 
The overall approach, methodology, modeling, and analyses performed to develop ground 
motion inputs for preclosure design and postclosure performance assessment are described in the 
following subsections. Results are presented for annual exceedance frequencies of 10-3, 5x10-4, 
10-4, 10-5, 10-6, and 10-7. 
Ground motion inputs are based on mean estimates of the seismic hazard as determined by the 
PSHA for Yucca Mountain (CRWMS M&O 1998a [DIRS 103731]). As such, they do not 
represent worst-case ground motions, but rather reflect the distribution of the seismic hazard 
results. Mean-based ground motions are appropriate for use within a risk-informed framework 
such as defined by 10 CFR 63 [DIRS 156605]. 
While mean-based ground motions do not represent the worst-case ground motions for Yucca 
Mountain, ground motions with mean annual exceedance frequencies of less than about 10-6 are 
equivalent to the 80th to 90th or higher percentile of the distribution of the seismic hazard results. 
Assessment of ground motion uncertainty and incorporation of ground motion randomness in the 
PSHA without bounds results in ground motion, for mean annual exceedance frequencies less 
than about 10-6, that may not be credible at Yucca Mountain. As stated in Section 1.3, this issue 
is being addressed by placing a bound on peak horizontal velocity (BSC 2004c [DIRS 170137]). 
The bound on peak horizontal velocity documented in BSC 2004c [DIRS 170137] is not 
incorporated in the postclosure ground motions developed in this report. However, a bound on 
PGV is incorporated into the sampling process for TSPA. 
6.3.1 Development of Response Spectra and Peak Ground Velocities 
In this section, the methodology used to develop response spectra and peak ground velocities 
(PGVs) based on reference rock outcrop motions is presented. For preclosure design, response 
spectra are developed for two locations shown on Figure 1-1: (1) the emplacement level, ranging 
from 213 to 457 m (700 to 1500 ft) below the ground surface (Point B) and (2) the proposed 
location of the surface facilities in Midway Valley (Points D and E). Strain-compatible soil 
properties are also developed for Point D. For postclosure, response spectra and peak ground 
velocities are developed for Point B. As described in Section 6.2.2, the outcrop motions 
developed from the PSHA are referenced at Point A. The development of time histories from the 
spectra and peak ground velocities for these sites is discussed in Section 6.3.3. 
6.3.1.1 Site Response Methodology 
The goal of the site response methodology for Yucca Mountain is to develop seismic inputs that 
are consistent with the seismic hazard results from the PSHA. The PSHA determined seismic 
hazard for a reference rock outcrop (Point A), not the locations for which seismic inputs are 
needed (i.e., Points B, D, and E). Developing site-specific seismic inputs that are consistent with 
the seismic hazard determined for Point A is not trivial because the site response can vary 
depending on the magnitude and distance of earthquakes contributing to the hazard. In addition, 
variability in the site material properties needs to be appropriately incorporated. 
McGuire et al. (2001 [DIRS 157510], Section 6) discuss approaches for developing hazardconsistent 
spectra taking into account site response. McGuire et al. (2001 [DIRS 157510], 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-232 November 2004 
Table 6-1) identify four basic approaches for determining the UHS at a soil site. The approaches 
range from a probabilistic seismic hazard analysis using ground motion attenuation relations for 
the specific site (or location) of interest (Approach 4) to scaling the rock UHS on the basis of a 
site response analysis using a broadband input motion (Approach 1). Conceptually, Approach 4 
is the ideal approach and other approaches are approximations to it. Approach 4 was not used in 
this study because the results of the PSHA were for the hypothetical site condition at Point A. 
In this analysis, Approach 2B is adopted (McGuire et al. 2001 [DIRS 157510], Table 6-1) 
because comparisons detailed in McGuire et al. (2001 [DIRS 157510], Section 6) indicate that 
this approach is adequately conservative at annual exceedance frequencies down to 10-4 with 
respect to Approach 4. Thus for preclosure ground motions, the use of Approach 2B is 
appropriate. McGuire et al. (2001 [DIRS 157510]) did not address at-depth (emplacement level) 
motions. The unconservative bias inherent in the approximate methods at annual exceedance 
frequencies below 10-4 is at high frequency and is due mainly to site nonlinearity being more 
dominant in the approximate methods than in the full hazard integration (McGuire et al. 2001 
[DIRS 157510]). Waste emplacement level ground motions, even at hazard levels as low as 10-7, 
reflect very little nonlinearity, being dominated by upgoing wavefields defined by the Point A 
UHS. Because at-depth motions are dominated by upgoing wavefields, much as are surface 
outcrop motions, and nonlinearity is not a controlling mechanism at high frequency, Approach 
2B is considered to appropriately maintain the Point A hazard levels for waste emplacement 
level ground motions. 
Approach 2B scales the reference rock (Point A) UHS to a site UHS for Points B, D, and E based 
on site response analyses that take into account variability in site material properties and 
magnitude deaggregation. Magnitude deaggregation is taken into account to reflect differences 
in nonlinear site response that are related to magnitude (e.g., response spectral shape). 
These analyses include the following steps for each site: 
 Development of appropriate control motions (Section 6.2.2). 
 Development of base case site properties (small-strain velocity profiles and nonlinear 
dynamic properties) (Sections 6.2.3 and 6.2.4). 
 Randomization of base case site dynamic material properties to produce a suite of 
velocity profiles as well as G/Gmax and hysteretic damping curves that incorporate site 
randomness (Sections 6.2.3.6 and 6.2.4.5). 
 Computation of mean transfer functions for each set of base case site properties using 
the equivalent-linear site response model (Section 6.3.1.1.2). 
 Combination of mean transfer functions from all control motions and base case site 
properties (Section 6.3.1.1.2). 
 Computation of response spectra and peak ground velocity (Sections 6.3.1.2 to 6.3.1.4). 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 6-233 November 2004 
 Development of design and performance assessment ground motions (Section 6.3.1.2 
to 6.3.1.4). 
Software used to develop response spectra and peak ground velocities consists of: 
 RANPAR V2.0 (Software Tracking Number 10486-2.0-00) (Pacific Engineering and 
Analysis 2002i [DIRS 163315]) 
 RASCALS V5.4 (Software Tracking Number 10389-5.4-00) (Pacific Engineering and 
Analysis 2002l [DIRS 163317]) 
 RASCALP V2.01 (Software Tracking Number 10388-2.01-00) (Pacific Engineering and 
Analysis 2002j [DIRS 163367]) 
 NORM V1.01 (Software Tracking Number 10386-1.01-00) (Pacific Engineering and 
Analysis 2002g [DIRS 163313]) 
 SMRATIO V1.0 (Software Tracking Number 10917-1.0-00) (Pacific Engineering and 
Analysis 2002n [DIRS 163320]) 
 REPLOT V1.0 (Software Tracking Number 10949-1.0-00) (Pacific Engineering and 
Analysis 2003b [DIRS 163318]) 
 SPMEAN V1.0 (Software Tracking Number 10918-1.0-00) (Pacific Engineering and 
Analysis 2002o [DIRS 163322]) 
 INTERPOL V1.0 (Software Tracking Number 10944-1.0-00) (Pacific Engineering and 
Analysis 2002d [DIRS 163305]) 
These steps are repeated for each annual exceedance frequency level. These ground motions are 
used as the basis to develop time histories, as described in Section 6.3.2. 
6.3.1.1.1 Control Motions 
As described in Section 6.2.2.5, control motions forming input to the site-response model are 
developed for DEAs. The DEAs are used to account for any magnitude dependence in the 
nonlinear response of the site and represent the REs controlling response at structural frequencies 
of 1-2 Hz and 5-10 Hz (Figure 6.3-1a). INTERPOL and RASCALS are used to compute the 
Fourier amplitude spectra for each DEA response spectra. 
The use of REs (and associated DEAs) rather than a broadband control motion, such as the UHS, 
avoids potential problems in determining the site response. Broadband at-depth outcrop control 
motions reflect contributions from earthquakes of varying magnitudes and distances. Thus, 
when the dynamic material properties and the level of control motions result in significant 
nonlinear response, use of broadband spectra can induce higher strains than any single 
earthquake scaled to the same peak acceleration level and result in ground motions that are 
unconservative at high (> 1-2 Hz) frequency. Accordingly, specific earthquakes have been 
identified, as described in Section 6.2.2.4, by deaggregating the hazard at each target hazard 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-234 November 2004 
level (annual frequencies of exceedance of 10-3, 5x10-4, and 10-4 for preclosure and 10-5, 10-6 and 
10-7 for postclosure). For a given hazard level, the earthquakes correspond to the most likely 
earthquake magnitude and distance controlling ground motion with structural frequencies in the 
1-2 Hz range and in the 5-10 Hz range. Thus, considering both horizontal and vertical motion, a 
total of four response spectra are identified at the reference rock outcrop (Point A) and are called 
the REs (Section 6.2.2.4). 
While the REs represent the most-likely magnitude and distance controlling the UHS at the given 
frequency interval, a range of magnitudes contributes to the UHS in each interval 
(Section 6.2.2.4). To account for possible magnitude-dependence on the site response 
nonlinearity, the DEAs were developed, as described in Section 6.2.2.5. For each RE, a set of 
three DEAs, which represents the range of magnitudes contributing to the hazard in that 
frequency interval, is used as control motions. 
6.3.1.1.2 Spectral Amplification Functions 
Evaluation of site-response using the equivalent-linear site response model is based on 
convolution of appropriate DEA control motions through randomized velocity profiles combined 
with randomized G/Gmax and hysteretic damping curves. The randomized profiles and curves are 
generated from base case velocity and nonlinear dynamic properties. The convolutions yield 
transfer functions or SAFs for 5%-damped response spectra and peak particle velocity. 
For the computation of spectra for a site with uncertain properties and exhibiting a degree of 
lateral variability, a best-estimate (mean) base case velocity profile (or profiles) is developed and 
used to simulate a number of VS and VP profiles (EPRI 1993a [DIRS 103319], Section 6.3.4). 
Additionally, strain-dependent shear modulus and hysteretic damping are also randomized about 
best-estimate base cases. A large number of simulations can be required to achieve stable 
statistics on the response. The simulations attempt to capture the variability in the soil or rock 
parameters and layer thickness. To achieve statistical stability, 60 randomizations were 
produced using RANPAR and the velocity correlation models for each base case velocity profile 
and each base case nonlinear dynamic property curve (Figure 6.3-1b), as discussed in Sections 
6.2.3.6 and 6.2.4.5. 
For each of the three DEAs (MM, ML, and MH), ground motions at each location are computed 
using the site response model (RASCALS and RANPAR) for each set of 60 velocity profiles and 
dynamic property curves (Figure 6.3-1c). RASCALS is used for horizontal DEA spectra using 
normally incident and inclined SH-waves. RASCALP is used for horizontal component DEA 
spectra using inclined SV-waves and vertical component DEA spectra using inclined SV-waves 
normally incident and inclined P-waves. For each control motion (horizontal and vertical, 1-2 
Hz and 5-10 Hz ML, MM, and MH), NORM is used to compute the mean of the 60 response 
spectra (from 60 randomized profiles). The mean response spectrum from the 60 convolutions is 
divided by the DEA spectrum using SMRATIO to produce a mean SAF for each DEA (Figure 
6.3-1d). The mean SAFs for each DEA are averaged using NORM and the weights in Tables 
6.2-8 and 6.2-9. The weighted average of the three mean SAFs, which reflects the distribution of 
earthquake magnitudes contributing to the UHS, produces a magnitude-weighted mean SAF for 
each combination of structural frequency range (1-2 Hz or 5-10 Hz), base case velocity profile, 
and base case dynamic property curves. These magnitude-weighted mean SAFs include the 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-235 November 2004 
effects of the inherent aleatory variability (randomness) of the site properties about each base 
case and any possible effects of magnitude of the control motions. Epistemic variability 
(uncertainty) is captured in consideration of alternate base case (mean) profiles and properties. 
The 1-2 Hz and 5-10 Hz magnitude-weighted mean SAFs are enveloped using SPMEAN to 
produce a single transfer function for each base case velocity profile and set of nonlinear 
dynamic material properties. For horizontal motions, this transfer function is applied to the 
smooth envelope of the 1-2 Hz RE, 5-10 Hz RE, and UHS (Point A) using XYMULT to produce 
mean response spectra at Point B, D, or E for each combination of base case properties (Figure 
6.3-1e). For vertical motions, the transfer function is applied using XYMULT to the revised 
vertical envelope of the 1-2 Hz RE, 5-10 Hz RE, and UHS at Point A (see Section 6.2.2.6.3). 
Application of the horizontal transfer function to the smooth envelope of the 1-2 Hz, RE 5-10 Hz 
RE and UHS, rather than the horizontal UHS, results in lower frequency of exceedance levels 
(than the Point A UHS), especially at high frequencies. As shown on Figure 6.2-29, the 5-10 Hz 
RE at 10-3 annual exceedance frequency exceeds the UHS by a maximum of 9.5 percent at 100 
Hz. For 5x10-4, 10-4, 10-5, 10-6, and 10-7 annual exceedance frequencies, the differences at 100 
Hz are 11.4, 11.2, 16.1, 20.2, and 23.5 percent, respectively (Figures 6.2-31 through 6.2-41). 
The exceedance of the UHS at high frequencies is a result of scaling the REs to the UHS such 
that the envelope of the REs is no less than 95 percent of the UHS at any frequency. 
This entire process, from propagation of the DEAs to calculation of the response spectra for each 
set of base case profiles and properties, is completed for each type of wave propagator 
(Figure 6.3-1e). For horizontal-component analyses, incident vertical and inclined SH-wave 
(HSHH) and incident inclined SV-wave (HSVH) propagation are used. For vertical-component 
analyses, incident vertical and inclined P-wave (VPV) and incident inclined SV-wave (VSVV) 
propagation are used. In these analyses, the calculations of the vertical-component ground 
motions use linear site response analyses (EPRI 1993a [DIRS 103320], Section 6.6.2.1; Silva 
1997 [DIRS 163747], page 10). The use of linear analysis for vertical motions is supported by 
observations of recorded ground motions (EPRI 1993a [DIRS 103319]; Silva 1997 [DIRS 
163747]). Linear response, even at high loading levels, has been observed at both rock and soil 
sites associated with recorded vertical peak accelerations up to about 1 g, although the majority 
of sites are at 0.5 g and less. Nonlinearity in horizontal motions at frequencies above about 1 to 
2 Hz becomes detectable at about 0.3 g, for typical firm soil sites, and is quantifiable down to 
0.05 g at soft soil sites (e.g., Lotung, Taiwan). The lack of clearly observed nonlinearity in 
vertical motions is likely at most recording sites due to the presence of water. At high 
frequencies (above 1 to 2 Hz), vertical ground motions tend to be dominated by compression 
waves and nonlinearity may be suppressed by the incompressibility of pore fluids (Silva 1997 
[DIRS 163747]). At Yucca Mountain, even at emplacement level depths, apart from localized 
perched water, the site is unsaturated. At high loading levels, with vertical peak accelerations 
exceeding about 0.5 g, strains may be large enough to induce nonlinearity in compression waves 
with an accompanying increase in material damping and a decrease in high frequency motions. 
Ideally, modulus reduction and damping curves are used for constrained moduli, but laboratory 
dynamic test devices for constrained moduli and under confining pressure simply do not exist. 
In consequence, the conservative assumption of linear behavior makes it likely that high level 
vertical motions are conservative at high frequencies, due to the assumption of linear analyses, 
along with some conservatism in the Point A V/H ratio and the application of that V/H ratio to 
the envelop of the Point A reference earthquake response spectra and UHS. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-236 November 2004 
The set of mean response spectra derived using each combination of base case velocity profiles 
and base case nonlinear dynamic properties reflect the epistemic uncertainty in the site 
properties. A target spectrum is drawn based on this set of response spectra using judgment to 
provide a smooth spectrum suitable for design purposes. The target spectrum envelopes most of 
the individual response spectra peaks except where narrow peaks in a small frequency range in 
the spectra for a particular combination of properties and wavetype exist (Figure 6.3-1e). The 
enveloping over site epistemic variability reflects a conservative approximation to averaging 
over probability level, the exact way to accommodate epistemic variability in a hazard analysis. 
The process, from control motion to final spectrum, is illustrated on Figure 6.3-1 (a to e) for 
Point B at 5x10-4 annual exceedance frequency. The site response methodology flow chart on 
Figure 6.3-2 also illustrates the process of developing site-specific ground motion inputs for 
design and performance assessment. 
6.3.1.1.3 Peak Ground Velocity 
Peak ground velocity (PGV) was computed for postclosure levels of ground motion. The 
computation of PGV follows the methodology described above for response spectra. PGV is 
calculated for each convolution of DEA control motion through the sets of 60 profiles for each 
combination of base case site properties. Mean PGVs are calculated for each set of 60 
convolutions. For each set of base case site properties, mean PGVs for the three DEA control 
motions are combined using the weights in Tables 6.2-8 and 6.2-9. The largest resulting PGV is 
taken as the value used in performance assessment. Note that the PGVs calculated using this 
approach do not incorporate the results of the PGV bounding analysis discussed in Section 1.3. 
6.3.1.2 Preclosure Emplacement Level Design Ground Motions 
This section describes use of the equivalent-linear site response model to develop seismic inputs 
with annual exceedance frequencies of 10-3, 5x10-4, and 10-4 for the waste emplacement level 
(Point B). These inputs are used for preclosure design of underground facilities, as appropriate. 
At each level of exceedance frequency, site response modeling results in horizontal and vertical 
5%-damped seismic design response spectra and expected peak ground accelerations. Peak 
ground motions, strains, and curvatures as a function of depth for the top of Yucca Mountain to 
the emplacement level are also provided at 10-3, 5x10-4, and 10-4 annual exceedance frequencies 
and are presented in Section 6.3.4. 
6.3.1.2.1 10-3 Annual Exceedance Frequency Ground Motions 
Inputs to the site response model to develop seismic inputs with 10-3 annual exceedance 
frequency are summarized in Table 6.3-1. 
Details of the modeling and analysis are documented in Scientific Notebook SN-M&O-SCI-037- 
V2 (Wong and Silva 2004a [DIRS 170443], pages 61, 62, 64, and 123, and supplemental records 
64, 72, and 111). 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-237 November 2004 
Table 6.3-1. Model Inputs for Development of Seismic Inputs with an Annual Exceedance Frequency 
of 10-3 for Point B 
Model Input Source 
Twelve 10-3 deaggregation earthquake response 
spectra (three each for the 1-2 Hz and 5-10 Hz 10-3 
reference earthquakes; horizontal and vertical 
components) 
Section 6.2.2.5; deaggregation earthquakes have DTN 
MO0211REDES103.000 [DIRS 170424]. Weights for 
combining results for each deaggregation earthquake 
are provided in Tables 6.2-8 and 6.2-9. 
Incidence angles for the deaggregation earthquakes Section 6.2.2.5.1; Table 6.2-11 
60 randomized velocity profiles for each of the two 
Repository Block base case profiles 
Section 6.2.3.5; base case velocity profiles have DTN 
MO0206SASWVSP1.001 [DIRS 163777] 
60 randomized sets of shear modulus reduction and 
damping curves for each of the two tuff base case 
curves 
Section 6.2.4.4; base case curves have DTN 
MO0403SDIAWHBC.003 [DIRS 170434] 
Tuff density Section 6.2.3.7 
For the development of the emplacement level (Point B) motions, magnitude-weighted mean 
SAFs are determined using the site response model and the inputs summarized in Table 6.3-1. 
The mean SAFs for each of the three DEAs associated with 1-2 Hz and 5-10 Hz structural 
frequency range are averaged using the weights from Tables 6.2-8 and 6.2-9. For horizontal 
motions, each of the resulting magnitude-weighted mean SAFs is then applied to the reference 
rock outcrop control motion (the envelope of the 1-2 Hz, 5-10 Hz REs, and UHS) to produce 
site-response RE spectra for the two base case velocity profiles and the two base case dynamic 
property curves (four combinations). The smooth envelope of these spectra is taken as the Point 
B seismic design response spectrum (Point B). For vertical motions, the magnitude-weighted 
mean SAFs (envelope of 1-2 Hz and 5-10 Hz SAFs) are applied to the revised vertical RE 
envelope spectrum (see Section 6.2.2.6.3) and the smooth envelope is taken as the corresponding 
vertical seismic design response spectrum. 
Representative Point B horizontal-component mean SAFs for the 1-2 Hz and 5-10 Hz DEAs, 
using base case #1 velocity profile and lower mean tuff (LMT) nonlinear dynamic properties are 
shown on Figure 6.3-3 for an annual exceedance frequency of 10-3. Note that the magnitude 
dependence for the tuff response (horizontal) is small for this target level. The prominent dip 
(spectral hole) near 0.9 Hz is due to the cancellation of upgoing and downgoing wavefields, 
broadened by the velocity and depth randomizations. One magnitude-weighted mean SAF is 
generated for each set of DEAs driven through each base case profile using each type of wave 
propagation. Representative Point B magnitude-weighted mean SAFs (horizontal component) 
for all base case site properties are shown on Figure 6.3-4 for the 1-2 Hz and 5-10 Hz DEAs for 
the inclined horizontally-polarized shear wave case. For frequencies greater than 1.3 Hz, the 
upper mean tuff properties give the largest site amplification values, with little difference 
between the two base case velocity profiles. Representative Point B magnitude-weighted mean 
SAFs (vertical component) for both base case velocity profiles are shown on Figure 6.3-5 for the 
1-2 Hz and 5-10 Hz DEAs for the inclined vertically-polarized shear wave case. Note that there 
is no dependence on nonlinear dynamic material properties, as vertical analyses are linear. For 
frequencies greater than approximately 3 Hz the upper range profile gives the largest spectral 
amplification values. The effect of magnitude on the vertical site response is small because the 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-238 November 2004 
site response analysis is performed using linear material properties for all annual exceedance 
frequencies. 
Point B horizontal-component spectra at an annual exceedance frequency of 10-3 estimated for 
each wave type and base case set of dynamic material properties are shown on Figure 6.3-6. 
Also shown on Figure 6.3-6 is the seismic design response spectrum, which is the smooth 
envelope (over site epistemic uncertainty) of the RE spectra as modified by the transfer functions 
corresponding to all base case dynamic material properties and all wave types. Note that only 
the BC and UR results are plotted for the inclined vertically-polarized shear wave case using the 
UMT curves because these vertical motions are modeled as being linear (see Section 6.2.2.6.1) 
and hence the results using the LMT curves would be identical. General features noted in these 
spectra are (1) for frequencies greater than 2-Hz, there is little difference between the two 
velocity profiles and (2) the upper mean tuff properties control over much of the frequency 
range. The broadened spectral hole from about 0.6 Hz to about 2 Hz has been smoothed over in 
the design motions because it results from simplifications in the model representation of the site 
(a plane-layered system with a flat (featureless) surface topography). Figure 6.3-7 shows the 
emplacement level vertical-component spectra and seismic design response spectrum at an 
annual exceedance frequency of 10-3. Note again that for the vertical motion, which is modeled 
as linear motion, the results from the LMT and UMT curves are identical and hence only one set 
of curves is plotted on Figure 6.3-7. The spectrum is controlled by the velocity base case profile 
#2 at most frequencies. The preclosure emplacement level seismic design response spectra at 10- 
3 annual exceedance frequency are provided in Table 6.3-2. These results have been submitted 
to TDMS and have DTN MO0405SDSTPNTB.001 [DIRS 169851]. 
Table 6.3-2. Preclosure Point B Seismic Design Response Spectra (5%-Damped) in gs at 
10-3 Annual Exceedance Frequency 
Frequency (Hz) Horizontal Motion Vertical Motion 
0.3 0.0480 0.0374 
0.5 0.0777 0.0591 
0.7 0.1014 0.0741 
1.0 0.1330 0.0934 
2.0 0.2007 0.1443 
5.0 0.2541 0.2187 
7.0 0.2615 0.2314 
10.0 0.2553 0.2387 
20.0 0.2249 0.2220 
30.0 0.1984 0.1949 
50.0 0.1676 0.1624 
100.0 0.1316 0.1226 
Source: DTN: MO0405SDSTPNTB.001 [DIRS 169851] 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-239 November 2004 
6.3.1.2.2 5x10-4 Annual Exceedance Frequency Ground Motions 
The process for development of emplacement level (Point B) motions with 5x10-4 annual 
exceedance frequency is identical to that outlined in Section 6.3.1.2.1 for 10-3 motions. Inputs to 
the site response for this case are summarized in Table 6.3-3. 
Table 6.3-3. Model Inputs for Development of Seismic Inputs with an Annual Exceedance Frequency 
of 5x10-4 for Point B 
Model Input Source 
Twelve 5x10-4 deaggregation earthquake response 
spectra (three each for the 1-2 Hz and 5-10 Hz 5x10-4 
reference earthquakes; horizontal and vertical 
components) 
Section 6.2.2.5; deaggregation earthquakes have DTN 
MO0208UNHZ5X10.000 [DIRS 163722]. Weights for 
combining results for each deaggregation earthquake 
are provided in Tables 6.2-8 and 6.2-9. 
Incidence angles for the deaggregation earthquakes Section 6.2.2.5.1; Table 6.2-12 
60 randomized velocity profiles for each of the two 
Repository Block base case profiles 
Section 6.2.3.5; base case velocity profiles have DTN 
MO0206SASWVSP1.001 [DIRS 163777] 
60 randomized sets of shear modulus reduction and 
damping curves for each of the two tuff base case 
curves 
Section 6.2.4.4; base case curves have DTN 
MO0403SDIAWHBC.003 [DIRS 170434] 
Tuff density Section 6.2.3.7 
Software programs used to model this case are identical to those listed in Section 6.3.1.1. Details 
of the modeling and analysis are documented in Scientific Notebook SN-M&O-SCI-037-V2 
(Wong and Silva 2004a [DIRS 170443], pages 31-38, 52, 59, 61, and supplemental records 12, 
13, 14, 18, 21, 24, 25, 58, 61, 62). 
Representative Point B horizontal-component mean SAFs for the 1-2 Hz and 5-10 Hz DEAs, 
using base case #1 velocity profile and lower mean tuff (LMT) nonlinear dynamic properties are 
shown on Figure 6.3-8 for an annual exceedance frequency of 5x10-4. Note that the magnitude 
dependence for the tuff response (horizontal) is small for this target level. Representative Point 
B magnitude-weighted mean SAFs (horizontal component) for all base case site properties are 
shown on Figure 6.3-9 for the 1-2 Hz and 5-10 Hz DEAs for the inclined horizontally-polarized 
shear wave case. For frequencies greater than 2 Hz, the upper mean tuff properties give the 
largest site amplification values, with little difference between the two base case velocity 
profiles. Representative Point B magnitude-weighted mean SAFs (vertical component) for both 
base case velocity profiles are shown on Figure 6.3-10 for the 1-2 Hz and 5-10 Hz DEAs for the 
inclined vertically-polarized shear wave case. For frequencies greater than approximately 3 Hz 
the base case velocity profile #2 gives the largest spectral amplification values. 
Point B horizontal-component spectra at an annual exceedance frequency of 5x10-4 estimated for 
each wave type and base case set of dynamic material properties are shown on Figure 6.3-11. 
Also shown on Figure 6.3-11 is the seismic design response spectrum, which is the smooth 
envelope (over site epistemic uncertainty) of the RE spectra modified by the transfer functions 
corresponding to all base case dynamic material properties and all wave types. General features 
noted in these spectra are (1) for frequencies greater than 2-Hz, there is little difference between 
the two velocity profiles and (2) the upper mean tuff properties control over much of the 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-240 November 2004 
frequency range. The broadened spectral hole from about 0.3 Hz to about 2 Hz has been 
smoothed over in the design motions because it results from simplifications in the model 
representation of the site (a plane-layered system with a flat (featureless) surface topography). 
Figure 6.3-12 shows the emplacement level vertical-component spectra and seismic design 
response spectrum at an annual exceedance frequency of 5x10-4. The spectrum is controlled by 
base case velocity profile #2 at most frequencies. The preclosure emplacement level seismic 
design response spectra at 5x10-4 annual exceedance frequency are provided in Table 6.3-4. 
These results have been submitted to TDMS and have DTN MO0407SDARS104.001 [DIRS 
170683]. 
Table 6.3-4. Preclosure Point B Seismic Design Response Spectra (5%-Damped) in gs at 
5x10-4 Annual Exceedance Frequency 
Frequency (Hz) Horizontal Motion Vertical Motion 
0.3 0.0703 0.0583 
0.5 0.1164 0.0976 
0.7 0.1478 0.1270 
1.0 0.1880 0.1641 
2.0 0.2749 0.2646 
5.0 0.3567 0.3903 
7.0 0.3773 0.4126 
10.0 0.3789 0.4208 
20.0 0.3299 0.4071 
30.0 0.2855 0.3607 
50.0 0.2406 0.3019 
100.0 0.1911 0.2324 
Source: DTN: MO0407SDARS104.001 [DIRS 170683] 
6.3.1.2.3 10-4 Annual Exceedance Frequency Ground Motions 
The process for development of emplacement level (Point B) motions with 10-4 annual 
exceedance frequency is identical to that outlined in Section 6.3.1.2.1 for 10-3 motions. Inputs to 
the site response model for this case are summarized in Table 6.3-5. 
Table 6.3-5. Model Inputs for Development of Seismic Inputs with an Annual Exceedance Frequency 
of 10-4 for Point B 
Model Input Source 
Twelve 10-4 deaggregation earthquake response 
spectra (three each for the 1-2 Hz and 5-10 Hz 10-4 
reference earthquakes; horizontal and vertical 
components) 
Section 6.2.2.5; deaggregation earthquakes have DTN 
MO0211DERES104.000 [DIRS 170423]. Weights for 
combining results for each deaggregation earthquake 
are provided in Tables 6.2-8 and 6.2-9. 
Incidence angles for the deaggregation earthquakes Section 6.2.2.5.1; Table 6.2-13 
60 randomized velocity profiles for each of the two 
Repository Block base case profiles 
Section 6.2.3.5; base case velocity profiles have DTN 
MO0206SASWVSP1.001 [DIRS 163777] 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-241 November 2004 
Model Input Source 
60 randomized sets of shear modulus reduction and 
damping curves for each of the two tuff base case 
curves 
Section 6.2.4.4; base case curves have DTN 
MO0403SDIAWHBC.003 [DIRS 170434] 
Tuff density Section 6.2.3.7 
Horizontal peak ground velocity at Point A DTN MO0404PGVAPSHA.000 [DIRS 170436] 
Revised vertical peak ground velocity at Point A Section 6.2.2.6.3 
Software programs used to model this case are identical to those listed in Section 6.3.1.1 with the 
addition of Microsoft Excel 2000, which was used to compute the PGVs discussed below (see 
Appendix I). Details of the modeling and analysis are documented in Scientific Notebook SNM&
O-SCI-037-V2 (Wong and Silva 2004a [DIRS 170443], pages 61, 64, 71-73 and 
supplemental records 40-42, 44, 64, 70, 77, and 82). 
Representative Point B horizontal-component mean SAFs for the 1-2 Hz and 5-10 Hz DEAs, 
using base case #1 velocity profile and lower mean tuff (LMT) nonlinear dynamic properties are 
shown on Figure 6.3-13 for an annual exceedance frequency of 10-4. Note that the magnitude 
dependence for the tuff response (horizontal) is small for this target level. Representative Point 
B magnitude-weighted mean SAFs (horizontal component) for all base case site properties are 
shown on Figure 6.3-14 for the 1-2 Hz and 5-10 Hz DEAs for the inclined horizontally-polarized 
shear wave case. For frequencies greater than 2 Hz, the upper mean tuff properties give the 
largest site amplification values, with little difference between the two base case velocity 
profiles. Representative Point B magnitude-weighted mean SAFs (vertical component) for both 
base case velocity profiles are shown on Figure 6.3-15 for the 1-2 Hz and 5-10 Hz DEAs for the 
inclined vertically-polarized shear wave case. For frequencies greater than approximately 3 Hz 
base case velocity profile #2 gives the largest spectral amplification values. 
Point B horizontal-component spectra at an annual exceedance frequency of 10-4 developed for 
each wave type and base case set of dynamic material properties are shown on Figure 6.3-16. 
Also shown on Figure 6.3-16 is the seismic design response spectrum, which is the smooth 
envelope (over site epistemic uncertainty) of the RE spectra modified by the transfer functions 
corresponding to all base case dynamic material properties and all wave types. General features 
noted in these spectra are (1) for frequencies greater than 2-Hz, there is little difference between 
the two velocity profiles and (2) the upper mean tuff properties control over much of the 
frequency range. The broadened spectral hole from about 0.3 Hz to about 2 Hz has been 
smoothed over in the design motions because it results from simplifications in the model 
representation of the site (a plane-layered system with a flat (featureless) surface topography). 
Figure 6.3-17 shows the emplacement level vertical-component spectra and seismic design 
response spectrum at an annual exceedance frequency of 10-4. The spectrum is controlled by 
base case velocity profile #2 at most frequencies. The preclosure emplacement level seismic 
design response spectra at 10-4 annual exceedance frequency are provided in Table 6.3-6. These 
results have been submitted to TDMS and have DTN MO0306SDSAVDTH.000 [DIRS 164033]. 
In addition to response spectra, PGVs were also computed (Table 6.3-6). The horizontal PGV at 
Point A is 48.34 cm/sec (DTN: MO0404PGVAPSHA.000 [DIRS 170436]). The vertical PGV at 
Point A was revised to 46.56 cm/sec based on V/H ratios (see Section 6.2.2.6.3 and Table 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-242 November 2004 
6.2-17). Microsoft Excel 2000 was used to compute the mean PGV transfer functions for all 
control motions, base case velocity profiles and dynamic property curves, and wavetypes. The 
maximum PGVs (horizontal and vertical) resulting from applying the mean transfer functions to 
the Point A PGVs is taken as the Point B PGVs (see Appendix I). Point B PGVs at 10-4 annual 
exceedance frequency have been submitted to TDMS and have DTN MO0404PGVRL104.000 
[DIRS 170437]. 
Table 6.3-6. Preclosure Point B Seismic Design Response Spectra (5%-Damped) in gs and 
Peak Ground Velocities in cm/sec at 10-4 Annual Exceedance Frequency 
Frequency (Hz) Horizontal Motion Vertical Motion 
0.3054 0.1805 g 0.1836 g 
0.5094 0.2785 g 0.2786 g 
0.7055 0.3426 g 0.3439 g 
1.0000 0.4197 g 0.4277 g 
2.0092 0.6139 g 0.6565 g 
5.0941 0.8211 g 0.9691 g 
7.0548 0.8552 g 1.0343 g 
10.0000 0.8355 g 1.0886 g 
20.0923 0.7284 g 1.0818 g 
30.5386 0.6442 g 0.9832 g 
50.9414 0.5518 g 0.8387 g 
100.000 0.4257 g 0.6193g 
PGV 40.19 cm/sec 48.07 cm/sec 
Source: DTN: MO0306SDSAVDTH.000 [DIRS 164033], 
MO0404PGVRL104.000 [DIRS 170437] 
NOTE: This table provides a subset of the data points in DTN: 
MO0306SDSAVDTH.000 [DIRS 164033]. 
6.3.1.3 Preclosure Surface Facilities Area Design Ground Motions 
The site response methodology for the Surface Facilities Area is designed to produce ground 
motions for use in soil-structure interaction (SSI) analyses. This methodology follows the 
guidance contained in NUREG/CR-6728 (McGuire et al. 2001 [DIRS 157510]). This guidance 
differs in some aspects from NUREG-0800, Standard Review Plan for the Review of Safety 
Analysis Reports for Nuclear Power Plants (SRP) (NRC 1989b [DIRS 165111]). As described 
in McGuire et al. (2001 [DIRS 157510]) (NUREG/CR-6728), the guidance should be followed 
to perform an SSI analysis that is consistent with a probabilistically-defined seismic hazard. 
NUREG-0800, Section 3.7.2 (NRC 1989b [DIRS 165111]) describes procedures and criteria that 
are acceptable to the NRC for SSI analyses of structures, systems and components (SSCs) 
important to safety. Topics addressed include: 
 Criteria for development of enveloping time histories for free-field ground motions 
needed for SSI analyses 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-243 November 2004 
 Generation of best-estimate, upper- and lower-bound soil columns which are consistent 
with site information as well as the defined surface ground motion, and properly account 
for the variability and uncertainty in definition of geotechnical properties and geometry 
of the site as well as potential SSI analysis model uncertainties 
 Performance of deconvolution studies to ensure that the ground motions at the facility 
foundation level in the free-field satisfy the 60 percent rule; that is, do not fall below 
60 percent of the defined surface target spectrum 
 Characteristics of the analysis procedures used to conduct the complex SSI analyses 
 Performance of enveloping and peak broadening procedures for definition of in-structure 
seismic design response spectra. 
Many of the recommendations in NUREG-0800, Section 3.7.2 (NRC 1989b [DIRS 165111]) are 
still appropriate and provide conservatisms that are intended to cover the uncertainties in the 
analyses. Some of the recommendations, however, are inconsistent with the current probabilistic 
approaches used in defining free-field target seismic design response spectra. 
Recommendations in NUREG-0800, Section 3.7.2 (NRC 1989b [DIRS 165111]) that are still 
appropriate include (a) the development of best-estimate, upper- and lower-bound soil columns, 
(b) the use of enveloping and spectral broadening approaches for developing in-structure spectra, 
(c) the use of the 60 percent minimum rule for free-field motions at foundation levels, and (d) 
criteria for SSI analyses. These recommendations are intended to ensure that resulting member 
seismic loads and in-structure response spectra are conservatively estimated and consistent with 
respect to the free-field design motions. 
Although some recommendations in NUREG-0800, Section 3.7.2 (NRC 1989b [DIRS 165111]) 
are still pertinent, other aspects of the guidance are inconsistent with probabilistically determined 
ground motions. In deterministic analyses, the upper/lower-bound soil columns were generated 
from the best-estimate approximation by multiplying and dividing the best estimate shear 
modulus by a factor of 2. This is equivalent to using a coefficient of variation (COV) in the 
assumed shear modulus properties of 1.0. As indicated in NUREG-0800, Section 3.7.2 (NRC 
1989b [DIRS 165111]), this large value of COV is recommended for use where the site is not 
particularly well characterized. This factor can be reduced depending on the confidence in the 
site descriptions developed by the site investigation program. As recommended in ASCE 4-86 
(1986 [DIRS 148636]), however, no matter how well characterized the site, the COV should not 
fall below 0.5 since it is intended to accommodate analysis uncertainties as well as variability 
and uncertainty in site geotechnical properties. 
In the probabilistic framework currently used to develop surface design ground motions, a 
relatively large number of seismic convolutions of bedrock outcrop ground motions is performed 
using low-strain shear modulus and damping properties that are randomly selected to represent 
the variability of the site geotechnical properties. Full equivalent-linear (or iterated) calculations 
are then performed leading to a range of soil columns, each with its own set of iterated soil 
properties, and corresponding surface spectra. The best-estimate surface spectrum and 
corresponding soil column is then determined from the mean of these calculations. The 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-244 November 2004 
properties of the upper and lower bound columns corresponding to this mean column are selected 
at the  1-sigma level from the range of iterated soil columns. This process is being 
implemented for the Surface Facilities Area. In keeping with the range of COV mentioned 
above, the range in properties used for the upper/lower bound soil columns should fall within the 
range of COV of 0.5 to 1.0, which is intended to accommodate both profile uncertainty and 
variability as well as model uncertainties. 
In performing SSI analyses using motions derived following these approaches, no additional site 
deconvolutions with strain iteration are required since the developed surface spectra already are 
consistent with the strain iterated soil columns. This process avoids potential complications 
associated with deconvolving a broad-band spectrum (EPRI 1988 [DIRS 107489]). However, 
consistent with NUREG-0800, Section 3.7.2 (NRC 1989b [DIRS 165111]) recommendations, it 
is still appropriate to check the 60 percent rule to ensure that the envelope spectra at the 
foundation level do not fall below 60 percent of the mean surface spectrum. If small 
exceedances occur, which are not anticipated, the design surface spectra will be modified to 
satisfy this requirement. The result of this process then will be three defined soil columns, a 
best-estimate, an upper-bound and a lower-bound column. The range in dynamic material 
properties defined by the  1 sigma columns then reflects the range in properties used in 
developing the soil design motions. This envelope spectrum can be used with the three soil 
columns, if desired, to perform SSI analyses. 
The site response methodology for the Surface Facilities Area soil surface spectra (Points D and 
E) follows much the same general approach as the emplacement level methodology described in 
Section 6.3.1.1. The use of the site response model to develop seismic inputs with annual 
exceedance frequencies of 10-3, 5x10-4, and 10-4 for the Surface Facilities Area is described in 
Sections 6.3.1.3.1 through 6.3.1.3.3. 
6.3.1.3.1 10-3 Annual Exceedance Frequency Ground Motions 
Inputs to the model for this case are summarized in Table 6.3-7. 
Table 6.3-7. Model Inputs for Development of Seismic Inputs with an Annual Exceedance Frequency 
of 10-3 for Points D/E 
Model Input Source 
Twelve 10-3 deaggregation earthquake response spectra 
(three each for the 1-2 Hz and 5-10 Hz 10-3 reference 
earthquakes; horizontal and vertical components) 
Section 6.2.2.5; deaggregation earthquakes 
have DTN MO0211REDES103.000 [DIRS 
170424]. Weights for combining results for each 
deaggregation earthquake are provided in 
Tables 6.2-8 and 6.2-9. 
Incidence angles for the deaggregation earthquakes Section 6.2.2.5.1; Table 6.2-11 
60 randomized velocity profiles for each of three cases: 35 ft 
profile (35 ft of alluvium over tuff), 110 ft profile (110 ft of 
alluvium over tuff), and shallow alluvium (15 ft of alluvium over 
tuff). 
Section 6.2.3.5. Base case velocity profiles for 
tuff and alluvium have DTN 
MO0209VELPRWHB.000. [DIRS 163798] 
60 randomized sets of shear modulus reduction and damping 
curves for each of the two tuff and alluvium base case curves 
(four combinations). Each combination is run for each of the 
three modeling cases. 
Section 6.2.4.4; base case curves have DTN 
MO0403SDIAWHBC.003 [DIRS 170434]. 
Tuff and alluvium density Section 6.2.3.7 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-245 November 2004 
Software programs used to model this case are identical to those listed in 6.3.1.1 with the 
addition of Microsoft Excel 2000, which was used to compute the response spectra at additional 
damping levels (See Appendix I) and the substitution of RANPAR V2.1 (Software Tracking 
Number 10486-2.1-00) (Pacific Engineering and Analysis 2003d [DIRS 170442]). 
Details of the modeling and analysis are documented in Scientific Notebook SN-M&O-SCI-037- 
V2 (Wong and Silva 2004a [DIRS 170443], pages 72, 76-78, 89, and 90, and supplemental 
records 50, 64, 67, 68, 80, 81, 102, 107, and 108). 
As discussed in Section 6.2.3.4, a single base case velocity profile was developed based on the 
results of the site investigation program. This base case profile was developed for the natural 
alluvium and underlying tuff. However, the depth of alluvium in the Surface Facilities Area 
thickens from near zero at the base of Exile Hill to greater than 110 ft at the eastern boundary. 
Depending on the foundation design and layout of the Surface Facilities Area structures, the 
thickness of alluvium could vary significantly. Ground motion inputs are developed to provide a 
set of motions applicable to the entire Surface Facilities Area. To accommodate the effect of 
varying thicknesses of alluvium, ground motion analyses were performed for two profiles: 
(1) 35 ft of alluvium over tuff and (2) 110 ft of alluvium over tuff (Point D). For the first case, 
the alluvium profile was used to a depth of 35 ft and the tuff profile for depths deeper than 35 ft. 
The second case was treated similarly. The resulting two profiles are referred to as the 35 foot 
and 110 foot profiles reflecting the total thickness of alluvium over rock. In addition, one case is 
run for a shallow alluvium site (15 ft) (Point E). Uncertainty in the VP and VS and nonlinear 
dynamic material properties was incorporated through randomization about the best-estimate 
base case profiles and curves, as discussed in Sections 6.2.3.5 and 6.2.4.5. For Point E (shallow 
soil site) an average of the UMA and LMA dynamic properties was used. 
Similar to the analyses for the Point B ground motions, the DEAs are used as control motions to 
develop mean SAFs that include potential magnitude dependency in the horizontal-component 
site response. At-depth motions, strains and curvatures are not required at the proposed location 
of the Surface Facilities Area. Representative mean SAFs and the magnitude-weighted SAF for 
the Point D 110 foot profile using the 1-2 Hz and 5-10 Hz DEAs (horizontal component) at an 
annual exceedance frequency of 10-3 are shown on Figures 6.3-18 and 6.3-19. Magnitude 
dependency of site response for the upper mean tuff and upper mean alluvium [UMT-UMA] case 
is small, about 12% near 1-2 Hz and approximately 10% above 80 Hz. Magnitude dependency 
of site response is more significant for the lower mean tuff and upper mean alluvium [LMTUMA] 
case, about 11% near 1-2 Hz and about 20% near 30 Hz. 
Representative magnitude-weighted mean SAFs for Point D (35 foot profile) at 10-3 annual 
exceedance frequency using the 1-2 Hz and 5-10 Hz horizontal-component DEAs are shown on 
Figure 6.3-20 for the horizontally-polarized shear wave case. For frequencies greater than 
approximately 5 Hz, the UMT-UMA properties give the largest spectral amplification. Between 
approximately 1.3 Hz and 5 Hz, the UMT-LMA properties control. The LMT-LMA properties 
control for frequencies less than approximately 1.3 Hz. Figure 6.3-21 shows representative 
magnitude-weighted mean SAFs for Point D (110 foot profile) at 10-3 annual exceedance 
frequency using the 1-2 Hz and 5-10 Hz horizontal component DEAs for the horizontallypolarized 
shear wave case. Site response (horizontal component) at Point D (110 foot profile) is 
controlled by the UMT-UMA properties for frequencies greater than approximately 2.3 Hz. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-246 November 2004 
Point E (15 feet of alluvium) representative magnitude-weighted mean SAFs are shown on 
Figure 6.3-22 for the 1-2 Hz and 5-10 Hz horizontal-component DEAs for the verticallypolarized 
shear wave case. Site response (horizontal component) for Point E is controlled by the 
UMT properties for frequencies greater than approximately 2 Hz and the LMT properties below 
2 Hz. (A single set of alluvial curves was used, i.e., the average of the UMA and LMA.) 
The magnitude-weighted mean SAFs for 1-2 Hz and 5-10 Hz DEAs are enveloped and applied to 
the envelope of the reference earthquake spectra and UHS for the reference rock outcrop (Point 
A). The resulting spectra for each set of base case nonlinear dynamic material properties and 
vertically incident waves are shown on Figure 6.3-23 for the horizontal component at an annual 
exceedance frequency of 10-3. Spectra for Point D (35 foot profile), Point D (110 foot profile) 
and Point E (shallow alluvium) are all shown on this figure. A single envelope, the seismic 
design response spectrum, was drawn to provide one set of ground motions applicable to all 
locations within the Surface Facilities Area. The corresponding vertical-component siteresponse 
spectra and seismic design response spectrum are shown on Figure 6.3-24. The 
preclosure Point D/E seismic design response spectra (5%-damped) at 10-3 annual exceedance 
frequency are provided in Table 6.3-8. These results have been submitted to the TDMS and have 
DTN MO0410SDSDE103.002 [DIRS 172236]. 
Table 6.3-8. Preclosure Point D/E Seismic Design Response Spectra (5%-Damped) in gs at 
10-3 Annual Exceedance Frequency 
Frequency (Hz) Horizontal Motion (g) Vertical Motion (g) 
0.333 0.0650 0.0427 
0.500 0.1037 0.0644 
0.667 0.1451 0.0841 
1.000 0.2506 0.1243 
2.000 0.5470 0.2271 
5.000 0.7763 0.4650 
6.667 0.8072 0.5439 
10.000 0.8180 0.5867 
20.000 0.7446 0.5471 
33.333 0.6005 0.4742 
50.000 0.4745 0.3935 
100.000 0.3709 0.2868 
Source: DTN: MO0410SDSDE103.002 [DIRS 172236] 
NOTE: Preclosure Point D/E Seismic Design Response Spectra at 10-3 
Annual Exceedance Frequency are also provided at 0.5, 1.0, 2.0, 3.0, 
7.0, 10,0, 15.0, and 20.0% damping levels in DTN 
MO0410SDSDE103.002 [DIRS 172236]. Seismic design response 
spectra in DTN are provided in Period(s). Frequency (Hz) = 
1/Period(s). 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-247 November 2004 
Response spectra for Point D/E at 10-3 annual exceedance frequency were also computed at 
damping values of 0.5, 1,0, 2.0, 3.0, 7.0, 10.0, 15.0, and 20.0%. These spectra were computed 
using the 5%-damped spectra and the approach documented in Wong and Silva (2004d [DIRS 
172075], pages 36-44). 
Response spectra reflect the peak time domain amplitude (response) of a suite of damped 
oscillators to a force typically defined by an acceleration time history. Because the suite of 
oscillators has constant damping (e.g., 5%), the range of frequencies sensed by each oscillator 
varies with oscillator frequency, being very narrow for low frequency (e.g., 1 Hz) oscillators and 
quite broad for high frequency (e.g., 10 Hz) oscillators. Ratios of response spectra for different 
damping values depend strongly on the spectral composition (spectral shape) of the acceleration 
time history. As a result, spectral scaling relations developed for WUS soft rock site conditions 
and corresponding spectra are inappropriate for scaling CEUS hard rock spectra. Since Yucca 
Mountain reflects intermediate site conditions and spectral shape, between WUS and CEUS, 
shape-specific damping scaling relations are required to preserve the hazard level of the 5%- 
damped design spectra scaled to higher or lower damping values Wong and Silva 2004d [DIRS 
172075], pages 36-44). 
In order to determine the shape-specific damping scaling factors for Yucca Mountain, the 
following relationships adopted from Idriss (1993 [DIRS 105524]) were assumed: 
Spectral Ratio (Freq, Damping (D)) = a1  b1 ln(D) for D <= 5% Eq. (43) 
= a2  b2 ln(D) for D > 5% Eq. (44) 
Spectra at different damping values were generated using the computer program SPCTLR v. 1.0 
(Software Tracking Number 10947-1.0-00) (Pacific Engineering and Analysis 2003c [DIRS 
163321]). The spectrally-matched seismic design time histories for Point D/E at 10-3, 5x10-4, 
and 10-4 annual exceedance frequencies were input into the program. The ratio of spectral values 
at dampings other than 5% to the spectral values at 5% damping were computed and substituted 
into the above equations for different values of damping and frequency. A best-fit line through a 
set of data points provided the values for a1, b1 for damping values less than 5% and a2, b2 for 
damping values more than 5%. Based on these coefficients, the computed damping factors were 
used to generate the damped spectra (Wong and Silva 2004d [DIRS 172075], pages 36-44). 
6.3.1.3.2 5x10-4 Annual Exceedance Frequency Ground Motions 
Inputs to the model for this case are summarized in Table 6.3-9. 
Table 6.3-9. Model Inputs for Development of Seismic Inputs with an Annual Exceedance Frequency 
of 5x10-4 for Points D/E 
Model Input Source 
Twelve 5x10-4 deaggregation earthquake response spectra 
(three each for the 1-2 Hz and 5-10 Hz 5x10-4 reference 
earthquakes; horizontal and vertical components) 
Section 6.2.2.5; deaggregation earthquakes 
have DTN MO0208UNHZ5X10.000 [DIRS 
163722]. Weights for combining results for each 
deaggregation earthquake are provided in 
Tables 6.2-8 and 6.3-9. 
Incidence angles for the deaggregation earthquakes Section 6.2.2.5.1; Table 6.2-12 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-248 November 2004 
Model Input Source 
60 randomized velocity profiles for each of three cases: 35 ft 
profile (35 ft of alluvium over tuff), 110 ft profile (110 ft of 
alluvium over tuff), and shallow alluvium (15 ft of alluvium over 
tuff). 
Section 6.2.3.5. Base case velocity profiles for 
tuff and alluvium have DTN 
MO0209VELPRWHB.000 [DIRS 163798]. 
60 randomized sets of shear modulus reduction and damping 
curves for each of the two tuff and alluvium base case curves 
(four combinations). Each combination is run for each of the 
three modeling cases. 
Section 6.2.4.4; base case curves have DTN 
MO0403SDIAWHBC.003 [DIRS 170434] 
Tuff and alluvium density Section 6.2.3.7 
Software programs used to model this case are identical to those listed in Section 6.3.1. 1 with 
the addition of Microsoft Excel 2000, which was used to compute response spectra at additional 
damping levels (see Appendix I) and the substitution of RANPAR V2.1 (Software Tracking 
Number 10486-2.1-00) (Pacific Engineering and Analysis 2003d [DIRS 170442]). Details of the 
modeling and analysis are documented in Scientific Notebook SN-M&O-SCI-037-V2 (Wong 
and Silva 2004a [DIRS 170443], pages 72, 73, 76-78, 80, 89, 90, and 103, and supplemental 
records 40-42, 50, 64, 70, 79-81, 88, 99, 101, and 103). 
The process for development of Surface Facilities Area (Points D and E) with 5x10-4 annual 
exceedance frequency is identical to that outlined in Section 6.3.1.3.1 for 10-3 motions. 
Representative mean SAFs and the magnitude-weighted SAF for the Point D 110 foot profile 
using the 1-2 Hz and 5-10 Hz DEAs (horizontal component) at an annual exceedance frequency 
of 5x10-4 are shown on Figures 6.3-25 and 6.3-26. Magnitude dependency of site response for 
the upper mean tuff and upper mean alluvium [UMT-UMA] case is small, about 13.5% near 1-2 
Hz and about 10% above 80 Hz. Magnitude dependency of site response is more significant for 
the lower mean tuff and upper mean alluvium [LMT-UMA] case, about 12% near 1-2 Hz and 
approximately 20% near 30 Hz. 
Representative magnitude-weighted mean SAFs for Point D (35 foot profile) at 5x10-4 annual 
exceedance frequency using the 1-2 Hz and 5-10 Hz horizontal-component DEAs are shown on 
Figure 6.3-27 for the horizontally-polarized shear wave case. For frequencies greater than 
approximately 6 Hz, the UMT-UMA properties give the largest spectral amplification. Between 
approximately 1.3 Hz and 6 Hz, the UMT-LMA properties control. The LMT-LMA properties 
control for frequencies less than approximately 1.3 Hz. Figure 6.3-28 shows representative 
magnitude-weighted mean SAFs for Point D (110 foot profile) at 5x10-4 annual exceedance 
frequency using the 1-2 Hz and 5-10 Hz horizontal component DEAs for the horizontallypolarized 
shear wave case. Site response (horizontal component) at Point D (110 foot profile) is 
controlled by the UMT-UMA properties for frequencies greater than approximately 2 Hz. Point 
E (15 feet of alluvium) representative magnitude-weighted mean SAFs are shown on Figure 6.3- 
29 for the 1-2 Hz and 5-10 Hz horizontal-component DEAs. Site response (horizontal 
component) for Point E is controlled by the UMT properties for frequencies greater than 
approximately 2 Hz and the LMT properties below 2 Hz. (A single set of alluvial curves was 
used.) 
The magnitude-weighted mean SAFs for 1-2 Hz and 5-10 Hz DEAs are enveloped and applied to 
the envelope of the reference earthquake spectra and UHS for the reference rock outcrop (Point 
A). The resulting spectra for each set of base case nonlinear dynamic material properties and 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-249 November 2004 
vertically incident waves are shown on Figure 6.3-30 for the horizontal component at an annual 
exceedance frequency of 5x10-4. Spectra for Point D (35 foot profile), Point D (110 foot profile) 
and Point E (shallow alluvium) are all shown on this figure. A single envelope, the seismic 
design response spectrum, was drawn to provide one set of ground motions applicable to all 
locations within the Surface Facilities Area. The corresponding vertical-component siteresponse 
spectra and seismic design response spectrum are shown on Figure 6.3-31. The 
preclosure Point D/E seismic seismic design response spectra at 5x10-4 annual exceedance 
frequency are provided in Table 6.3-10. These results have been submitted to the TDMS and 
have DTN MO0410SDSTMHIS.005 [DIRS 172237]. 
Table 6.3-10. Preclosure Point D/E Seismic Design Response Spectra (5%-Damped) in gs at 
5x10-4 Annual Exceedance Frequency 
Frequency (Hz) Horizontal Motion (g) Vertical Motion (g) 
0.333 0.0957 0.0684 
0.500 0.1664 0.1084 
0.667 0.2387 0.1376 
1.000 0.3918 0.1980 
2.000 0.8281 0.3689 
5.000 1.1787 0.7841 
6.667 1.2257 0.9379 
10.000 1.2512 1.0166 
20.000 1.0917 0.9850 
33.333 0.8767 0.8377 
50.000 0.7287 0.7126 
100.000 0.5802 0.5188 
Source: DTN: MO0410SDSTMHIS.005 [DIRS 172237] 
NOTE: Preclosure Point D/E Seismic Design Response Spectra at 5x10-4 
annual exceedance frequency are also provided at 0.5, 1.0, 2.0, 3.0, 
7.0, 10.0, 15.0, and 20.0% damping levels in DTN 
MO0410SDSTMHIS.005 [DIRS 172237]. This table provides a subset 
of the data points in DTN: MO0410SDSTMHIS.005 [DIRS 172237]. 
Response spectra for Point D/E at 5x10-4 annual exceedance frequency were also computed at 
damping values of 0.5, 1,0, 2.0, 3.0, 7.0, 10.0, 15.0, and 20.0%. These spectra were computed 
using the approach described in Section 6.3.1.3.1. Microsoft Excel 2000 was used for this 
analysis (see Appendix I). 
6.3.1.3.3 10-4 Annual Exceedance Frequency Ground Motions 
Inputs to the model for this case are summarized in Table 6.3-11. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-250 November 2004 
Table 6.3-11. Model Inputs for Development of Seismic Inputs with an Annual Exceedance Frequency 
of 10-4 for Points D/E 
Model Input Source 
Twelve 10-4 deaggregation earthquake response spectra 
(three each for the 1-2 Hz and 5-10 Hz 10-4 reference 
earthquakes; horizontal and vertical components) 
Section 6.2.2.5; deaggregation earthquakes 
have DTN MO0211DERES104.000 [DIRS 
170423]. Weights for combining results for each 
deaggregation earthquake are provided in 
Tables 6.2-8 and 6.2-9. 
Incidence angles for the deaggregation earthquakes Section 6.2.2.5.1; Table 6.2-13 
60 randomized velocity profiles for each of three cases: 35 ft 
profile (35 ft of alluvium over tuff), 110 ft profile (110 ft of 
alluvium over tuff), and shallow alluvium (15 ft of alluvium over 
tuff). 
Section 6.2.3.5. Base case velocity profiles for 
tuff and alluvium have DTN 
MO0209VELPRWHB.000 [DIRS 163798]. 
60 randomized sets of shear modulus reduction and damping 
curves for each of the two tuff and alluvium base case curves 
(four combinations). Each combination is run for each of the 
three modeling cases. 
Section 6.2.4.4; base case curves have DTN 
MO0403SDIAWHBC.003 [DIRS 170434]. 
Tuff and alluvium density Section 6.2.3.7 
Software programs used to model this case are identical to those listed in Section 6.3.1.1 with the 
addition of Microsoft Excel 2000, which was used to compute response spectra at additional 
damping levels (see Appendix I) and the substitution of RANPAR V2.1 (Software Tracking 
Number 10486-2.1-00) (Pacific Engineering and Analysis 2003d [DIRS 170442]). Details of the 
modeling and analysis are documented in Scientific Notebook SN-M&O-SCI-037-V2 (Wong 
and Silva 2004a [DIRS 170443], pages 73, 80, 89, 122, and 123, and supplemental records 80 
and 101). 
The process for development of Surface Facilities Area (Points D and E) ground motions with 
10-4 annual exceedance frequency is identical to that outlined in Section 6.3.1.3.1 for 10-3 
motions. Representative mean SAFs and the magnitude-weighted SAF for the Point D 110 foot 
profile using the 1-2 Hz and 5-10 Hz DEAs (horizontal component) at an annual exceedance 
frequency of 10-4 are shown on Figures 6.3-32 and 6.3-33. Magnitude dependency of site 
response is significant for the lower mean tuff [LMT] and upper mean alluvium [UMA] 
nonlinear dynamic material properties, about 36 percent near 30 Hz. For the upper mean tuff and 
upper mean alluvium [UMT-UMA] material properties, magnitude dependency of site response 
is less significant, about 17% at 1-2 Hz and about 13% near 30 Hz. 
Representative magnitude-weighted mean SAFs for Point D (35 foot profile) at 10-4 annual 
exceedance frequency using the 1-2 Hz and 5-10 Hz horizontal-component DEAs are shown on 
Figure 6.3-34 for the horizontally-polarized shear wave case. For frequencies greater than 
approximately 4 Hz, the UMT-UMA properties give the largest spectral amplification. Between 
approximately 1.3 Hz and 4 Hz, the UMT-LMA properties control. The LMT-LMA properties 
control for frequencies less than approximately 1.3 Hz. Figure 6.3-35 shows representative 
magnitude-weighted mean SAFs for Point D (110 foot profile) at 10-4 annual exceedance 
frequency using the 1-2 Hz and 5-10 Hz horizontal component DEAs for the horizontallypolarized 
shear wave case. Site response (horizontal component) at Point D (110 foot profile) is 
controlled by the UMT-UMA properties for frequencies greater than approximately 1.5 Hz. 
Below 1.5 Hz, the LMT-LMA properties control the site response (Figure 6.3-35). Point E (15 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-251 November 2004 
feet of alluvium) representative magnitude-weighted mean SAFs are shown on Figure 6.3-36 for 
the 1-2 Hz and 5-10 Hz horizontal-component DEAs. Site response (horizontal component) for 
Point E is controlled by the UMT properties for frequencies greater than approximately 2 Hz and 
the LMT properties below 2 Hz. 
The magnitude-weighted mean SAFs for 1-2 Hz and 5-10 Hz DEAs are enveloped and applied to 
the envelope of the reference earthquake spectra and UHS for the reference rock outcrop (Point 
A). The resulting spectra for each set of base case nonlinear dynamic material properties and 
vertically incident waves are shown on Figure 6.3-37 for the horizontal component at an annual 
exceedance frequency of 10-4. Spectra for Point D (35 foot profile), Point D (110 foot profile) 
and Point E (shallow alluvium) are all shown on this figure for just the vertically inclined SH 
wave case. The corresponding spectra from the inclined SH and SV cases were used in the 
analysis but are not plotted in the figure for the sake of clarity. A single envelope, the seismic 
design response spectrum, was drawn to provide one set of ground motions applicable to all 
locations within the Surface Facilities Area. The corresponding vertical-component siteresponse 
spectra and seismic design response spectrum are shown on Figure 6.3-38. The 
preclosure Point D/E seismic design response spectra at 10-4 annual exceedance frequency are 
provided in Table 6.3-12. These results have been submitted to the TDMS and have DTN 
MO0410WHBDF104.002 [DIRS 172238]. 
Table 6.3-12. Preclosure Point D/E Seismic Design Response Spectra (5%-Damped) in gs at 10-4 
Annual Exceedance Frequency 
Frequency (Hz) Horizontal Motion (g) Vertical Motion (g) 
0.333 0.2626 0.2124 
0.500 0.4546 0.3123 
0.667 0.6451 0.3913 
1.000 1.0704 0.5317 
2.000 1.9418 0.9335 
5.000 2.4759 2.0608 
6.667 2.5105 2.3917 
10.000 2.5548 2.8744 
20.000 2.2778 2.7453 
33.333 1.8153 2.3872 
50.000 1.4953 2.0792 
100.000 1.1926 1.4932 
Source: DTN: MO0410WHBDF104.002 [DIRS 172238] 
Note: Preclosure Point D/E Seismic Design Response Spectra at 10-4 
annual exceedance frequency are also provided at 0.5, 1.0, 2.0, 3.0, 
7.0, 10.0, 15.0, and 20.0% damping levels in DTN 
MO0410WHBDF104.002 [DIRS 172238]. This table provides a subset 
of the data points in DTN: MO0410WHBDF104.002 [DIRS 172238]. 
Values in DTN are provided for Period(s). Frequency (Hz) = 
1/Period(s). 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-252 November 2004 
Response spectra for Point D/E at 10-4 annual exceedance frequency were also computed at 
damping values of 0.5, 1,0, 2.0, 3.0, 7.0, 10.0, 15.0, and 20.0%. These spectra were computed 
using the approach described in Section 6.3.1.3.1. Microsoft Excel 2000 was used for this 
analysis (see Appendix I). 
6.3.1.4 Postclosure Emplacement Level Performance Assessment Ground Motions 
The site response methodology used to develop ground motions for Point B for analyses 
supporting postclosure performance assessments is the same as discussed in Section 6.3.1.2 for 
developing preclosure response spectra. Peak ground velocities are also computed. The use of 
5%-damped response spectra and peak ground velocities in developing time histories is 
discussed in Section 6.3.2. These analyses were performed for three annual exceedance 
frequency levels, 10-5, 10-6, and 10-7. 
The approach employed to develop postclosure emplacement level motions supporting 
TSPA-LA uses expected levels of peak particle velocity as the key ground motion parameters 
associated with damage to underground structures (McGarr 1984 [DIRS 163996], Dowding and 
Rozen 1978 [DIRS 160065]). 
6.3.1.4.1 10-5 Annual Exceedance Frequency Ground Motions 
This section describes use of the equivalent-linear site response model to develop response 
spectra and peak particle velocities with an annual exceedance frequency of 10-5 for Point B. 
Inputs to the model for this case are summarized in Table 6.3-13. 
Table 6.3-13. Model Inputs for Development of Seismic Inputs with an Annual Exceedance 
Frequency of 10-5 for Point B 
Model Input Source 
Twelve 10-5 deaggregation earthquake response 
spectra (three each for the 1-2 Hz and 5-10 Hz 10-5 
reference earthquakes; horizontal and vertical 
components) 
Section 6.2.2.5; deaggregation earthquakes have DTN 
MO0308UNHAZ105.000 [DIRS 170425]. Weights for 
combining results for each deaggregation earthquake 
are provided in Tables 6.2-8 and 6.2-9. 
Incidence angles for the deaggregation earthquakes Section 6.2.2.5.1; Table 6.2-14 
60 randomized velocity profiles for each of the two 
Repository Block base case profiles 
Section 6.2.3.5; base case velocity profiles have DTN 
MO0206SASWVSP1.001 [DIRS 163777] 
60 randomized sets of shear modulus reduction and 
damping curves for each of the two tuff base case 
curves 
Section 6.2.4.4; base case curves have DTN 
MO0403SDIAWHBC.003 [DIRS 170434] 
Tuff density Section 6.2.3.7 
Horizontal peak ground velocity at Point A Section 6.2.2.2, peak ground velocities at Point A with 
an annual exceedance frequency of 10-5 have DTN 
MO0309PGVDEAGG.000 [DIRS 170426] 
Revised vertical peak ground velocity at Point A Section 6.2.2.6.3 
Software programs used to model this case are identical to those listed in Section 6.3.1.1 with the 
substitutions of RASCALP V2.02 (Software Tracking Number 10388-2.02-00) (Pacific 
Engineering and Analysis 2004k [DIRS 163316]) and RANPAR V2.1 (Software Tracking 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-253 November 2004 
Number 10486-2.1-00) (Pacific Engineering and Analysis 2003d [DIRS 170442]) and addition 
of Microsoft Excel 2000 (Appendix I) . Details of the modeling and analysis are documented in 
Scientific Notebook SN-M&O-SCI-037-V2 (Wong and Silva 2004a [DIRS 170443], pages 79- 
81, 89, and supplemental records 86, 89, 90, 92, 94, 100). 
Representative emplacement level mean horizontal-component SAFs for the 1-2 Hz and 5-10 Hz 
DEAs, velocity profile base case #1 and lower mean tuff (LMT) nonlinear dynamic properties 
are shown on Figure 6.3-39 for an annual exceedance frequency of 10-5. Note that the magnitude 
dependence for the tuff response (horizontal) is small. Representative Point B magnitudeweighted 
mean SAFs (horizontal component) for all base case site properties are shown on 
Figure 6.3-40 for the 1-2 Hz and 5-10 Hz DEAs for the horizontally-polarized shear wave case. 
For frequencies greater than approximately 1.3 Hz, the upper mean tuff (UMT) properties give 
the largest site amplification values, with little difference between the two base case velocity 
profiles. Representative Point B magnitude-weighted mean SAFs (vertical component) for both 
base case velocity profiles are shown on Figure 6.3-41 for the 1-2 Hz and 5-10 Hz DEAs for the 
vertically-polarized shear wave case. For frequencies greater than approximately 3 Hz, base case 
velocity profile #2 gives the largest spectral amplification values. 
Point B horizontal-component spectra at an annual exceedance frequency of 10-5 are shown on 
Figure 6.3-42. General features noted in these spectra are (1) for frequencies greater than 2 Hz, 
there is little difference between the two velocity profiles and (2) the upper mean tuff curve 
controls at most frequencies. Figure 6.3-43 shows the Point B vertical-component site-response 
spectra at an annual exceedance frequency of 10-5. Also shown on Figures 6.3-42 and 6.3-43 are 
the smooth envelopes of the spectra used as target spectra in spectral-conditioning time histories 
(see Section 6.3.2.3.3). Response spectra for 10-5 annual exceedance frequency have been 
submitted to TDMS and have DTN MO0312SEPRSRLB.019 [DIRS 170427]. 
In addition to response spectra, PGVs were also computed. The horizontal PGV value at Point A 
is 126.57 cm/sec (DTN: MO0309PGVDEAGG.000 [DIRS 170426]). The vertical Point A PGV 
was revised to 116.4 cm/sec based on V/H ratios (see Section 6.2.2.6.3 and Table 6.2-17). PGVs 
and response at Point B at 10-5 annual exceedance frequency are given in Table 6.3-14. 
Microsoft Excel 2000 was used to compute the mean PGV transfer functions for all control 
motions, base case velocity profiles and dynamic property curves, and wavetypes. The 
maximum PGVs (horizontal and vertical) resulting from applying the mean transfer functions to 
the Point A PGVs is taken as the Point B PGVs (see Appendix I). PGVs have been submitted to 
the TDMS and have DTN MO0401SEPPGVRL.022 [DIRS 169099]. 
Table 6.3-14. Postclosure Point B Envelope Spectra and PGVs at 10-5 Annual Exceedance 
Frequency 
Frequency (Hz) Horizontal Motion (g) Vertical Motion (g) 
0.300 0.4758 0.4391 
0.500 0.7060 0.6935 
0.700 0.8717 0.8643 
1.000 1.0715 1.1000 
2.000 1.5512 1.7232 
5.000 2.0017 2.5169 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-254 November 2004 
Frequency (Hz) Horizontal Motion (g) Vertical Motion (g) 
7.000 2.0848 2.7157 
10.000 2.0757 2.8940 
20.000 1.8127 2.8054 
30.000 1.6203 2.5590 
50.000 1.3994 2.2007 
100.000 1.0753 1.5977 
PGV 105 cm/sec 137 cm/sec 
DTNs: MO0401SEPPGVRL.022 [DIRS 169099], MO0312SEPRSRLB.019 [DIRS 
170427] 
6.3.1.4.2 10-6 Annual Exceedance Frequency Ground Motions 
This section describes use of the equivalent-linear site response model to develop response 
spectra and peak particle velocities seismic inputs with an annual exceedance frequency of 10-6 
for Point B. Inputs to the model for this case are summarized in Table 6.3-15. 
Table 6.3-15. Model Inputs for Development of Seismic Inputs with an Annual Exceedance 
Frequency of 10-6 for Point B 
Model Input Source 
Twelve 10-6 deaggregation earthquake response 
spectra (three each for the 1-2 Hz and 5-10 Hz 10-6 
reference earthquakes; horizontal and vertical 
components) 
Section 6.2.2.5; deaggregation earthquakes have DTN 
MO0206UNHAZ106.001 [DIRS 163723]. Weights for 
combining results for each deaggregation earthquake 
are provided in Tables 6.2-8 and 6.2-9. 
Incidence angles for the deaggregation earthquakes Section 6.2.2.5.1; Table 6.2-15 
60 randomized velocity profiles for each of the two 
Repository Block base case profiles 
Section 6.2.3.5; base case velocity profiles have DTN 
MO0206SASWVSP1.001 [DIRS 163777] 
60 randomized sets of shear modulus reduction and 
damping curves for each of the two tuff base case 
curves 
Section 6.2.4.4; base case curves have DTN 
MO0403SDIAWHBC.003 [DIRS 170434] 
Tuff density Section 6.2.3.7 
Horizontal peak ground velocity at Point A Section 6.2.2.2, peak ground velocities at Point A with 
an annual exceedance frequency of 10-6 have DTN 
MO0208PGVDEAG6.001 [DIRS 164203] 
Revised vertical peak ground velocity at Point A Section 6.2.2.6.3 
Software programs used to model this case are identical to those listed in Section 6.3.1.1 with the 
substitution of RASCALP V2.02 (Software Tracking Number 10388-2.02-00) (Pacific 
Engineering and Analysis 2002k [DIRS 163316]) and Microsoft Excel 2000 (Appendix I). 
Details of the modeling and analysis are documented in Scientific Notebook SN-M&O-SCI-037- 
V2 (Wong and Silva 2004a [DIRS 170443], pages 14-22, 25-33, 42, 46, 51, 54, 56, 58, 59, and 
supplemental records 7, 9, 10, 11, 33, 39, 54, 60, 62). 
Representative emplacement level horizontal-component SAFs for the 1-2 Hz and 5-10 Hz 
DEAs, velocity profile base case #1 and lower mean tuff (LMT) nonlinear dynamic properties 
are shown on Figure 6.3-44 for an annual exceedance frequency of 10-6. Note that the magnitude 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-255 November 2004 
dependence for the tuff response (horizontal) is small. Representative Point B magnitudeweighted 
mean SAFs (horizontal component) for all base case site properties are shown on 
Figure 6.3-45 for the 1-2 Hz and 5-10 Hz DEAs for the horizontally-polarized shear wave case. 
For frequencies greater than approximately 0.7 Hz, the lower mean tuff (LMT) properties give 
the largest site amplification values, with little difference between the two base case velocity 
profiles. Representative Point B magnitude-weighted mean SAFs (vertical component) for both 
base case velocity profiles are shown on Figure 6.3-46 for the 1-2 Hz and 5-10 Hz DEAs for the 
vertically-polarized shear wave case. For frequencies greater than approximately 2.5 Hz, the 
base case velocity profile #2 gives the largest spectral amplification values. 
Point B horizontal-component spectra at an annual exceedance frequency of 10-6 are shown on 
Figure 6.3-47. General features noted in these spectra are (1) for frequencies greater than 2 Hz, 
there is little difference between the two velocity profiles and (2) the lower mean tuff curve 
controls at most frequencies. Figure 6.3-48 shows the Point B vertical-component site-response 
spectra at an annual exceedance frequency of 10-6. Also shown on Figures 6.3-47 and 6.3-48 are 
the smooth envelopes of the spectra that are used as target spectra in spectral conditioning time 
histories (see Section 6.3.2.3). Response spectra for 10-6 annual exceedance frequency have 
been submitted to TDMS and have DTN: MO04065DSRSPTB.000 [DIRS 170506]. 
In addition to response spectra, PGVs were also computed. The horizontal and vertical PGV 
values at Point A were 301 and 156 cm/sec (DTN: MO0208PGVDEAG6.001 [DIRS 164203]). 
The vertical Point A PGV was revised to 224 cm/sec based on V/H ratios (see Section 6.2.2.6.3 
and Table 6.2-17). PGVs at Point B at 10-6 annual exceedance frequency are given in Table 
6.3-16. Microsoft Excel 2000 was used to compute the mean PGV transfer functions for all 
control motions, base case velocity profiles and dynamic property curves, and wavetypes. The 
maximum PGVs (horizontal and vertical) resulting from applying the mean transfer functions to 
the Point A PGVs is taken as the Point B PGVs (see Appendix I). These results have been 
submitted to the TDMS and have DTN MO0303DPGVB106.002 [DIRS 162712]. 
Table 6.3-16. Postclosure Point B Envelope Spectra and PGVs at 10-6 Annual Exceedance 
Frequency 
Frequency (Hz) Horizontal Motion (g) Vertical Motion (g) 
0.3 0.9995 0.9455 
0.4 1.2311 1.2646 
0.5 1.4189 1.4957 
0.7 1.7767 1.8702 
1.0 2.2450 2.3778 
2.0 3.3299 3.6167 
5.0 4.5319 5.4942 
7.0 4.7252 5.8948 
10.0 4.8154 6.2904 
20.0 4.3155 6.1105 
30.0 3.8960 5.4765 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-256 November 2004 
Frequency (Hz) Horizontal Motion (g) Vertical Motion (g) 
50.0 3.2575 4.6645 
100.0 2.4625 3.4351 
PGV 244 cm/sec 236 cm/sec 
DTN: MO0303DPGVB106.002 [DIRS 162712], MO04065DSRSPTB.000 [DIRS 
170506] 
6.3.1.4.3 10-7 Annual Exceedance Frequency Ground Motions 
This section describes use of the equivalent-linear site response model to develop response 
spectra and peak particle velocities seismic inputs with an annual exceedance frequency of 10-7 
for Point B. Inputs to the model for this case are summarized in Table 6.3-17. 
Table 6.3-17. Model Inputs for Development of Seismic Inputs with an Annual Exceedance 
Frequency of 10-7 for Point B 
Model Input Source 
Twelve 10-7 deaggregation earthquake response 
spectra (three each for the 1-2 Hz and 5-10 Hz 10-7 
reference earthquakes; horizontal and vertical 
components) 
Section 6.2.2.5; deaggregation earthquakes have DTN 
MO0209UNHAZ107.000 [DIRS 163724]. Weights for 
combining results for each deaggregation earthquake 
are provided in Tables 6.2-8 and 6.2-9. 
Incidence angles for the deaggregation earthquakes Section 6.2.2.5.1; Table 6.2-16 
60 randomized velocity profiles for each of the two 
Repository Block base case profiles 
Section 6.2.3.5; base case velocity profiles have DTN 
MO0206SASWVSP1.001 [DIRS 163777] 
60 randomized sets of shear modulus reduction and 
damping curves for each of the two tuff base case 
curves 
Section 6.2.4.4; base case curves have DTN 
MO0403SDIAWHBC.003 [DIRS 170434] 
Tuff density Section 6.2.3.7 
Horizontal peak ground velocity at Point A Section 6.2.2.2, peak ground velocities at Point A with 
an annual exceedance frequency of 10-7 have DTN 
MO0210PGVD1E07.000 [DIRS 164205] 
Revised vertical peak ground velocity at Point A Section 6.2.2.6.3 
Software programs used to model this case are identical to those listed in Section 6.3.1.1 with the 
substitution of RASCALP V2.02, Software Tracking Number 10388-2.02-00 (Pacific 
Engineering and Analysis 2002k [DIRS 163316]) and Microsoft Excel 2000 (Appendix I). 
Details of the modeling and analysis are documented in Scientific Notebook SN-M&O-SCI-037- 
V2 (Wong and Silva 2004a [DIRS 170443], pages 42 through 46, 51, 52, 59, 61, and 
supplemental records 34, 35, 36, 37, 38, 57, 59, 62). 
Representative Point B horizontal component mean SAFs for the 1-2 Hz and 5-10 Hz DEAs, 
velocity profile base case #1 and lower mean tuff (LMT) nonlinear dynamic properties are 
shown on Figure 6.3-49 for an annual exceedance frequency of 10-7. As with all other ground 
motion levels at Point B, magnitude dependence for the tuff response (horizontal) is small. 
Representative Point B magnitude-weighted mean SAFs (horizontal component) for all base case 
site properties and vertically incident waves are shown on Figure 6.3-50 for the 1-2 Hz and 5-10 
Hz DEA for the horizontally-polarized shear wave case. As with the response at the 10-6 ground 
motion level, there are noticeable differences between the UMT and LMT nonlinear dynamic 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-257 November 2004 
properties responses, with the LMT properties cases controlling at all frequencies greater than 
approximately 0.5 Hz. Given the same nonlinear dynamic properties, the transfer functions for 
both velocity base case profiles are very similar. Representative Point B magnitude-weighted 
mean SAFs (vertical component) for both base case velocity profiles are shown on Figure 6.3-51 
for the 1-2 Hz and 5-10 Hz DEAs for the vertically-polarized shear wave case. For frequencies 
greater than approximately 3 Hz the base case velocity profile #2 gives the largest spectral 
amplification values. 
Point B horizontal-component site-response spectra at an annual exceedance frequency of 10-7 
are shown on Figure 6.3-52. Also shown is the smooth envelope of the site-response spectra, 
which is provided in Table 6.3-18.This spectrum was calculated for possible future use in 
spectrally matching time histories (Section 6.3.2.3.2). General features noted in these spectra are 
(1) for frequencies greater than 0.6 Hz, there is little difference between the two velocity profiles 
and (2) the lower mean tuff nonlinear dynamic properties base case controls at most frequencies. 
Figure 6.3-53 shows the Point B vertical-component envelope spectrum and the site-response 
spectra at an annual exceedance frequency of 10-7. The base case velocity profile #2 controls at 
most frequencies. 
Table 6.3-18. Postclosure Point B Envelope Spectra and PGVs at 10-7 Annual Exceedance 
Frequency 
Frequency (Hz) Horizontal Motion (g) Vertical Motion (g) 
0.3 2.0414 2.0164 
0.5 3.0073 3.2359 
0.7 3.6953 4.0917 
1.0 4.7876 5.1263 
2.0 7.3451 8.4299 
5.0 10.4000 13.1835 
7.0 10.7963 14.1456 
10.0 10.9262 14.8189 
20.0 9.7758 14.2894 
30.0 8.7920 12.9984 
50.0 7.4349 11.1321 
100.0 5.5310 8.4140 
PGV 535 cm/sec 625 cm/sec 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 69 
DTN: MO0210PGVPB107.000 [DIRS 162713] 
In addition to response spectra, PGVs were also computed. The Point A horizontal and vertical 
PGVs were 655 and 340 cm/sec (revised to 572 cm/sec based on V/H ratios), respectively (Table 
6.2-17). PGVs at Point B are presented in Table 6.3-18. Microsoft Excel 2000 was used to 
compute the Point B PGVs (see Appendix I). These results were submitted to the TDMS and 
have DTN MO0210PGVPB107.000 [DIRS 162713]. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-258 November 2004 
6.3.1.5 Comparison of Seismic Design Response Spectra 
Figures 6.3-54 through 6.3-59 compare the Point A spectra with the Point B and the Point D/E 
seismic design response spectra for annual exceedance frequencies of 10-3, 5x10-4, 10-4, 10-5, 
10-6, and 10-7. As might be expected based on empirical evidence, the response spectrum at D/E 
is consistently the higher of the three spectra as it reflects the effect of the near-surface velocity 
gradient and the amplification of the shallow low velocity alluvium typically observed in 
earthquakes worldwide. The Point B response spectra are lower than the Point A UHS. Atdepth 
motions are generally lower than outcrop motions due to the presence of downgoing waves 
and the absence of the free-surface effect, which is a factor of two for vertically propagating 
waves. For the vertical motions, the Point B spectra are lower than the Point A spectra at higher 
frequencies (> 5-8 Hz) similar to the horizontal motions (Figures 6.3-54 to 6.3-59). At lower 
frequencies the Point A and Point B spectra are similar. 
6.3.2 Development of Time Histories 
In this section, the approaches used to develop time histories are presented along with the 
resulting time histories for inputs to preclosure and postclosure analyses. Sets of time histories 
were developed for Point B at 10-3, 5x10-4, 10-4, 10-5, 10-6, and 10-7 annual exceedance 
frequencies and for Point D/E at 10-3, 5x10-4, and 10-4 annual exceedance frequencies. The 
approach used to develop each set of time histories is a function of the use of the time histories in 
design or performance assessment analyses. Time histories for inputs to preclosure analyses at 
the emplacement level (Point B) and the Surface Facilities Area (Point D/E) are presented in 
Sections 6.3.2.1 and 6.3.2.2, respectively. Time histories for input to postclosure analyses at the 
emplacement level (Point B) are presented in Section 6.3.2.3. For all time histories, strong 
ground motion recordings from past earthquakes are used as the basis for the matching or scaling 
process to provide realistic time histories with characteristics of observed ground motion. The 
initial strong ground motion recordings are chosen from the NUREG/CR-6728 (McGuire et al. 
2001 [DIRS 157510], Appendix B) analysis time history database (Table 6.3-19). Specific 
recordings were chosen based on the deaggregated hazard at Yucca Mountain, as described in 
Sections 6.3.1.2 through 6.3.1.4. H1 and H2 components were taken as defined in the 
NUREG/CR-6728 (McGuire et al. 2001 [DIRS 157510], Appendix B) time history database. 
6.3.2.1 Preclosure Emplacement Level Seismic Design 
Time histories are presented for inputs to preclosure analysis for the emplacement level (Point B) 
at 10-3, 5x10-4 and 10-4 annual exceedance frequencies. All of these time histories were 
developed by spectrally matching an input time history to a target response spectrum. The target 
response spectra are the seismic design response spectra for the emplacement level (Point B) 
presented in Section 6.3.1.2. 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-259 November 2004 
Table 6.3-19. Summary of Input Strong Ground Motion Recordings 
PGA (g) PGV (cm/sec) Earthquake Date Magnitude 
(M) 
Station Distance 
(km H1 H2 V H1 H2 V 
Used as Input Time 
Histories for: 
1 Coalinga, CA 7/22/83 5.8 Oil City 10.0 0.387 0.370 0.210 13.8 12.4 4.6 Postclosure time histories for 
the emplacement level 
(Point B). See Section 
6.3.2.3.1 
2 Whitter Narrows, 
CA 
10/1/87 6.0 Garvey Res.  
Control Building 
12.1 0.384 0.457 0.362 15.8 19.0 9.9 Postclosure time histories for 
the emplacement level 
(Point B). See Section 
6.3.2.3.1 
3 Helena, Montana 10/31/35 6.2 Carroll Coll. 8.0 0.15 0.173 0.102 5.8 16.5 7.3 Postclosure time histories for 
the emplacement level 
(Point B). See Section 
6.3.2.3.1 
4 Parkfield, CA 6/28/66 6.1 Cholame #8 9.2 0.246 0.273 0.116 10.2 11.3 4.3 Postclosure time histories for 
the emplacement level 
(Point B). See Section 
6.3.2.3.1 
5 Parkfield, CA 6/28/66 6.1 Temblor 9.9 0.357 0.272 0.136 21.5 15.0 4.4 Postclosure time histories for 
the emplacement level 
(Point B). See Section 
6.3.2.3.1 
6 San Fernando, CA 2/9/71 6.6 Pacoima Dam 2.8 1.226 1.16 0.699 112.5 54.3 56.5 Postclosure time histories for 
the emplacement level 
(Point B). See Section 
6.3.2.3.1 
7 Gazli, USSR 5/17/76 6.8 Karakyr 3.0 0.608 0.718 1.264 65.4 71.6 54.2 Postclosure time histories for 
the emplacement level 
(Point B). See Section 
6.3.2.3.1 
8 Morgan Hill, CA 4/24/84 6.2 Coyote Lake Dam 0.1 0.711 1.298 0.388 51.6 80.8 15.6 Postclosure time histories for 
the emplacement level 
(Point B). See Section 
6.3.2.3.1 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-260 November 2004 
PGA (g) PGV (cm/sec) Earthquake Date Magnitude 
(M) 
Station Distance 
(km H1 H2 V H1 H2 V 
Used as Input Time 
Histories for: 
9 Morgan Hill, CA 4/24/84 6.2 Gilroy Arr #6 11.8 0.222 0.292 0.405 11.4 36.7 14.1 Postclosure time histories for 
the emplacement level 
(Point B). See Section 
6.3.2.3.1 
10 Whitter Narrows, 
CA 
10/1/87 6.0 San Gabriel  E 
Grand Ave 
9.0 0.304 0.199 0.227 23.0 11.0 5.5 Postclosure time histories for 
the emplacement level 
(Point B). See Section 
6.3.2.3.1 
11 Loma Prieta, CA 10/18/89 6.9 Corralitos 5.1 0.644 0.479 0.455 55.2 45.2 17.7 Postclosure time histories for 
the emplacement level 
(Point B). See Section 
6.3.2.3.1 
12 Northridge, CA 1/17/94 6.7 Pacoima Kag 
Canyon 
8.2 0.301 0.433 0.169 31.4 51.5 15.1 Postclosure time histories for 
the emplacement level 
(Point B). See Section 
6.3.2.3.1 
13 Loma Prieta, CA 10/18/89 6.9 Gilroy Arr #6 19.9 0.126 0.17 0.101 12.8 14.2 9.5 Postclosure time histories for 
the emplacement level 
(Point B). See Section 
6.3.2.3.1 
14 Landers, CA 6/28/92 7.3 Lucerne 1.1 0.721 0.785 0.818 97.6 31.9 45.9 Postclosure time histories for 
the emplacement level 
(Point B). See Section 
6.3.2.3.1 
15 Chi-Chi, Taiwan 9/20/99 7.6 TCU025 54.3 0.058 0.075 0.034 10.5 19.0 13.8 Postclosure time histories for 
the emplacement level 
(Point B). See Section 
6.3.2.3.1 
16 Kobe, Japan 1/16/95 6.9 Kobe Univ. 0.2 0.29 0.31 0.38 54.8 34.2 20.2 Postclosure time histories for 
the emplacement level 
(Point B). See Section 
6.3.2.3.1 
17 Koaceli, Turkey 8/17/99 7.4 Izmit 7.7 0.152 0.22 0.149 22.6 29.8 11.9 Postclosure time histories for 
the emplacement level 
(Point B). See Section 
6.3.2.3.1 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-261 November 2004 
PGA (g) PGV (cm/sec) Earthquake Date Magnitude 
(M) 
Station Distance 
(km H1 H2 V H1 H2 V 
Used as Input Time 
Histories for: 
18 Northridge, CA 1/17/94 6.7 Duarte-Mel 
Canyon Rd. 
51.6 0.079 0.028 0.046 3.4 2.4 2.2 Preclosure time histories for 
the emplacement level 
(Point B) at 10-3 and 5x10-4 
annual exceedance 
frequencies. See Sections 
6.3.2.1.1 and 6.3.2.1.2. 
19 Northridge, CA 1/17/94 6.7 Wrightwood- 
Jackson Flat 
68.4 0.056 0.037 0.034 10.0 7.0 5.8 Preclosure time histories for 
the Surface Facilities Area 
(Point D/E) at 10-3 and 5x10- 
4 annual exceedance 
frequencies. See Sections 
6.3.2.2.1 and 6.3.2.2.2. 
20 Northridge, CA 1/17/94 6.7 Rancho 
Cucamonga-Deer 
Canyon 
80.0 0.071 0.051 0.025 4.2 5.9 2.2 Preclosure time histories for 
the Surface Facilities Area 
(Point D/E) at 10-3 and 5x10- 
4 annual exceedance 
frequencies. See Sections 
6.3.2.2.1 and 6.3.2.2.2. 
21 Whittier Narrows, 
CA 
10/1/87 6.0 Calabasos-N. Las 
Virg. 
(see Note) 
53.3 0.119 0.075 0.086 2.8 1.5 2.7 Preclosure time histories for 
the Surface Facilities Area 
(Point D/E) at 10-3 and 5x10- 
4 annual exceedance 
frequencies. See Sections 
6.3.2.2.1 and 6.3.2.2.2. 
22 Whittier Narrows, 
CA 
10/1/87 6.0 Pasadena Blvd.  
CIT Calif Blvd. 
15.5 0.177 0.271 0.171 8.1 15.4 7.0 Preclosure time histories for 
the Surface Facilities Area 
(Point D/E) at 10-3 and 5x10- 
4 annual exceedance 
frequencies. See Sections 
6.3.2.2.1 and 6.3.2.2.2. 
23 Chi-Chi, Taiwan 9/20/99 7.6 Tap 036 95.6 0.039 0.03 0.017 6.1 7.6 6.9 Preclosure time histories for 
the Surface Facilities Area 
(Point D/E) at 10-3 and 5x10- 
4 annual exceedance 
frequencies. See Sections 
6.3.2.2.1 and 6.3.2.2.2. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-262 November 2004 
PGA (g) PGV (cm/sec) Earthquake Date Magnitude 
(M) 
Station Distance 
(km H1 H2 V H1 H2 V 
Used as Input Time 
Histories for: 
24 Koaceli, Turkey 8/17/99 7.4 Iznik 29.7 0.103 0.136 0.083 16.5 28.8 7.7 Preclosure time histories for 
the Surface Facilities Area 
(Point D/E) at 10-4 annual 
exceedance frequencies. 
See Section 6.3.2.2.3. 
25 Chi-Chi, Taiwan 9/20/99 7.6 TCU015 47.3 0.114 0.119 0.068 29.5 49.8 17.2 Preclosure time histories for 
the emplacement level 
(Point B) at 10-4 annual 
exceedance frequencies. 
See Section 6.3.2.1.3. 
Source: McGuire et al. (2001 [DIRS 157510], Appendix B, Tables B-1 and B-2) 
NOTES: To convert kilometers to miles, multiply by 0.621. To convert cm/sec to in./sec, multiply by 0.394. 
Record #21 has been modified for CEUS conditions (McGuire et al. 2001 [DIRS 157510], Appendix B). This set of records was used in place of the original records (Wong 
and Silva 2004d [DIRS 172075], page 46). 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-263 November 2004 
Time histories that are individually spectrally matched to a target response spectrum 
(Figure 6.3-60) are appropriate for use in cases in which a single three-component set of time 
histories will be used in an analysis. Alternatively, when multiple sets of time histories will be 
used in an analysis, they can be spectrally matched individually or such that the mean response 
spectra for the suite of records match the target spectra, but individual records do not. Seismic 
inputs described in this report that are based on spectral matching generally were developed 
following the recommendations in NUREG/CR-6728 (McGuire et al. 2001 [DIRS 157510], 
Section 5). These recommendations suggest modifications to the guidance for nuclear power 
plants (NUREG-0800, Section 3.7.1 [NRC 1989a [DIRS 165110]]). NUREG-0800, Section 
3.7.1 (NRC 1989a [DIRS 165110]) incorporates specific guidance to consider the minimum 
Power Spectral Density (PSD) of ground motion records input to building, component and soil 
models. This guidance was to prevent the development of time histories with response spectra 
that envelop the seismic design response spectra across a given frequency range, even though the 
PSD (or equivalently the Fourier amplitude spectrum) of the input ground motion could possess 
low levels (gaps) within the same frequency range. For this case, the computed system response 
may be underpredicted if, for example, the soil-structure interaction (SSI) frequencies fall within 
those gaps. Because of the ambiguities in the definition of a PSD as well as the effort involved 
in developing a minimum PSD requirement for an arbitrary target response spectrum, the 
recommended revised criteria in NUREG/CR-6728 (McGuire et al. 2001 [DIRS 157510], 
Section 5) eliminate the need for a separate PSD check but require a minimum and maximum 
matching criteria for the target 5%-damped response spectrum. The intent of the more stringent 
matching guidance is to ensure that the developed ground motion does not possess any 
significant gaps in frequency content. These revised criteria satisfy the general intent of the 
guidance in NUREG-0800, Section 3.7.1 (NRC 1989a [DIRS 165110]), which is currently 
defined in detail only for the spectral shape embodied by the Regulatory Guide 1.60 (1973 
[DIRS 151402]) spectrum. 
The recommended guidelines on spectral matching contained in NUREG/CR-6728 (McGuire 
et al. 2001 [DIRS 157510], Section 5) are outlined below: 
 The artificial accelerogram should achieve approximately a mean-based fit to the target 
spectrum. The average ratio of the spectral acceleration calculated from the 
accelerogram to the target, calculated frequency by frequency, is only slightly greater 
than one to insure there are no significant gaps and the result is not biased high with 
respect to the target. 
 Records should have a sufficiently small frequency increment and sufficiently high 
maximum frequency (or alternatively time increment and maximum duration). The total 
duration of the record can be increased by zero packing to satisfy these frequency 
requirements. It is recommended that records have a maximum frequency increment of 
0.05 Hz with a Nyquist frequency of at least 50 Hz or a time increment of at most 0.01 
sec for a total duration of 20 sec. 
 Spectral accelerations at 5 percent damping should be computed at a minimum of 
100 points per frequency decade, uniformly spaced over the log frequency scale from 
0.1 Hz to 50 Hz or the Nyquist frequency. The computed 5%-damped response 
spectrum of the accelerogram (if one artificial motion is used for analysis) or the average 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-264 November 2004 
of all accelerograms (if a suite of motions is used for analysis) should not fall more than 
10 percent below the target spectrum at any one frequency point. No more than 
9 adjacent spectral points may be allowed to fall below the target spectrum at any 
frequency. This corresponds to a moving frequency window of  10 percent centered on 
the frequency. 
 The computed 5%-damped response spectrum of the artificial ground motion (if one 
motion is used for analysis) or the average of the 5%-damped response spectra (if a suite 
of motions is used for analysis) should not exceed the target spectrum by more than 
30 percent in the frequency range between 0.2 Hz and 25 Hz. 
 Artificial motions should have durations, and ratios PGV/PGA and PGA*PGD/PGV2 
that are generally consistent with appropriate WUS or CEUS magnitude and distance bin 
median values. 
 The upper limit for the zero-lag cross-correlation coefficient between any two design 
ground motions (acceleration time histories) be 0.3. 
These criteria ensure that no gaps in the PSD or Fourier amplitude spectrum will occur over a 
significant frequency range. 
The recommendations outlined above for spectrally-matched artificial time histories were 
followed in analyses documented in this report, with the following exceptions. For the waste 
emplacement level (Point B), it is inappropriate to check the durations, PGV/PGA, and 
PGA*PGD/PGV2 for consistency with the bin median values from NUREG/CR 6728 (McGuire 
et al. 2001 [DIRS 157510], Appendix C) because the Point B motions are at-depth motions not 
free-surface motions. Also, for Point D/E preclosure motions, it is inappropriate to compare time 
domain characteristics (i.e., PGV/PGA and PGA*PGD/PGV2) with the WUS median bin values 
because Point D/E motions are an envelope of hard rock and shallow soil, whereas the bin 
median values in NUREG/CR-6728 (McGuire et al. 2001 [DIRS 157510], Appendix C) are for 
WUS soft rock and deep soil. 
In this report, spectrally matched sets of three-component time histories are described for annual 
exceedance frequencies of 10-3, 5x10-4, 10-4 for the emplacement level (Point B) (Sections 
6.3.2.1.1 through 6.3.2.1.3). The approach outlined above is also used to develop the spectrally 
matched sets of time histories for the surface Facilities Area (Point D/E) presented in Section 
6.3.2.2. Representative spectral matching for the emplacement level at 5x10-4 annual exceedance 
frequency is illustrated on Figure 6.3-60. 
6.3.2.1.1 10-3 Annual Exceedance Frequency Motions 
For preclosure design at Point B at 10-3 annual exceedance frequency, a set of three-component 
time histories was developed by spectrally matching to the Point B seismic design response 
spectrum following the guidelines outlined above in Section 6.3.2.1. Inputs to this analysis for 
these motions are summarized in Table 6.3-20. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-265 November 2004 
Table 6.3-20. Analysis Inputs for Development of Seismic Design Time Histories with an Annual 
Exceedance Frequency of 10-3 for Point B 
Analysis Input Source 
Strong Ground Motion Recording of 1994 Northridge 
Earthquake, Duarte-Mel Canyon Station 
Section 6.3.2, Table 6.3-9, Number 18; NUREG-CR- 
6728 (McGuire et al. 2001 [DIRS 157510], Appendix B) 
Seismic Design Response Spectra at Point B with an 
Annual Exceedance Frequency of 10-3 
Section 6.3.1.2.1, Table 6.3-2; seismic design response 
spectra have DTN MO0405SDSTPNTB.001 [DIRS 
169851] 
Software used in the analysis for this case consists of: 
 INTERPOL V. 1.0 (Software Tracking Number 10944-1.0-00) (Pacific Engineering and 
Analysis 2002d [DIRS 163305]) 
 RASCALS V. 5.4 (Software Tracking Number 10389-5.4-00) (Pacific Engineering and 
Analysis 2002l [DIRS 163317]) 
 BASE4 V. 4.0 (Software Tracking Number 10940-4.0-00) (Pacific Engineering and 
Analysis 2002a [DIRS 163293]) 
 MAXMIN V. 1.0 (Software Tracking Number 10945-1.0-00) (Pacific Engineering and 
Analysis 2002f [DIRS 163309]) 
 SPCTLR V. 1.0 (Software Tracking Number 10947-1.0-00) (Pacific Engineering and 
Analysis 2003c [DIRS 163321]) 
 SMRATIO V. 1.0 (Software Tracking Number 10917-1.0-00) (Pacific Engineering and 
Analysis 2003n [DIRS 163320]) 
 CORBB V. 1.0 (Software Tracking Number 10941-1.0-00) (Pacific Engineering and 
Analysis 2002b [DIRS 163295]) 
 DUR V. 1.0 (Software Tracking Number 10942-1.0-00) (Pacific Engineering and 
Analysis 2003a [DIRS 163303]) 
INTERPOL is used to interpolate the Emplacement Level (Point B) seismic design response 
spectra to several hundred frequencies required for spectral matching. RASCALS is used to 
spectrally match the input strong ground motion recording to the emplacement level design 
spectra. The resulting spectrally-matched acceleration time history is baseline corrected using 
BASE4. Output from BASE4 are baseline corrected acceleration, velocity, and displacement 
time histories. MAXMIN is used to calculate the PGA and PGV of the time histories. SPCTLR 
is used to calculate the 5% response spectra of the time histories. The ratio between the time 
histories response spectra and the target spectra are computed using SMRATIO. Crosscorrelation 
statistics between time history components are computed using CORBB. Arias 
intensity versus duration is computed using DUR. This process is followed for two horizontal 
components and one vertical component. The analysis is described in scientific notebook SN-
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-266 November 2004 
M&O-SCI-037-V2 (Wong and Silva 2004a [DIRS 170443], pages 123, 126-128, and 
supplemental records 67, 119, and 120). 
The input strong ground motion was the 1994 Northridge earthquake, Duarte-Mel Canyon Rd. 
Station recording (Number 18 in Table 6.3-19). This record (M 6.7, R 51.6 km (32.1 mi.), rock 
site) was selected from the M: 6.5, D: 50  100 km (31  62 mi.) bin of the NUREG/CR-6728 
(McGuire et al. 2001 [DIRS 157510], Appendix B) analysis time history database. As shown on 
Figures 6.2-17 and 6.2-23, the deaggregation of the hazard at 10-3 annual exceedance frequency 
shows that the hazard is dominated by a M 6.9 event at 52 km (32 mi.) at the 1-2 Hz frequency 
range and a M 6.3 event at 5 km (3 mi.) at the 5-10 Hz frequency range. Following 
NUREG/CR-6728 (McGuire et al. 2001 [DIRS 157510], Section 5), when matching to UHS (one 
spectrum instead of the two deaggregated reference events), it is recommended that the strong 
ground motion duration be the longer duration associated with the low-frequency event. The 
matching criteria presented in NUREG/CR-6728 (McGuire et al. 2001 [DIRS 157510]) were 
followed for time history spectral matching. 
The response spectra for the 10-3 Point B time histories compared to the target spectrum are 
shown on Figures 6.3-61 through 6.3-63. The matches at frequencies above 40 Hz are low but 
match at peak acceleration (100 Hz). Because the match is not important between 33 and 100 Hz 
due to these frequencies being of no engineering relevance, very little effort is made to improve 
the match at those frequencies. Corresponding plots of the ratio between the time histories 
response spectra and the target spectra also shown on these figures. The acceleration, velocity, 
and displacement time histories are presented in Appendix II, Figures II-1 through II-3. These 
results have been submitted to TDMS and have DTN MO0405SDSTPNTB.001 [DIRS 169851]. 
6.3.2.1.2 5x10-4 Annual Exceedance Frequency Motions 
For preclosure design at Point B at 5x10-4 annual exceedance frequency, a set of threecomponent 
time histories were developed by spectrally matching to the Point B seismic design 
response spectrum following the guidelines outlined above in Section 6.3.2.1. Inputs to this 
analysis for these motions are summarized in Table 6.3-21. 
Table 6.3-21. Analysis Inputs for Development of Seismic Design Time Histories with an Annual 
Exceedance Frequency of 5x10-4 for Point B 
Analysis Input Source 
Strong Ground Motion Recording of 1994 Northridge 
Earthquake, Duarte-Mel Canyon Station 
Section 6.3.2, Table 6.3-19, Number 18; NUREG-CR- 
6728 (McGuire et al. 2001 [DIRS 157510], Appendix B) 
Seismic Design Response Spectra at Point B with an 
Annual Exceedance Frequency of 5x10-4 
Section 6.3.1.2.2, Table 6.3-4; seismic design response 
spectra have DTN MO0407SDARS104.001 [DIRS 
170683] 
Software used in the analysis for this case are identical to those listed in Section 6.3.2.1.1 for 10-3 
annual exceedance frequency motions. 
The analysis is described in scientific notebook SN-M&O-SCI-037-V2 (Wong and Silva 2004a 
[DIRS 170443], pages 38, 57-59 and supplemental record 58). 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-267 November 2004 
The input strong ground motion was the 1994 Northridge earthquake, Duarte-Mel Canyon Rd. 
Station recording (Number 18 in Table 6.3-19). This record (M 6.7, R 51.6 km (32.1 mi.), rock 
site) was selected from the M: 6.5, D: 50  100 km (31  62 mi.) bin of the NUREG/CR-6728 
(McGuire et al. 2001 [DIRS 157510]) analysis time history database. As shown in Figures 6.2- 
18 and 6.2-24, the deaggregation of the hazard at 5x10-4 annual exceedance frequency shows that 
the hazard is dominated by a M 7.0 event at 51 km (32 mi.) at the 1-2 Hz frequency range and a 
M 6.3 event at 5 km (3 mi.) at the 5-10 Hz frequency range. Following NUREG/CR-6728 
(McGuire et al. 2001 [DIRS 157510], Section 5), when matching to UHS (one spectrum instead 
of the two deaggregated reference events), it is recommended that the strong ground motion 
duration be the longer duration associated with the low-frequency event. 
The response spectra for the 5x10-4 Point B time histories compared to the target spectrum are 
shown on Figures 6.3-64 through 6.3-66. The matches are low at frequencies above 40 Hz for 
the reasons given previously. Corresponding plots of the ratio between the time histories 
response spectra and the target spectra are also shown on these figures. The acceleration, 
velocity, and displacement time histories are presented in Appendix II, Figures II-4 through II-6. 
These results have been submitted to TDMS and have DTN MO0407TMHIS104.003 [DIRS 
170599]. 
6.3.2.1.3 10-4 Annual Exceedance Frequency Motions 
For preclosure design at Point B at 10-4 annual exceedance frequency, a set of three-component 
time histories were developed by spectrally matching to the Point B seismic design response 
spectrum following the guidelines outlined above in Section 6.3.2.1. Inputs to this analysis for 
these motions are summarized in Table 6.3-22. 
Table 6.3-22. Analysis Inputs for Development of Seismic Design Time Histories with an Annual 
Exceedance Frequency of 10-4 for Point B 
Analysis Input Source 
Strong Ground Motion Recording of 1999 Chi-Chi, 
Taiwan Earthquake, TUC Station 
Section 6.3.2, Table 6.3-19, Number 25; NUREG-CR- 
6728 (McGuire et al. 2001 [DIRS 157510], Appendix B) 
Seismic Design Response Spectra at Point B with an 
Annual Exceedance Frequency of 10-4 
Section 6.3.1.2.3, Table 6.3-6; seismic design response 
spectra have DTN MO0306SDSAVDTH.000 [DIRS 
164033] 
Software used in the analysis for this case are identical to those listed in Section 6.3.2.2.1 for 10-3 
annual exceedance frequency motions. 
The analysis is described in scientific notebook SN-M&O-SCI-037-V2 (Wong and Silva 2004a 
[DIRS 170443], pages 71-73 and supplemental records 78 and 82). 
The input strong ground motion was the 1999 Chi-Chi, Taiwan earthquake, TCU015 Station 
recording (Number 25 in Table 6.3-19). This record (M 7.6, R 47.3 km (29.6 mi.), rock site) was 
selected from the M: 7.5, D: 10  50 km (6-31 mi.) bin of the NUREG/CR-6728 (McGuire et al. 
2001 [DIRS 157510]) analysis time history database. As shown in Figures 6.2-19 and 6.2-25, 
the deaggregation of the hazard at 10-4 annual exceedance frequency shows that the hazard is 
dominated by a M 7.7 event at 52 km (32 mi.) at the 1-2 Hz frequency range and a M 6.3 event 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-268 November 2004 
at 5 km (3 mi.) at the 5-10 Hz frequency range. Following NUREG/CR-6728 (McGuire et al. 
2001 [DIRS 157510], Section 5), when matching to UHS (one spectrum instead of the two 
deaggregated reference events), it is recommended that the strong ground motion duration be the 
longer duration associated with the low-frequency event. 
The response spectra for the 10-4 Point B time histories compared to the target spectrum are 
shown on Figures 6.3-67 through 6.3-69. A small underprediction above 50 Hz is noted on the 
Point B horizontal-1 time history (Figure 6.3-67). Corresponding plots of the ratio between the 
time histories response spectra and the target spectra are also shown on these figures. The 
acceleration, velocity, and displacement time histories are presented in Appendix II, Figures II-7 
through II-9. These results have been submitted to TDMS and have DTN 
MO0306SDSAVDTH.000 [DIRS 164033]. 
6.3.2.2 Surface Facilities Seismic Design 
For preclosure design of the Surface Facilities Area, a single set of three-component, spectrally 
matched time histories is developed at each annual exceedance frequency of interest using the 
approach outlined in 6.3.2.1 for preclosure time histories for the emplacement level. At 10-3 and 
5x10-4 annual exceedance frequencies, an additional four sets of spectrally-matched time 
histories are provided for additional design analyses. As described in Section 6.3.1.3, the spectra 
for Point D and E were enveloped to provide a single seismic design response spectrum at Point 
D/E. In addition, strain-compatible soil properties were developed for use with the time histories 
in SSI analyses of surface facilities. The motions and strain-compatible soil properties 
developed at 10-3, 5x10-4, and 10-4 annual exceedance frequencies are presented in Sections 
6.3.2.2.1 through 6.3.2.2.3. 
Design of the surface facilities will include SSI analyses. The approaches for performing SSI 
analyses should be consistent with the probabilistic approaches to the development of free-field 
design ground spectra discussed in NUREG/CR-6728 (McGuire et al. 2001 [DIRS 157510], 
Section 6.4). The process includes developing 5%-damped surface spectra (Point D/E seismic 
design response spectrum) defined as the mean of spectra generated from Point A convolved 
with a suite of soil columns generated to capture variability in site properties and geometry. The 
median soil column developed from these calculations should be used to define the best-estimate 
soil column associated with this spectrum. Upper- and lower-bound soil columns, generated 
from the results of these calculations, are the  1-sigma (16th and 84th percentile) iterated soil 
columns assuming a normal or lognormal distribution. These columns are to be used to define 
the range of site properties that need to be considered in the SSI analyses and will satisfy the 
minimum range of COV of 0.5. Artificial time histories were generated by spectrally matching 
the Point D/E seismic design response spectra (5% damped level) generally following the 
recommendations in NUREG/CR-6728 (McGuire et al. 2001 [DIRS 157510], Section 5.4). The 
time histories are associated with the iterated soil properties in the three soil columns. Therefore 
no further deconvolution with iteration of soil properties needs to be performed for the SSI 
analyses since this would double-count nonlinear soil strain effects. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-269 November 2004 
6.3.2.2.1 10-3 Annual Exceedance Frequency Motions 
Inputs to the analysis for the Point D/E 10-3 annual exceedance proability motions are 
summarized in Table 6.3-23. 
Table 6.3-23. Analysis Inputs for Development of Seismic Design Time Histories with an Annual 
Exceedance Frequency of 10-3 for Points D and E 
Analysis Input Source 
Strong Ground Motion Recording of 1994 Northridge 
Earthquake, Wrightwood-Jackson Flat Station 
Section 6.3.2, Table 6.3-19, Number 19; NUREG-CR- 
6728 (McGuire et al. 2001 [DIRS 157510], Appendix B) 
Strong Ground Motion Recording of 1994 Northridge 
Earthquake, Rancho Cucamonga-Deer Canyon Station 
Section 6.3.2, Table 6.3-19, Number 20; NUREG-CR- 
6728 (McGuire et al. 2001 [DIRS 157510], Appendix B) 
Strong Ground Motion Recording of 1987 Whittier 
Narrows Earthquake, Calabasas-N. Las Virgus Station 
Section 6.3.2, Table 6.3-19, Number 21; NUREG-CR- 
6728 (McGuire et al. 2001 [DIRS 157510], Appendix B) 
Strong Ground Motion Recording of 1987 Whittier 
Narrows Earthquake, Pasadena Blvd. Station 
Section 6.3.2, Table 6.3-19, Number 22; NUREG-CR- 
6728 (McGuire et al. 2001 [DIRS 157510], Appendix B) 
Strong Ground Motion Recording of 1999 Chi-Chi, 
Taiwan Earthquake, TAP036 Station 
Section 6.3.2, Table 6.3-19, Number 23; NUREG-CR- 
6728 (McGuire et al. 2001 [DIRS 157510], Appendix B) 
Seismic Design Response Spectra at Points D/E with 
an Annual Exceedance Frequency of 10-3 
Section 6.3.1.3, Table 6.3-8; seismic design response 
spectra have DTN MO0410SDSDE103.002 [DIRS 
172236] 
Software used in the development of time histories for this case is the same as used for the Point 
B preclosure seismic design described in Section 6.3.2. In addition, PARINP V. 1.1 (Software 
Tracking Number 10387-1.0-00) (Pacific Engineering and Analysis 2002h [DIRS 163314]) and 
LOGNORM V. 1.01 (Software Tracking Number 10384-1.01-00) (Pacific Engineering and 
Analysis 2004 [DIRS 170313]) are used to compute strain compatible soil properties. The 
analysis is documented in scientific notebook SN-M&O-SCI-037-V2 (Wong and Silva 2004a 
[DIRS 170443], pages 89-103, 127, and 128 and supplemental records 102, 107, and 108). 
For generation of set 1 of spectrally-matched time histories, the input strong ground motion was 
the 1994 Northridge earthquake, Wrightwood-Jackson Flat Station recording (Number 19 in 
Table 6.3-19). As discussed in Section 6.3.2.1.1, this record was chosen based on the 
deaggregated hazard at 10-3 annual exceedance frequency. The response spectra for the 10-3 
Point D/E time histories set 1 compared to the target spectrum are shown on Figures 6.3-70 
through 6.3-72. A small underprediction is again observed at frequencies above 40 to 70 Hz. 
Corresponding plots of the ratio between the time histories and the target are also shown on these 
figures. The zero-lag, cross-correlation values between the acceleration time histories are 0.007, 
0.065, and 0.021 for H1-H2, H1-V, and H2-V components, respectively. These are well below 
the recommended 0.3 maximum in NUREG/CR-6728 (McGuire et al. 2001 [DIRS 157510], 
page 5-5). The durations for the 5-75 percent build up of Arias Intensity are 16.12, 17.09, and 
15.85 seconds for the H1, H2, and V components, respectively. The acceleration, velocity and 
displacement time histories are presented in Appendix II, Figures II-10 through II-12. These 
results have been submitted to TDMS and have DTN MO0410SDSDE103.002 [DIRS 172236]. 
An additional 4 sets of spectrally-matched time histories were developed for the surface facilities 
at 10-3 annual exceedance frequency. Input strong ground motions (listed in Table 6.3-23) were 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-270 November 2004 
chosen based on the range of magnitude and distances of earthquakes in the deaggregated hazard 
at 10-3 annual exceedance frequency. These additional sets of spectrally-matched time histories 
are provided for design analyses which may require multiple time histories. All are spectrallymatched 
to the Point D/E seismic design response spectra at 10-3 annual exceedance frequency, 
but retain the characteristics of the original recorded strong ground motions generated from 
earthquakes with a range of magnitudes and distances. The response spectra for the 10-3 Point 
D/E time histories (sets 2 through 5) compared to the target spectrum are shown on Figures 6.3- 
73 through 6.3-84. The zero-lag cross correlation values between the acceleration time histories 
are 0.002, 0.007, and 0.011 for set 2; 0.146, 0.038, and 0.059 for set 3; 0.035, 0.010, and 0.138 
for set 4; and 0.016, 0.058, and 0.232 for set 5 (Wong and Silva 2004a [DIRS 170443], 
supplemental record 108). The acceleration, velocity and displacement time histories are 
presented in Appendix II, Figures II-13 through II-24. These results have been submitted to 
TDMS and have DTN MO0410SDSDE103.002 [DIRS 172236]. 
Associated strain-compatible soil columns were generated for the two base case velocity profiles. 
That is, for the 35 foot and 110 foot soil columns the results of the four sets of nonlinear dynamic 
material property base cases (UMT-UMA, UMT-LMA, LMT-UMA, and LMT-LMA) were 
averaged. The development of strain-compatible soil properties is documented in scientific 
notebook SN-M&O-SCI-037-V2 (Wong and Silva 2004a [DIRS 170443], pages 124-125 and 
supplemental records 108 and 116). Strain-compatible soil properties generated include VS and 
damping, and VP and damping. For each of these properties, the median and  1-sigma (16th 
and 84th percentile) iterated values are presented. The  1-sigma iterated values exceed the 
recommendation of a minimum COV of 0.5. Figures 6.3-85 through 6.3-88 show the straincompatible 
properties for the 35 ft soil column. Figures 6.3-89 through 6.3-92 show the straincompatible 
properties for the 110 ft soil column. These results have been submitted to the 
TDMS and have DTN MO0404SPCDAMPD.001 [DIRS 169344]. 
6.3.2.2.2 5x10-4 Annual Exceedance Frequency Motions 
Inputs to the analysis for the Point D/E 5x10-4 annual exceedance frequency motions are 
summarized in Table 6.3-24. 
Table 6.3-24. Analysis Inputs for Development of Seismic Design Time Histories with an Annual 
Exceedance Frequency of 5x10-4 for Points D and E 
Analysis Input Source 
Strong Ground Motion Recording of 1994 Northridge 
Earthquake, Wrightwood-Jackson Flat Station 
Section 6.3.2, Table 6.3-19, Number 19; NUREG-CR- 
6728 (McGuire et al. 2001 [DIRS 157510], Appendix B) 
Strong Ground Motion Recording of 1994 Northridge 
Earthquake, Rancho Cucamonga-Deer Canyon Station 
Section 6.3.2, Table 6.3-19, Number 20; NUREG-CR- 
6728 (McGuire et al. 2001 [DIRS 157510], Appendix B) 
Strong Ground Motion Recording of 1987 Whittier 
Narrows Earthquake, Calabasas-N. Las Virgus Station 
Section 6.3.2, Table 6.3-19, Number 21; NUREG-CR- 
6728 (McGuire et al. 2001 [DIRS 157510], Appendix B) 
Strong Ground Motion Recording of 1987 Whittier 
Narrows Earthquake, Pasadena Blvd. Station 
Section 6.3.2, Table 6.3-19, Number 22; NUREG-CR- 
6728 (McGuire et al. 2001 [DIRS 157510], Appendix B) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-271 November 2004 
Analysis Input Source 
Strong Ground Motion Recording of 1999 Chi-Chi, 
Taiwan Earthquake, TAP036 Station 
Section 6.3.2, Table 6.3-19, Number 23; NUREG-CR- 
6728 (McGuire et al. 2001 [DIRS 157510], Appendix B) 
Seismic Design Response Spectra at Points D/E with 
an Annual Exceedance Frequency of 5x10-4 
Section 6.3.1.3.2, Table 6.3-10; seismic design 
response spectra have DTN MO0410SDSTHMIS.005 
[DIRS 172237] 
Software used in the analysis for this case is the same as used for the 10-3 Point D/E preclosure 
seismic design described in Section 6.3.2.2.1. The analysis is documented in scientific notebook 
SN-M&O-SCI-037-V2 (Wong and Silva 2004a [DIRS 170443], page 103 and supplemental 
record 106). 
For generation of set 1 of spectrally-matched time histories, the input strong ground motion was 
the 1994 Northridge earthquake, Wrightwood-Jackson Flat Station recording (Number 19 in 
Table 6.3-19). As discussed in Section 6.3.2.1.2, this record was chosen based on the 
deaggregated hazard at 5x10-4 annual exceedance frequency. The response spectra for the 5x10-4 
Point D/E time history set 1 compared to the target spectrum are shown on Figures 6.3-93 
through 6.3-95. Corresponding plots of the ratio between the time histories and the target are 
also shown on these figures. The zero-lag, cross-correlation values between the acceleration 
time histories are 0.007, 0.070, and 0.021 for H1-H2, H1-V, and H2-V components, respectively. 
These are well below the recommended 0.3 maximum in NUREG/CR-6728 (McGuire et al. 
2001 [DIRS 157510], page 5-5). The durations for the 5-75 percent build up of Arias Intensity 
are 16.04, 16.75, and 15.38 seconds for the H1, H2, and V components, respectively. The 
acceleration, velocity and displacement time histories are presented in Appendix II, Figures II-25 
through II-27. These results have been submitted to TDMS and have DTN 
MO0410SDSTHMIS.005 [DIRS 172237]. 
An additional 4 sets of spectrally-matched time histories were developed for the surface facilities 
at 5x10-4 annual exceedance frequency. Input strong ground motions (listed in Table 6.3-24) 
were chosen based on the range of magnitudes and distances of earthquakes in the deaggregated 
hazard at 5x10-4 annual exceedance frequency. The response spectra for the 5x10-4 Point D/E 
time histories (sets 2 through 5) compared to the target spectrum are shown on Figures 6.3-96 
through 6.3-107. Corresponding plots of the ratio between the time histories and the target are 
also shown on these figures. The zero-lag, cross correlation values between the acceleration time 
histories are 0.006, 0.009, and 0.006 for set 2; 0.143, 0.039, and 0.060 for set 3; 0.001, 0.00008, 
and 0.161 for set 4; and 0.025, 0.052, and 0.227 for set 5 (Wong and Silva 2004a [DIRS 
170443], supplemental record 97). The acceleration, velocity and displacement time histories are 
presented in Appendix II, Figures II-28 through II-39. These results have been submitted to the 
TDMS and have DTN MO0410SDSTHMIS.005 [DIRS 172237]. 
Associated strain-compatible soil columns were generated for the two base case velocity profiles. 
That is, for the 35 foot and 110 foot soil columns the results of the four sets of nonlinear dynamic 
material property base cases (UMT-UMA, UMT-LMA, LMT-UMA, and LMT-LMA) were 
averaged. The development of strain-compatible soil properties is documented in scientific 
notebook SN-M&O-SCI-037-V2 (Wong and Silva 2004a [DIRS 170443], pages 124-126 and 
supplemental records 97 and 116). Strain-compatible soil properties generated include VS and 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-272 November 2004 
damping, and VP and damping. For each of these properties, the median and  1-sigma (16th 
and 84th percentile) iterated values are presented. The  1-sigma iterated values exceed the 
recommendation of a minimum COV of 0.5. Figures 6.3-108 through 6.3-111 show the straincompatible 
properties for the 35 ft soil column. Figures 6.3-112 through 6.3-115 show the 
strain-compatible properties for the 110 ft soil column. These results have been submitted to the 
TDMS and have DTN MO0403SPWHB5E4.005 [DIRS 168376]. 
6.3.2.2.3 10-4 Annual Exceedance Frequency Motions 
Inputs to the analysis for the Point D/E 10-4 annual exceedance frequency motions are 
summarized in Table 6.3-25. 
Table 6.3-25. Analysis Inputs for Development of Seismic Design Time Histories with an Annual 
Exceedance Frequency of 10-4 for Points D and E 
Analysis Input Source 
Strong Ground Motion Recording of 1999 Koaceli, 
Turkey Earthquake, Iznik Station 
Section 6.3.2, Table 6.3-19, Number 24; NUREG-CR- 
6728 (McGuire et al. 2001 [DIRS 157510], Appendix B) 
Seismic Design Response Spectra at Points D/E with 
an Annual Exceedance Frequency of 10-4 
Section 6.3.1.3.3, Table 6.3-12; seismic design 
response spectra have DTN MO0410WHBDF104.002 
[DIRS 172238] 
Software used in the analysis for this case is the same as used for the 10-3 Point D/E preclosure 
seismic design as described in Section 6.3.2.2.1. The analysis is documented in scientific 
notebook SN-M&O-SCI-037-V2 (Wong and Silva 2004a [DIRS 170443], page 89 and 
supplemental record 101). 
For generation of set 1 of spectrally-matched time histories, the input strong ground motion was 
the 1999 Koaceli, Turkey earthquake, Iznik Station recording (Number 24 in Table 6.3-19). As 
discussed in Section 6.3.2.1.3, this record was chosen based on the deaggregated hazard at 10-4 
annual exceedance frequency. The response spectra for the 10-4 Point D/E time histories 
compared to the target spectrum are shown on Figures 6.3-116 through 6.3-118. Corresponding 
plots of the ratio between the time histories and the target are also shown on these figures. The 
zero-lag, cross-correlation values between the acceleration time histories are 0.054, 0.046, and 
0.060 for H1-H2, H1-V, and H2-V components, respectively. These are well below the 
recommended 0.3 maximum in NUREG/CR-6728 (McGuire et al. 2001 [DIRS 157510], page 5- 
5). The durations for the 5-75 percent build up of Arias Intensity are 15.59, 14.66, and 9.76 
seconds for the H1, H2, and V components, respectively. The acceleration, velocity and 
displacement time histories are presented in Appendix II, Figures II-40 through II-42. These 
results have been submitted to TDMS and have DTN MO0410WHBDF104.002 [DIRS 172238]. 
Associated strain-compatible soil columns were generated for the two base case velocity profiles. 
That is, for the 35 foot and 110 foot soil columns and the results of the four sets of nonlinear 
dynamic material property base cases (UMT-UMA, UMT-LMA, LMT-UMA, and LMT-LMA) 
were averaged. The development of strain-compatible soil properties is documented in scientific 
notebook SN-M&O-SCI-037-V2 (Wong and Silva 2004a [DIRS 170443], pages 124-125 and 
supplemental records 103 and 116). Strain-compatible soil properties generated include VS and 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-273 November 2004 
damping, and VP and damping. For each of these properties, the median and  1-sigma (16th 
and 84th percentile) iterated values are presented. The  1-sigma iterated values exceed the 
recommendation of a minimum COV of 0.5 (ASCE 4-86 1986 [DIRS 148636]). Figures 6.3-119 
through 6.3-122 show the strain-compatible properties for the 35 ft soil column. Figures 6.3-123 
through 6.3-126 show the strain-compatible properties for the 110 ft soil column. These results 
have been submitted to the TDMS and have DTN MO0403SCSPSFAD.001 [DIRS 169342]. 
6.3.2.3 Postclosure Emplacement Level Performance Assessment 
This section presents the sets of time histories developed for postclosure performance 
assessments at Point B at 10-5, 10-6, and 10-7 annual exceedance frequencies. 
For postclosure analyses, key goals are to determine seismic consequences for the engineered 
barrier system (e.g., rockfall, damage to the waste package) and to evaluate the variability in 
those consequences resulting from the range of earthquakes contributing to the hazard at a given 
annual frequency of exceedance. Thus, rather than matching a single three-component set of 
time histories to target spectra, multiple sets of time histories are scaled according to some 
measure of the site-specific ground motion. Because damage to underground structures has been 
correlated with peak ground velocity (McGarr 1984 [DIRS 163996], pages 204-207), this ground 
motion measure is selected as the scaling parameter. To include appropriate variability in the 
seismic inputs for postclosure analyses, 17 sets of three-component time histories are developed 
for each annual frequency of exceedance considered. Strong motion records selected from the 
NUREG/CR-6728 database (McGuire et al. 2001 [DIRS 157510], Appendix B) to serve as the 
basis for these time histories are chosen to represent the range of magnitudes and distances 
indicated by deaggregation of the PGV hazard (Section 6.2.2.4). This ensures a reasonable and 
defensible distribution of spectral shapes and time history durations. PGV scaling is also 
generally carried out in a manner that preserves the observed inter-component variability of the 
strong motion records serving as the basis for the scaled time histories. For one case, each 
component was scaled to the Point B PGV independently without maintaining inter-component 
variability. 
Selection of 17 three-component sets of strong motion records to represent the PGV 
deaggregation for a given annual frequency of exceedance ensures that appropriate variability 
related to magnitude and distance is incorporated in the seismic inputs. The mean response 
spectrum for the inputs reflects characteristics of the region in which the events occurred and 
were recorded (e.g., California). Alternatively, the records can be spectrally conditioned prior to 
scaling such that their mean response spectrum is more characteristic of the Yucca Mountain 
site. Spectral conditioning can be carried out with respect to the Point A or Point B target 
spectrum. At the present time, the influence of general spectral shape on structural response is 
not well defined for systems and structures of the Yucca Mountain Repository. An example of 
time history scaling to PGV spectrally conditioned to the target is shown on Figure 6.3-127. 
The time histories developed for postclosure performance assessment are presented in the 
following sections in the order in which they were developed. At 10-6 and 10-7 annual 
exceedance frequencies, alternate sets of time histories are presented. These sets of time histories 
vary in the approach to PGV scaling and or spectral conditioning of the input strong ground 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-274 November 2004 
motion recordings and are presented in Sections 6.3.2.3.1 and 6.3.2.3.2. The single set of time 
histories for 10-5 annual exceedance frequency are presented in Section 6.3.2.3.3 
6.3.2.3.1 1x10-6 Annual Exceedance Frequency Motions 
Scaled Time Histories 
For postclosure performance assessments at 10-6 annual exceedance frequency, 17 sets of threecomponent 
time histories were developed by scaling recorded motions to the expected Point B 
PGVs. Inputs to this analysis for these motions are summarized in Table 6.3-26. 
Table 6.3-26. Analysis Inputs for Development of PGV-Scaled Time Histories with an Annual 
Exceedance Frequency of 10-6 for Point B 
Analysis Input Source 
17 strong ground motion earthquake recordings Section 6.3.2, Table 6.3-19 Numbers 1-17; NUREGCR-
6728 (McGuire et al. 2001 [DIRS 157510], 
Appendix B) 
Seismic peak ground velocity results for an annual 
exceedance frequency of 10-6 at Point B 
Section 6.3.1.4.2, Table 6.3-16; peak ground velocity 
results at 10-6 have DTN MO0303DPGVB106.0021 
[DIRS 162712] 
Seismic magnitude and distance deaggregation of PGV 
at Point A 
Point A PGV deaggregation results have DTN 
MO0208PGVDEAG6.001 [DIRS 164203] 
NOTE: 1Vertical component time histories were scaled to a preliminary vertical Point B PGV (DTN 
MO0301DPGVB106.001 [DIRS 165935]). An impact review for the scaled time histories indicated no 
significant impact due to the change in vertical Point B PGV of at most 2.6 percent (BSC 2003a [DIRS 
165937]). 
Software used in the analysis for this case consists of: 
 MAXMIN V. 1.0 (Software Tracking Number 10945-1.0-00) (Pacific Engineering and 
Analysis 2002f [DIRS 163309]) 
 SCALE1 V. 1.0 (Software Tracking Number 10946-1.0-00) (Pacific Engineering and 
Analysis 2002m [DIRS 163319]) 
 INTEG1 V. 1.0 (Software Tracking Number 10943-1.0-00) (Pacific Engineering and 
Analysis 2002c [DIRS 163304]) 
 SPCTLR V. 1.0 (Software Tracking Number 10947-1.0-00) (Pacific Engineering and 
Analysis 2003c [DIRS 163321]) 
 DUR V. 1.0 (Software Tracking Number 10942-1.0-00) (Pacific Engineering and 
Analysis 2003a [DIRS 163303]) 
MAXMIN is used to determine the PGV of each of the input strong ground motion earthquake 
recordings. Scale factors for each time history are calculated based on these PGVs and the target 
PGVs (Point B horizontal and vertical PGV). SCALE1 applies the scale factors to the input 
strong ground motion acceleration time histories. The output is a scaled acceleration time 
history. INTEG1 is used to generate the corresponding scaled velocity and displacement time 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-275 November 2004 
histories. MAXMIN is used to verify that the PGV of the scaled time history matches the target 
PGV. The 5%-damped response spectra of the resulting time histories are computed using 
SPCTLR. Arias intensity versus duration for each time history are also computed using DUR. 
The analysis is documented in scientific notebook SN-M&O-SCI-037-V2 (Wong and Silva 
2004a [DIRS 170443], page 31-32, 48, 55-56, 124, 126 and supplemental records 39, 52, 54, 55, 
60, 114 and 117). 
A suite of 15 sets was developed as input ground motions, the number recommended by 
NUREG/CR-6728 (McGuire et al. 2001 [DIRS 157510], page 3-3) when using a suite of time 
histories. An additional two sets were provided as alternative time histories. All horizontal 
component time histories were scaled to a PGV of 244 cm/sec, and all vertical component time 
histories were scaled to a PGV of 230 cm/sec. Note that following the development of these 
time histories, the Point B PGV vertical component was revised to 236 cm/sec (Table 6.3-16). 
Therefore, there is at most a 2.6% difference in the PGV of the vertical components time 
histories and the Point B vertical PGV. 
The input strong ground motion recordings selected are Numbers 1 through 17 in Table 6.3-19. 
These recordings were selected based on obtaining a magnitude distribution reflective of the 
horizontal component PGV deaggregation at 10-6 annual exceedance frequency. The Point A 
magnitude and distance seismic hazard deaggregations, in the form of probability densities, for 
the 10-6 annual exceedance frequency horizontal-component PGV were used as input (DTN: 
MO0208PGVDEAG6.001 [DIRS 164203]). The magnitude probability densities were provided 
in a range from M 5.0 to 8.1 in increments of 0.1 magnitude units. Each of the probability 
densities was converted to a percent total of the hazard. The fraction of hazard in each 
magnitude bin was normalized so that the bins summed to a value of 15, the desired number of 
time histories. Because of the small size of the magnitude bins and the small number of desired 
earthquakes, only fractional numbers of earthquakes are computed for each bin. For this reason, 
bin size was increased to  magnitude unit, and the numbers of earthquake in each bin were 
rounded to integer numbers. Table 6.3-27 provides the results of this approach. 
Table 6.3-27. Earthquake Counts by Magnitude Bin at 10-6 Annual Exceedance Frequency 
Magnitude Range Earthquake Count 
5  5.5 0 
5.5  6 2 
6  6.5 6 
6.5  7 5 
7  7.5 2 
7.5  8 0 
8+ 0 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Source: Wong and Silva (2004a [DIRS 170443], 
Supplemental Record 10, page 4) 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-276 November 2004 
Earthquake distance probability densities were provided in distance ranges of 0 to 100 km in 2.5 
km bins. Similarly, each of these probability densities was converted to a percent of the total 
hazard. These total hazard bins were also normalized to a value of 15. The bin size in this case 
was increased to 10 km, and the numbers of earthquakes in each bin were rounded to integers. 
Table 6.3-28 gives the results of this approach. 
Table 6.3-28. Earthquake Counts by Distance Bin at 10-6 Annual Exceedance Frequency 
Distance Range (km) Earthquake Count 
0 - 10 13 
10  20 1 
20  30 0 
30  40 0 
40  50 0 
50  60 1 
60 - 70 0 
70  80 0 
80  90 0 
90+ 0 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental 
Record 10, page 5 
NOTE: To convert kilometers to miles, multiple by 0.621 
Based on the magnitude and distance deaggregation provided, the single earthquakes at distance 
ranges of 10-20 and 50-60 km fall into bins M 6.5-7 and 7-7.5 respectively. Three-component 
recordings from 15 earthquakes (and two alternates) were chosen from the NUREG/CR-6728 
(McGuire et al. 2001 [DIRS 157510], Appendix B) strong ground motion database to match the 
results in Tables 6.3-27 and 6.3-28. 
To examine the range in 5%-damped response spectra of the motions conditioned on PGVs, 
Figure 6.3-128 shows individual horizontal component spectra while Figure 6.3-129 shows the 
median and  1s spectra for all 17 sets of time histories. The range in motions is consistent with 
the variability in existing empirical attenuation relations, with a sln of about 0.45 (at PGA) 
(Abrahamson and Shedlock 1997 [DIRS 164486], Figure 11). 
Figure 6.3-130 and 6.3-131 show corresponding plots for the vertical component. In this case an 
outlier exists (Chi-Chi, Taiwan recording) which increases the sln to the value of about 0.7 (at 
PGA). The Chi-Chi record is anomalous with respect to the western U.S. empirical attenuation 
relations used by the PSHA ground motion experts in their estimation of the Yucca Mountain 
ground motions (CRWMS M&O, 1998a [DIRS 103731], Table 5-3). It is recommended that the 
Chi-Chi record not be used and thus two additional sets of time histories were also selected based 
on the deaggregation information discussed previously. The TCU025 record of the Chi-Chi 
earthquake is the only record in the dataset that represents a large earthquake (M 7.6) at a 
distance of about 50 km (Table 6.3-19). Although the deaggregation at long-period ground 
motions indicate a contribution from large distant events (e.g., Figure 6.2-25), the contribution at 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-277 November 2004 
an annual exceedance frequency of 10-5 for PGV is less than 15% and is less than 4% at an 
annual exceedance frequency of 10-7 (Toro 2004 [DIRS 172034], pages 88-89). 
The acceleration, velocity, and displacement scaled time histories at 10-6 annual exceedance 
frequency are presented in Appendix II, Figures II-43 through II-93. These results have been 
submitted to TDMS and have DTN MO0301TMHIS106.001 [DIRS 161868]. 
Spectrally Conditioned Scaled Time Histories 
An alternate suite of 17 sets of time histories was developed for Point B corresponding to 10-6 
annual exceedance frequency. The development of these time histories differs from the scaled 
time histories discussed above in three aspects: (1) Point A site-specific spectral shapes were 
incorporated by spectral conditioning prior to scaling to PGV, (2) the correlation between the 
two horizontal components and the vertical component of the original strong ground motion 
records is maintained, and (3) the vertical PGV increased slightly (from 230 to 236 cm/sec). The 
change in the vertical PGV was a result of a change in the nonlinear dynamic properties of the 
tuff following the development of the scaled time histories. Inputs to this analysis for these 
motions are summarized in Table 6.3-29. 
Table 6.3-29. Analysis Inputs for Development of Spectrally Conditioned Time Histories with an 
Annual Exceedance Frequency of 10-6 for Point B 
Analysis Input Source 
17 strong ground motion earthquake recordings Section 6.3.2, Table 6.3-19 Numbers 1-17; NUREGCR-
6728 (McGuire et al. 2001 [DIRS 157510], 
Appendix B) 
Seismic peak ground velocity results for an annual 
exceedance frequency of 10-6 at Point B 
Section 6.3.1.4.2, Table 6.3-16; peak ground velocity 
results at 10-6 have DTN MO0303DPGVB106.002 
[DIRS 162712] 
Seismic magnitude and distance deaggregation of PGV 
at Point A at 10-6 annual exceedance frequency 
Point A PGV deaggregation results have DTN 
MO0208PGVDEAG6.001 [DIRS 164203] 
UHS at Point A at 10-6 annual exceedance frequency Section 6.2.2.3, UHS have DTN 
MO0206UNHAZ106.001 [DIRS 163723] 
Generic western U.S. rock velocity profile Silva et al. (1996 [DIRS 110474], Figure 3.8) 
Spectral shape was incorporated into this alternate suite of time histories to make the records 
more representative of the Yucca Mountain site conditions. The input strong ground motion 
records are predominantly WUS recordings. As discussed in Section 6.2.2.6, spectra from the 
WUS generally peak at frequencies lower than those expected at Yucca Mountain. To 
incorporate the possible effects of spectral shape on performance assessment, the records were 
conditioned such that the mean of the response spectra was consistent with those at Point A. 
First, a transfer function was developed based on the ratio of Point A spectra and WUS soft rock 
spectra for horizontal and vertical components (Wong and Silva 2004d [DIRS 172075], page 
32). The transfer function is the ratio of median Point A response spectrum to median generic 
WUS response spectrum. Both spectra were derived using a M 6.5 control motion at a distance 
of 5 km. This control motion was chosen to be consistent with the deaggregation of the hazard at 
postclosure annual exceedance frequency levels. Generic WUS site conditions were modeled 
using 30 randomizations about the generic rock velocity profile from Silva et al. (1996 [DIRS 
110474], Figure 3.8) and generic rock dynamic properties from EPRI (1993b [DIRS 103320]). 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-278 November 2004 
Point A crustal properties are presented in Section 6.2.2. Transfer functions were developed for 
both horizontal and vertical component motions. The transfer functions were applied to the 
horizontal and vertical component response spectra of each of the 17 strong ground motion 
recordings. For each time history, the resulting response spectrum was then used as the target for 
a weak spectral match (i.e., one iteration of RVT spectral matching). The resulting time 
history, baseline corrected, is used as input to the scaling to peak ground velocity. 
Scaling to PGV was done so as to maintain the correlation between the two horizontal 
components and the vertical components inherent in the original recording. For each set of time 
histories, the horizontal-1 component was scaled to the expected Point B mean PGV calculated 
in Section 6.3.1.4.2. As discussed in Section 6.2.2, the PSHA was calculated for the random 
component of the horizontals, not the geometric mean. For consistency, horizontal-1 was chosen 
as the random component to scale to the mean PGV. Horizontal-2 was scaled such that the 
variability between components of the original recording is maintained. Thus, horizontal-2 
component time histories have PGVs that vary above and below the Point B PGV. The scaling 
factors were determined as follows: 
H1A = H1 * PGV(HB)/PGV(H1) (Eq. 45) 
where H1A = horizontal component 1 time history 
H1 = horizontal component 1 input time history (spectrally conditioned) 
PGV(HB) = 244 cm/sec 
PGV (H1) = PGV from horizontal component 1 input time history 
H2A = H2 * PGV(HB)/PGV(H1) (Eq. 45) 
where H2A = horizontal component 2 time history 
H2 = horizontal component 2 input time history (spectrally conditioned) 
VA = V * PGV(VB)/PGV(V) * (PGV(V)/PGV(H1))/(E*(PGV(V)/PGV(H1))) (Eq. 47) 
where VA = vertical component time history 
V = vertical component input time history (spectrally conditioned) 
PGV(VB) = 236 cm/sec 
PGV (V) = PGV from vertical component input time history 
PGV(H1) = PGV from horizontal component 1 input time history 
E*(PGV(V)/PGV(H1)) = mean value of ln(PGV(V)/PGV(H1)) 
Software used in the analysis for this case consists of: 
 RASCALS V5.4 (Software Tracking Number 10389-5.4-00) (Pacific Engineering and 
Analysis 2002l [DIRS 163317]) 
 SMRATIO V. 1.0 (Software Tracking Number 10917-1.0-00) (Pacific Engineering and 
Analysis 2002n [DIRS 163320]) 
 XYMULT V. 1.0 (Software Tracking Number 10919-1.0-00) (Pacific Engineering and 
Analysis 2002q [DIRS 163326]) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-279 November 2004 
 BASE4 V. 4.0 (Software Tracking Number 10940-4.0-00) (Pacific Engineering and 
Analysis 2002a [DIRS 163293]) 
 MAXMIN V. 1.0 (Software Tracking Number 10945-1.0-00) (Pacific Engineering and 
Analysis 2002f [DIRS 163309]) 
 SCALE1 V. 1.0 (Software Tracking Number 10946-1.0-00) (Pacific Engineering and 
Analysis 2002m [DIRS 163319]) 
 INTEG1 V. 1.0 (Software Tracking Number 10943-1.0-00) (Pacific Engineering and 
Analysis 2002c [DIRS 163304]) 
 SPCTLR V. 1.0 (Software Tracking Number 10947-1.0-00) (Pacific Engineering and 
Analysis 2003c [DIRS 163321]) 
 DUR V. 1.0 (Software Tracking Number 10942-1.0-00) (Pacific Engineering and 
Analysis 2003a [DIRS 163303]) 
 Microsoft Excel 2000 (Appendix I) 
RASCALS is used to generate a median Point A response spectrum and median generic WUS 
response spectrum using a M 6.5 control motion at a distance of 5 km. The ratio of these two 
spectra is computed using SMRAT. This transfer function is applied to the response spectra of 
each of the 17 input strong ground motion recordings using XYMULT. For each input time 
history, the resulting spectra (horizontal and vertical) are used as targets for one iteration of 
spectral matching the input strong ground motion recording using RASCALS. Output from this 
weak match are new spectrally conditioned time histories, which are baseline corrected using 
BASE4. The PGVs for these spectrally conditioned time histories are computed using 
MAXMIN. Scale factors for PGV scaling are computed using EXCEL 2000, Eq. 45 through 47, 
and the Point B horizontal and vertical PGVs (see Appendix I). SCALE1 applies the scale 
factors to the spectrally conditioned acceleration time histories. The output is a scaled 
acceleration time history. INTEG1 is used to generate the corresponding velocity and 
displacement time histories. MAXMIN is used to verify that the PGVs of the time histories 
match the targets. The 5%-damped response spectra of the resulting time histories are computed 
using SPCTLR. Arias intensity versus duration for each time history are also computed using 
DUR. 
The analysis is documented in scientific notebook SN-M&O-SCI-037-V2 (Wong and Silva 
2004a [DIRS 170443], pages 48, 55-56, 124, 126 and supplemental records 39, 52, 54-55, 60, 
114 and 117). 
Figure 6.3-132 shows the individual horizontal-component 5%-damped response spectra for the 
17 time history sets while Figure 6.3-133 shows the median and  1s spectra. Similar plots for 
the vertical component time histories are shown on Figures 6.3-134 and 6.3-135. The individual 
acceleration, velocity, and displacement spectrally conditioned time histories at 10-6 annual 
exceedance frequency are presented in Appendix II, Figures II-94 through II-144. These results 
have been submitted to TDMS and have DTN MO0403AVDSC106.001 [DIRS 168891]. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-280 November 2004 
The similarities and differences between the scaled time histories and the spectrally conditioned 
and scaled time histories for 10-6 annual exceedance frequency are summarized as follows: 
 In terms of PGV, the median values are not significantly different. However, the 
variability (sigma) of the PGV values in the two suites is different. Thus while the 
scaled time histories were all scaled to PGVs of 244 cm/sec (horizontal sets H1 and H2) 
and 230 cm/sec (vertical), the spectrally-conditioned time histories contain a large 
spread in the PGVs for the vertical and H2 component time histories, consistent with the 
observed variability of the original strong motion records. All H1 time histories were 
scaled to 244 cm/sec PGV as was done previously. For the H2 time histories, the 
minimum and maximum PGVs are 78 and 817 cm/sec, respectively, with a median PGV 
of 236 cm/sec. For the vertical time histories, the minimum and maximum PGVs are 85 
and 637 cm/sec, respectively, with a median PGV of 234 cm/sec. 
 In terms of PGA, the median value for the H1 time histories for the spectrallyconditioned 
scaled time histories (3.33 g) is larger by 17 percent than the scaled time 
histories (2.85 g). For H2, the median PGA differs by only 3 percent. For the vertical 
time histories, the median PGA for the spectrally conditioned scaled time histories (3.61 
g) is 18 percent lower than the scaled time histories (4.41 g). There are some significant 
differences in the range of PGAs when looking at individual records. 
 Comparing the 5 to 75 percent cumulative Arias intensity durations in the time histories, 
the spectrally-conditioned scaled time histories have slightly longer median durations for 
the H1 and vertical components. The median duration for the H2 spectrally-conditioned 
scaled time histories is slightly shorter than the scaled time histories. There is little 
difference between the two cases for the median 5 to 75 percent Arias intensity for the 
horizontal scaled time histories. However, for the vertical component median 5 to 
75 percent Arias intensity of the spectrally conditioned time histories (48.42 m/sec) is 50 
percent lower than the scaled time histories (103.44 m/sec). 
In summary, differences between the two suites of 10-6 time histories, in terms of median values 
of PGA, PGV, Arias intensity content and 5 to 75 percent of Arias intensity duration range from 
about 3 to 50 percent. Results of any analyses using these time histories should be quantified in 
terms of distributions just as the time histories represent a distribution of potential ground 
motions that could occur for a selected mean annual exceedance frequency (given their inherent 
variability). The impact of the differences in average spectral shape is unknown and will likely 
depend on the type of structural analysis performed using the time histories as inputs. 
6.3.2.3.2 1x10-7 Annual Exceedance Frequency Motions 
Spectrally Conditioned to Point A Time Histories 
For postclosure performance assessments at 10-7 annual exceedance frequency, 17 sets of threecomponent 
time histories were developed by spectrally conditioning input time histories to Point 
A and scaling the resulting motions to the expected Point B PGV. Inputs to this analysis for 
these motions are summarized in Table 6.3-30. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-281 November 2004 
Table 6.3-30. Analysis Inputs for Development of Spectrally Conditioned Time Histories with an 
Annual Exceedance Frequency of 10-7 for Point B 
Analysis Input Source 
17 strong ground motion earthquake recordings Section 6.3.2, Table 6.3-19 Numbers 1-17; NUREGCR-
6728 (McGuire et al. 2001 [DIRS 157510], 
Appendix B) 
Seismic peak ground velocity results for an annual 
exceedance frequency of 10-7 for Point B 
Section 6.3.1.4.3, Table 6.3-18; peak ground velocity 
results at 10-7 have DTN MO0210PGVPB107.000 
[DIRS 162713] 
Seismic magnitude and distance deaggregation of PGV 
at Point A at 10-7 annual exceedance frequency 
Point A PGV deaggregation results have DTN 
MO0210PGVD1E07.000 [DIRS 164205] 
Generic western U.S. rock velocity profile Silva et al. (1996 [DIRS 110474], Figure 3.8) 
The software used in this analysis is the same that was used for the spectrally conditioned 10-6 
annual exceedance frequency scaled time histories (Section 6.3.2.3.1). Microsoft Excel 2000 
was used to compute the scale factors for scaling to PGV (see Appendix I). The analysis is 
documented in scientific notebook SN-M&O-SCI-037-V2 (Wong and Silva 2004a [DIRS 
170443], pages 48, 50, 53-54, 60, 62, 66, 125-126 and supplemental records 38, 51, 59, 69, 115, 
and 117). 
The input strong ground motion recordings are Numbers 1 through 17 in Table 6.3-19, chosen 
based on the deaggregation of the PGV hazard. Note that these input strong ground motion 
recordings are identical to those used for the 10-6 time histories. The development method for 
this suite of time histories is identical to the spectrally-conditioned scaled time histories at 10-6 
annual exceedance frequency described above. The expected peak ground velocities for Point B 
at 10-7 annual exceedance frequency used in the scaling are 535 and 625 cm/sec (211 and 246 
in./sec) for the horizontal and vertical components, respectively (Table 6.3-18). 
Figure 6.3-136 shows individual horizontal-component 5%-damped response spectra of the 17 
sets of time histories while Figure 6.3-137 shows the median and  1s spectra. Similar plots for 
the vertical-component time histories are shown on Figures 6.3-138 and 6.3-139. The individual 
acceleration, velocity, and displacement spectrally-conditioned scaled time histories at 10-7 
annual exceedance frequency are presented in Appendix II, Figures II-145 through II-195. These 
results have been submitted to TDMS and have DTN MO0403AVTMH107.003 [DIRS 168892]. 
Spectrally Conditioned to Point B Scaled Time Histories 
Alternate suites of time histories for Point B at 10-7 annual exceedance frequency were 
developed by spectrally conditioning to the expected Point B spectral shape and scaling to the 
expected Point B PGVs. These input time histories are Numbers 1 through 17 in Table 6.3-19. 
The analysis is documented in scientific notebook SN-M&O-SCI-037-V2 (Wong and Silva 
2004a [DIRS 170443], pages 50, 62, 66 and supplemental records 38, 51, 59, 69). Microsoft 
Excel 2000 was used to compute the PGV scaling factors (see Appendix I). 
A transfer function was developed based on the ratio of Point B spectra and WUS soft rock 
spectra for horizontal and vertical components Wong and Silva 2004d [DIRS 172075], page 33). 
The transfer function was applied to the response spectra of each of the 17 strong ground motion 
recordings. For each time history, the resulting response spectrum was then used as the target for 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-282 November 2004 
a weak spectral match. A weak match of the original strong motion records to the target 
spectra created 17 sets of time histories conditioned to Point B, but maintaining realistic 
frequency-to-frequency, record-to-record, and component-to-component variability. The 
resulting time history, baseline corrected, is used as input to the scaling to PGV. This approach 
is similar to the development of the spectrally conditioned to Point A 10-6 time histories, except 
that the expected Point B target spectra are used instead of the Point A spectra. The time 
histories were scaled to PGV maintaining the variability between the horizontal and vertical 
components, as described in 6.3.2.3.1 for the spectrally conditioned 10-6 time histories. 
Figure 6.3-140 shows individual horizontal-component 5%-damped response spectra while 
Figure 6.3-141 shows the median and  1s spectra. Similar plots for the vertical component 
time histories are shown on Figures 6.3-142 and 6.3-143. The individual acceleration, velocity, 
and displacement spectrally conditioned to Point B scaled time histories at 10-7 annual 
exceedance frequency are presented in Appendix II, Figures II-196 through II-246 
(MO0301TMHSB107.000 [DIRS 164207]). 
6.3.2.3.3 1x10-5 Annual Exceedance Frequency Motions 
For postclosure performance assessments at 10-5 annual exceedance frequency, 17 sets of threecomponent 
time histories were developed by spectrally conditioning input time histories to Point 
B and scaling the resulting motions to the expected Point B PGV. Inputs to this analysis for 
these motions are summarized in Table 6.3-31. 
Table 6.3-31. Analysis Inputs for Development of Spectrally Conditioned Time Histories with an 
Annual Exceedance Frequency of 10-5 for Point B 
Analysis Input Source 
17 strong ground motion earthquake recordings Section 6.3.2, Table 6.3-19 Numbers 1-17; NUREGCR-
6728 (McGuire et al. 2001 [DIRS 157510], 
Appendix B) 
Seismic peak ground velocity results for an annual 
exceedance frequency of 10-5 at Point B 
Section 6.3.1.4.1, Table 6.3-14; peak ground velocity 
results at 10-5 have DTN MO0401SEPPGVRL.022 
[DIRS 169099] 
Seismic magnitude and distance deaggregation of PGV 
at Point A at 10-5 annual exceedance frequency 
Point A PGV deaggregation results have DTN 
MO0208PGVDEAG6.001 [DIRS 164203] 
Response spectra for Point A at 10-5 annual 
exceedance frequency 
Section 6.3.1.4.1, response spectra have DTN 
MO0312SEPRSRLB.019 [DIRS 170427] 
Generic western U.S. rock velocity profile Silva et al. (1996 [DIRS 110474], Figure 3.8) 
Software used in the analysis for this case is the same used for the spectrally conditioned 10-6 
annual exceedance frequency time histories (Section 6.3.2.1.3). Microsoft Excel 2000 was used 
to compute the scale factors for PGV scaling (see Appendix I). The analysis is documented in 
scientific notebook SN-M&O-SCI-037-V2 (Wong and Silva 2004a [DIRS 170443], pages 79-82, 
89, 101, 103 and supplemental records 86, 89, 90, 92, 94, 100, and 104-106). 
The input strong ground motion recordings are Numbers 1 through 17 in Table 6.3-19, chosen 
based on the deaggregation of the PGV hazard. Note that these input strong ground motion 
recordings are identical to those used for the 10-6 and 10-7 time histories. The development 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-283 November 2004 
method for this suite of time histories is identical to the spectrally-conditioned to Point B time 
histories at 10-7 annual exceedance frequency described above. The expected peak ground 
velocities for Point B at 10-5 annual exceedance frequency used in the scaling are 105 and 137 
cm/sec (41 and 54 in./sec) for the horizontal and vertical components, respectively (Table 
6.3-14). 
Figure 6.3-144 shows individual horizontal component 5%-damped response spectra of the 17 
sets of time histories while Figure 6.3-145 shows the median and  1s spectra. Similar plots for 
the vertical component time histories are shown on Figures 6.3-146 and 6.3-147. The individual 
acceleration, velocity, and displacement spectrally conditioned time histories at 10-5 annual 
exceedance frequency are presented in Appendix II, Figures II-247 through II-297. These results 
have been submitted to TDMS and have DTN MO0402AVDTM105.001 [DIRS 168890]. 
6.3.3 Limitations and Uncertainties of Results 
Four limitations apply to the results of this modeling activity: 
 McGuire et al. (2001 [DIRS 157510]) did not address at-depth (emplacement level) 
motions. For surface motions, the unconservative bias inherent in the approximate 
methods at annual exceedance frequencies below 10-4 is at high frequency and is due 
mainly to site nonlinearity being more dominant in the approximate methods than in the 
full hazard integration (McGuire et al. 2001 [DIRS 157510]). Waste emplacement level 
motions, even at hazard levels as low as 10-7, reflect very little nonlinearity, being 
dominated by upgoing wavefields defined by the Point A UHS. Since at-depth motions 
are dominated by upgoing wavefields, much as are surface outcrop motions, and 
nonlinearity is not a controlling mechanism at high frequency, Approach 2B is 
considered to appropriately maintain the Point A hazard levels for waste emplacement 
level ground motions. 
 At very low annual frequencies of exceedance, the interpretations of the PSHA ground 
motion experts result in ground motion levels that may not be realizable at Yucca 
Mountain. These motions, particularly for annual frequencies of exceedance less than 
about 10-6 likely reflect source processes (e.g., dynamic stress drop) that are physically 
non-realizable. Additionally, large strains associated with such motions would have left 
a distinct signature of deformation within the 12 million-year-old lithophysal units of the 
Topopah Spring Tuff (BSC 2004c DIRS[170137], Section 6.6). Thus the very low 
annual frequency of exceedance ground motions in the mean, and certainly the narrow 
band spectral exceedances due to maintaining frequency-to-frequency variability as well 
as between component randomness are larger than source processes likely permit and 
are larger than the site has likely experienced. These results are used in postclosure 
analyses to show the sensitivity of seismic consequences to such high levels of ground 
motion. In the abstraction of seismic consequences (BSC 2004m [DIRS 169183], 
Section 6.9.1.1), an upper bound to PGV (BSC 2004c [DIRS 170137], Section 6.6) is 
incorporated to restrict consequences to those resulting from ground motions that are 
credible for Yucca Mountain. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-284 November 2004 
 Design response spectra and time histories developed for the Surface Facilities Area 
(Points D and E) are strictly applicable in that portion of the WHB Area that lies 
southwest of the Exile Hill splay fault. This limitation results from the exclusion of 
velocity data for boreholes and SASW survey lines located to the north of that fault in 
developing velocity profiles. Applicability of the developed ground motions to the area 
northeast of the Exile Hill splay fault is addressed in Section 6.3.5. 
 Design response spectra and time histories developed for the Surface Facilities Area 
(Points D/E) envelope results for three cases: 15 ft, 35 ft, and 110 ft of alluvium 
overlying tuff. These results are judged to be appropriate for sites with the depth of 
alluvium ranging from 0 to 120 ft. For sites, if any, at which the depth of alluvium is 
greater than 120 ft, the applicability of the developed seismic inputs should be evaluated. 
Epistemic uncertainty and aleatory variability in the preclosure and postclosure ground motions 
developed in Section 6.3 have been formally accommodated in the PSHA for the Point A control 
motions through the corresponding UHS, REs, and DEAs. Propagation of the motions from 
Point A to other locations through site response analyses have followed an approach developed 
to maintain the Point A hazard level (McGuire et al. 2001 [DIRS 157510], Approach 2B) as well 
as accommodate variability in dynamic material properties throughout the site. In this process, 
both parametric uncertainty (uncertainty in mean or base case values) as well model uncertainty 
have been addressed. Uncertainty in best-estimate parameter values was accommodated through 
multiple base case values with resulting mean motions enveloped (Sections 6.2.3.5 and 6.2.4.5). 
Model uncertainty has been addressed through validations with recorded motions (Section 7) and 
is included in the aleatory variability in the Point A attenuation relations and resulting Point A 
UHSs. While model uncertainty was not directly incorporated in developing Points B, D, and E 
ground motion, it is implicitly included through the site response analysis process used to 
maintain the Point A hazard levels (McGuire et al. 2001 [DIRS 157510]). 
6.3.4 At-Depth Motions, Strains, and Curvatures 
This section describes the determination of vibratory motions, dynamic strains, and dynamic 
curvatures as a function of depth in the tuff between the emplacement level (Point B) and the top 
of Yucca Mountain. These results may be used for the seismic design of inclined and vertical 
shafts, ventilation shafts, and associated SSCs. These preclosure seismic design values are 
determined throughout the tuff based on the control motions corresponding to 10-3, 5x10-4, and 
10-4 annual exceedance frequencies as described in Section 6.2.2. 
6.3.4.1 Analyses Procedures 
The procedure used to compute the variations of motions, strains, and curvatures with depth 
employs RVT to estimate peak time domain values. The use of RVT permits response analyses 
to be done without the use of time histories. This approach results in peak estimates from a 
single run that represent an average over a number of analyses using different time histories, all 
of which have response spectra matched to the target spectrum. Peak values for acceleration and 
particle velocity are computed at layer interfaces (since displacements and stresses are 
continuous at boundaries) while strains and curvatures are estimated at layer midpoints. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-285 November 2004 
To compute the motions, strains, and curvatures with depth, transfer functions are not used since 
this approach would necessitate developing these parameters for the control motions (DEAs) and 
would result in hundreds of transfer functions. The approach implemented here is to simply 
compute mean motions, strains, and curvatures for the DEAs. For vertical control motions 
(which are linear analyses), the envelope of the REs and UHS is used as the control motions. A 
mismatch will then occur at emplacement level (Point B) because the PGAs calculated directly 
from the DEAs do not match those of the corresponding seismic design response spectra, which 
were developed using transfer functions. This difference in peak acceleration values is a 
consequence of different computational approaches in the two types of analyses. Peak 
accelerations and velocities are adjusted at the surface and repository level to match the seismic 
design PGA and PGV, computed in Section 6.3.1. 
The following software was used in the analysis for at-depth motions, strains and curvatures at 
10-3, 5x10-4 and 10-4 annual exceedance frequencies: 
 RANPAR V.2.0 (Software Tracking Number 10486-2.0-00) (Pacific Engineering and 
Analysis 2002i [DIRS 163315]) 
 RASCALS V.5.4 (Software Tracking Number 10389-5.4-00) (Pacific Engineering and 
Analysis 2002l [DIRS 163317]) 
 RASCALP V.2.02 (Software Tracking Number 10388-2.02-00) (Pacific Engineering 
and Analysis 2002k [DIRS 163316]) 
 PARINP V.1.01 (Software Tracking Number 10387-1.1-00) (Pacific Engineering and 
Analysis 2002h [DIRS 163314]) 
 NORM V.1.01 (Software Tracking Number 10386-1.01-00) (Pacific Engineering and 
Analysis 2002g [DIRS 163313]) 
 Microsoft EXCEL 2000 (Appendix I, Table I-1) 
As discussed in Section 6.3.1, site-response modeling of Yucca Mountain is carried out using 
sets of randomized velocity profiles and nonlinear dynamic properties for each of the 6 control 
motions (1-2 Hz and 5-10 Hz, ML, MM, and MH DEAs). For each base case velocity curve and 
base case set of nonlinear dynamic property curves, RANPAR is used to develop 60 randomized 
profiles. The three control motions (ML, MM, and MH DEAs) are convolved with the set of 60 
profiles, resulting in 180 site-response analysis runs for each base case velocity profile and set of 
nonlinear dynamic property curves. These convolutions are performed using RASCALS for 
HSHH wavetypes and RASCALP for HSVH, VPV, and VSVV wavetypes. This analysis is 
done for both the three 1-2 Hz DEAs and the three 5-10 Hz DEAs. The output from RASCALS 
and RASCALP includes peak ground acceleration, peak ground velocity, strains, and curvatures 
as a function of depth from the top of Yucca Mountain to the repository level. PARINP is used 
to extract the at-depth results from the output files. Each set of 180 at-depth profiles (three 
control motions combined with 60 randomized site property profiles) are averaged using NORM. 
This is a weighted average using the weights corresponding to the three DEAs discussed in 
Section 6.2.2 (i.e., the weight for the ML DEA is divided by 60 and assigned to the 60 at-depth 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-286 November 2004 
profiles computed using the ML DEA as a control motion). NORM is used on each set of 180 
at-depth profiles, resulting in weighted-mean at-depth results for 1-2 Hz and 5-10 Hz control 
motions, the two velocity base case profiles for Yucca Mountain, the two base case tuff 
nonlinear dynamic property curves, and each wavetype. The envelope of these at-depth profiles 
is taken as the design at-depth profile for peak ground velocity, strains and curvatures. For 
vertical control motions, the envelope of the REs is used as the control motions instead of the 
DEAs. This approach was used because the revision to the vertical ground motions for Point A 
(discussed in Section 6.2.2.6) was done for the envelope of the horizontal RE and UHS only, not 
to the vertical DEAs. Details of these analyses are documented in SN-M&O-SCI-037-V4 (Wong 
and Silva 2004d [DIRS 172075], page 16). 
For peak ground accelerations versus depth, the envelope profile is compared to the surface and 
emplacement level (Point B) PGAs computed using the transfer function approach described in 
Section 6.3.1. Surface PGAs are computed as part of the analysis for emplacement level PGAs, 
but are not reported or submitted to TDMS as they are not presently required for design analyses. 
Calculation of surface PGAs using the transfer function approach are documented in scientific 
notebook SN-M&O-SCI-037-V4 (Wong and Silva 2004d [DIRS 172075], page 14 and 16). Atdepth 
PGAs are scaled to match the PGAs at the surface and at the emplacement level. Scale 
factors for intermediate depths are computed by linear interpolation of the scale factors at the 
surface and at the emplacement level. Microsoft EXCEL is used to compute these scaled atdepth 
PGAs. (See Appendix I for At-Depth PGA Adjustment.xls.) Because the PGA scaling 
factors were, in general, near unity, the at-depth PGVs and strains and curvatures were not 
scaled. 
6.3.4.1.1 Three-Dimensional Strain Fields 
Because the control motions are specified through design response spectra rather than as a 
specific earthquake through magnitude and distance, an analytical or empirical ground motion 
model incorporating the source is not required. To compute motions at depth, all that is required 
is an adequate representation of wave propagation that is consistent with the magnitude and 
distance of the controlling earthquake(s). 
The wave propagation analyses used to estimate at-depth motions in terms of peak accelerations, 
peak particle velocities, strains, and curvatures (bending strains) assumes plane P-, SV-, and SHwaves. 
Effects due to wavefront curvature such as head waves and near-source effects are 
expected to be small in view of the uncertainties in crustal structure and site profile as well as 
source properties such as mechanism, slip distribution, and nucleation point. 
Strain Tensor 
The general three-dimensional strain tensor results from inclined P-, SV-, and SH-waves (Lay 
and Wallace 1995 [DIRS 171473]) as depicted on Figure 6.3-148. As illustrated on the figure, 
the xy-plane corresponds to the ground surface and the z-axis is vertical with up positive. For 
cases 1 and 2 below, it is assumed, without loss of generality, that the incident plane wavefield is 
within the xz-plane with incident angle a. Particle motion is in the xz-plane for P- and SVwaves 
and in the xy-plane for SH-waves. Inclined P-SV wavefields result in the following 
nonzero, three-dimensional strain components; 
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MDL-MGR-GS-000003 REV 01 6-287 November 2004 
, , zz xx xz e e . 
in which exx = .ux/.x, exz =  .(.ux/.z + .uz/.x). etc., .xz =2exz etc., and eyy, xy . and .yz are 
identically zero. Inclined SH wavefields result in the following non-zero, three-dimensional 
strain components 
; . . yz xy , 
exx, eyy, ezz, and .xz are identically zero. 
The general strain tensor becomes: 
zz 
yz xz 
yz xy 
xz xy 
xx 
e 
. . 
. . 
. . 
e 
2 2 
2 
0 
2 
2 2 
(Eq. 48) 
The principal strains e1, e2, and e3 are given by the roots of the determinant equation: 
0 
2 2 
2 2 
2 2 
= 
- 
- 
- 
e e 
. . 
. 
e 
. 
. . 
e e 
zz 
yz xz 
yz xy 
xz xy 
xx 
(Eq. 49) 
which results in the cubic equation in e 
0 = ] - + [ 
4
1 + 
] ) + + ( 
4
1 - [ + ] + [ - 
xz yz xy xx 
2
yz zz 
2
xy 
2
xz 
2
yz 
2
xy zz xx xx zz 
2 3 
. . . e . e . 
. . . e e e e e e e 
(Eq. 50) 
In this general case e (e1, e2, e3) has three values corresponding to the maximum, minimum, and 
intermediate normal strains. The maximum shear strain . is the difference between the maximum 
and minimum normal strains (here taken as e1, e2): 
2 
) - ( = 2 1 e e . (Eq. 51) 
This shear strain, as a function of time, represents the shear strain that induces nonlinear soil 
response to shear motion within a three-dimensional profile. For normally incident S-waves this 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 6-288 November 2004 
reduces to the usual normal shear strain acting on the xy plane. In general three-dimensional 
theory, however, the plane upon which the maximum shear strain acts may not be horizontal and 
its orientation varies in time with the principal directions. 
Case 1: Incident Inclined P-SV Wavefields 
In this case the motion is confined to the xz-plane (Figure 6.3-148) and the nonzero strain 
elements are 
e e . zz xx xz , , 
and Eq. (50) reduces to 
0 = 
4 
+ - 
2
xz 
zz xx 
2 . 
e e e. e - (Eq. 52) 
in which . = exx + eyy + ezz = exx + ezz = cubical (plane) dilation or volume change. Solving for e 
2 2 ) ( xz zz xx 
2
zz zz xx 
2 + 4 - = 2 
. e e . 
. e e . . e 
+ -  = 
 
(Eq. 53) 
then 
. e e . e 
. e e . e 
2
xz 
2 
zz xx 2 
2
xz 
2 
zz xx 1 
+ ) - ( = 
+ ) - ( + = 
- 
and 
. e e . 2
xz 
2 
zz xx + ) - ( = (Eq. 54) 
Case 2: Incident Inclined SH Wavefields 
In this case the motion is confined to the xy plane and the nonzero strain elements are: 
. . yz yx , 
and Eq. (50) reduces to 
] [ 
4
1 
yz 
2 
yx 
2 2 . . e + = 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 6-289 November 2004 
. . e 
. . e 
. . e 
2
yz 
2
yx 2 
2
yz 
2
yx 1 
2
yz 
2
yx 
+ 2 
+ = 2 
+ = 2 
- = 
 
and the maximum shear strain is given by 
. . . 2
yz 
2
yx + = (Eq. 55) 
As with the incident inclined P-SV wavefield, the angle of incidence must be known with 
inclined SH motion. 
Case 3: Normally Incident S-Wavefields (SH) 
The nonzero strain fields are 
. . yz xz , 
then Eq. (50) reduces to 
. . e 
. . e 
2
xz 
2
yz 
2
xz 
2
yz 
2 
+ = 2 
] + [ 
4
1 = 
 
and 
. . . 2
xz 
2
yz + = (Eq. 56) 
The maximum shear strain is then the vector sum of the two normal shear strains and is 
independent of azimuth. If the azimuth changes during the time window, it has no effect on the 
maximum shear strain .. This consideration is important for sites close to extended ruptures. 
Case 4: Normally Incident P-Wavefields 
The only nonzero strain element is the axial strain ezz. 
6.3.4.2 Control Motions for At-Depth Motions, Strains, and Curvatures 
Horizontal and vertical component DEA spectra, computed in Section 6.2.2, are used as control 
motions for computing at-depth motions, strains, and curvatures. Appropriate body wave 
incidence angles are estimated using source distance and depth of the DEAs, as discussed in 
Section 6.2.2.5.1. Ray-tracing methods were used, together with the best-estimate profile, to 
determine P- and S-wave incidence angles at the repository interface (Section 6.2.2.5.1). 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 6-290 November 2004 
For SV-waves, the 1-2 Hz DEAs distances and depths are beyond the critical angles. As a result, 
for a pure point source in a plane-layered structure, little SV energy will propagate into the 
repository interface layer. However, since the source location and crustal structure have 
uncertainties, and SV-wave energy would be expected to be observed at the site reflecting these 
uncertainties, subcritical incidence angles are assumed for the SV-wave analyses. 
For analysis of SH-waves, both normal and inclined incidences are considered. Normal 
incidence is important to consider since shear strains are a maximum for this case. 
Motions, strains, and curvatures are produced for each base case velocity profile, base case 
dynamic property curves (upper mean tuff and lower mean tuff), and type of wave propagator. 
The seismic design peak motions, strains, and curvatures are developed based on all of these 
cases. The seismic design peak acceleration with depth curve is drawn to match the peak 
acceleration calculated based on transfer functions at the emplacement level. 
6.3.4.3 Analyses for At-Depth Motions, Strains, and Curvatures 
6.3.4.3.1 Peak Acceleration Versus Depth 
Mean peak accelerations as a function of depth for annual exceedance frequencies of 10-3, 
5x10-4, and 10-4 are shown on Figures 6.3-149 through 6.3-151. The seismic design motions 
with depth presented here have been adjusted to match the 100-Hz response spectral acceleration 
of the seismic design response spectra at the emplacement level (Point B). The increase in PGA 
near the surface is due to the low velocity material in the upper 10 to 20 feet of the repository 
block. 
6.3.4.3.2 Peak Particle Velocity Versus Depth 
Seismic design peak particle velocities are shown on Figures 6.3-152 through 6.3-154 for annual 
exceedance frequencies of 10-3, 5x10-4, and 10-4, respectively. An increase in PGV is seen near 
the surface, similar to the PGAs. 
6.3.4.3.3 Bending Strains (Curvatures) 
Curvatures, or bending strains, are confined to the xz-plane for P- and SV-waves and to the yz 
plane for SH-waves. Seismic design curvatures are shown on Figures 6.3-155 through 6.3-157 
for annual exceedance frequencies of 10-3, 5x10-4, and 10-4, respectively. Horizontal component 
curvatures are computed using inclined and vertically incident SH- and inclined SV-waves. 
Vertical component curvatures are computed using inclined SV- and P-waves. Mean curvatures 
tend to decrease with depth in the tuff, especially in the top 25 m. The curvatures from inclined 
SV-waves are nonphysical because the small SV-motions on the vertical component combined 
with the vertical spectra produce nonphysical curvatures. The small curvature values are 
expected as the wavefield is dominated by P-waves and associated vertical motions with small 
horizontal motion. 
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6.3.4.3.4 Coupled P-SV Strain Fields 
Axial Strains exx 
Seismic design strains exx are shown on Figures 6.3-158 through 6.3-160 for annual exceedance 
frequencies of 10-3, 5x10-4, and 10-4, respectively. Inclined SV-waves are used to propagate 
horizontal component motions, while inclined SV- and P-waves are used to propagate vertical 
motions to excite exx strains. Mean strains indicate a very slight decrease with depth in the tuff. 
The largest strains exx are vertical component inclined P-waves because the strains from the SVwave 
are nonphysical. The exx strains are zero for normal incidence (vertically propagating Pwave). 
Axial Strains ezz 
Seismic design axial strains ezz are shown on Figures 6.3-161 through 6.3-163 for annual 
exceedance frequencies of 10-3, 5x10-4, and 10-4, respectively. Inclined SV-waves are used to 
propagate horizontal motions, while inclined SV- and vertical and inclined P-waves are used to 
propagate vertical motions to excite axial strains, ezz. 
Shear Strains .xz 
Seismic design shear strains .xz are shown on Figures 6.3-164 through 6.3-166 for annual 
exceedance frequencies of 10-3, 5x10-4, and 10-4, respectively. Inclined SV-waves are used to 
propagate horizontal component motions and inclined P-waves are used to propagate vertical 
component motions to excite shear strains .xz. The .xz strains are zero for normal incidence Pwave. 
6.3.4.3.5 SH Strain Field 
Shear Strains .yz 
Seismic design shear strains .yz are shown on Figures 6.3-167 through 6.3-169 for annual 
exceedance frequencies of 10-3, 5x10-4, and 10-4, respectively. Vertical and inclined SH-waves 
are used to propagate horizontal component motions to excite shear strains .yz. 
Shear Strains .yx 
Seismic design shear strains .yz are shown on Figures 6.3-170 through 6.3-172 for annual 
exceedance frequencies of 10-3, 5x10-4, and 10-4, respectively. Inclined SH-waves (this strain 
field is identically zero for vertically propagating shear waves) are used to compute shear strains 
.yx. Mean shear strains .yz decrease very slightly with depth in the tuff. 
6.3.5 Comparison of Ground Motions Across the Exile Hill Fault Splay 
The seismic design ground motions for Point D/E described above have been calculated for the 
Surface Facilities Area southwest of the Exile Hill splay fault. In the site characterization 
program performed in 2000 and 2001, the focus of the geotechnical program was on the WHB 
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area southwest of the fault (BSC 2002a [DIRS 157829], Section 6.2.3). Recent developments in 
the placement and design of the surface facilities now require that facilities be located northeast 
of the fault. This location is designated as Point F. To evaluate on a preliminary basis the 
possible differences between ground motions on the northeast and southwest sides of the Exile 
Hill splay fault, ground motions for an annual exceedance frequency of 5x10-4 at Point F have 
been calculated. 
Base case velocity models for Point F were developed based on the VS data described in BSC 
(2002a [DIRS 157829]). The following data were used: 
 Downhole  RF#19, 22, and 29 (DTN MO0111DVDWHBSC.001 [DIRS 157296]) 
 Suspension  RF#17, 19, 22, and 29 (DTN MO0204SEPBSWHB.001 [DIRS 158088]) 
 SASW  3, 15, 16, 19, 24, 30, and 36 (DTN MO0110SASWWHBS.000 [DIRS 
157969]). 
Data for RF#14 were not used because it was uncertain on which side of the Exile Hill splay 
fault the borehole was located. Similar to the approach taken for the Point D/E velocity profiles 
south of the fault (Section 6.2.3.4), VS and VP profiles were developed for both alluvium and tuff 
(Wong and Silva 2004b [DIRS 170444], pages 109-115). Microsoft Excel 2000 was used to 
compute geometric mean velocity profiles for Point F (see Appendix I). 
The Point F VS tuff profile is the geometric mean computed from the median profiles from the 
SASW, suspension, and downhole data. The three datasets reach depths of 275 ft, 650 ft, and 
450 ft, respectively. The shallow VS data for the alluvium were separated out of the data as 
described in Section 6.2.3.4.1. The Point F VS profile extends to a depth of only 650 ft or the 
limit of the velocity data (Figure 6.3-173). However, the profile needs to reach a VS of 6000 
ft/sec, the Point A VS for the seismic design calculations. The Point D/E VS profile shows a 
velocity gradient that begins with a VS of 4000 ft/sec at a depth of about 350 ft reaching 7000 
ft/sec VS at a depth of 520 ft (Figure 6.3-174). Thus the Point D/E VS profile from depths of 400 
to 550 ft was attached to the bottom of the Point F profile (Figure 6.3-175). This extrapolation of 
the Point F VS profile is geologically reasonable because the strata below Point F are 
downdropped about 200 to 300 ft relative to Point D/E due to the displacement across the Exile 
Hill splay fault. For example, the top of Tpcpul is at an elevation of 3380 ft below Point D/E and 
3150 ft below Point F (Figure 227 in BSC 2002a [DIRS 157829]). Thus the profile from Point 
D/E at 400 ft depth, which is in Tpcpul, was attached to the Point F profile at 650 ft depth, which 
also is in Tpcpul (Figure 6.3-175). 
The Point F VS profile for the alluvium was calculated based on the geometric mean of the 
SASW and downhole median profiles (Figure 6.3-176). The suspension data were not used 
because it was considered unreliable above a depth of 100 ft (Wong and Silva 2003 [DIRS 
163201], page 18). Figure 6.3-176 also shows a plot of the Point D/E alluvium VS profile. The 
comparison shows similar profiles on either side of the fault, which is not unexpected because 
the alluvium should be relatively uniform across the site and the Exile Hill splay fault does not 
displace the alluvium. 
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Figure 6.3-177 shows the smoothed base case VS profile alluvium and tuff profiles. As for the 
D/E profiles, smoothing was done by eye (Section 6.2.3.4). The alluvium thicknesses were 
modeled similar to Point D/E: 35 ft and 110 ft. 
Figure 6.3-178 shows the median VP profiles for the tuff from the downhole and suspension 
velocity measurements. The profiles are significantly different and thus both profiles were used 
in the calculations. No extrapolation of the VP suspension data profile was required since it 
reached a value of 10,000 ft/sec. The VP downhole data profile used in the calculations was 
extrapolated to a VP of 10,000 ft/sec (Wong and Silva 2004b [DIRS 170444], page 89). The VP 
alluvium profile was adopted from only the downhole data since the shallow suspension data was 
not considered reliable (Figure 6.3-179). The smoothed base case VP profile for both alluvium 
and tuff is shown on Figure 6.3-180. The development of the Point F base case velocity profiles 
is documented in Scientific Notebook SN-M&O-SCI-037-V3 (Wong and Silva 2004b [DIRS 
170444], pages 109-115 and supplemental record 3). 
The shear modulus reduction and damping curves for the alluvium and tuff used in the Point D/E 
ground motions were used for Point F. Inputs to the site response model are summarized in 
Table 6.3-32. 
Table 6.3-32. Model Inputs for Development of Seismic Inputs with an Annual Exceedance 
Frequency of 5x10-4 for Point F 
Model Input Source 
Twelve 5x10-4 deaggregation earthquake response spectra 
(three each for the 1-2 Hz and 5-10 Hz 5x10-4 reference 
earthquakes; horizontal and vertical components) 
Section 6.2.2.5; deaggregation earthquakes 
have DTN MO0208UNHZ5X10.000 [DIRS 
163722]. Weights for combining results for each 
deaggregation earthquake are provided in Table 
6.2-6. 
Incidence angles for the deaggregation earthquakes Section 6.2.2.5.1; Table 6.2-12 
Downhole velocity measurements in RF#19, 22, and 29 DTN MO0111DVDWHBSC.001 [DIRS 157296] 
(subset of data in DTN) 
Suspension velocity measurements in RF#17, 19, 22, and 29 DTN MO0204SEPBSWHB.001 [DIRS 158088] 
(subset of data in DTN) 
SASW velocity measurements for Surveys 3, 15, 16, 19, 24, 
30, and 36 
DTN MO0110SASWWHBS.000 [DIRS 157969] 
(subset of data in DTN) 
60 randomized sets of shear modulus reduction and damping 
curves for each of the two tuff and alluvium base case curves 
(four combinations). Each combination is run for each of the 
three modeling cases. 
Section 6.2.4.5; base case curves have DTN 
MO0403SDIAWHBC.003 [DIRS 170434] 
Tuff and alluvium density Section 6.2.3.7 
Software programs used to model this case are identical to those listed in Section 6.3.1.1 with the 
substitution of RANPAR V2.1 (Software Tracking Number 10486-2.1-00) (Pacific Engineering 
and Analysis 2003d [DIRS 170442]). Details of the modeling and analysis are documented in 
Scientific Notebook SN-M&O-SCI-037-V2 (Wong and Silva 2004a [DIRS 170443], pages 129- 
130 and 138-139, and supplemental records 125 and 128). Microsoft Excel 2000 was used to 
compute the ratio of Point F to Point D/E response spectra (see Appendix I). 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 6-294 November 2004 
Calculations similar to Point D/E (Section 6.3.1.3.2) were performed for Point F except only one 
wave type, HSHH was considered since it was the controlling wave type and the preliminary 
Point F ground motions are only being computed for comparison. Magnitude-weighted mean 
SAFs for 1-2 Hz and 5-10 Hz DEA were computed and applied to the envelope of the reference 
earthquake spectra and UHS for Point A. The final spectrum is an envelope of each set of base 
case nonlinear dynamic material properties. The horizontal and vertical response spectra for 
Point F at 5x10-4 have been submitted to TDMS and have DTN MO0410SDSEHFSF.002 [DIRS 
172218]. Figure 6.3-181 shows a comparison of the preliminary Point F horizontal spectrum 
with the Point D/E seismic design response spectrum. The latter exceeds the Point F horizontal 
spectrum at nearly all frequencies. The ratio of the two spectra are shown on Figure 6.3-182 
where it indicates that the maximum spectral ratio of Point F/Point D/E is slightly above 1.0 at 1 
Hz. 
The vertical spectra comparison is shown on Figure 6.3-183 and the ratio is shown on Figure 6.3- 
184. The Point F vertical spectrum exceeds the Point D/E vertical spectrum over a broad range 
of frequencies but by less than 15% (Figure 6.3-184). Planned SSCs at the Surface Facilities 
Area at Yucca Mountain have natural frequencies in the range of 8 to 9 Hz (Section 8). The 
small exceedance of less than 5% at Point F at these frequencies should have negligible impact 
on the design of the surface facilities. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 6-295 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Horizontal UHS 
Horizontal RE, 1-2 Hz (M 7.0, 51 km) 
Horizontal RE, 5-10 Hz (M 6.3, 5 km) 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Horizontal ML DEA, 1-2 Hz 
Horizontal MM DEA, 1-2 Hz 
Horizontal MH DEA, 1-2 Hz 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Horizontal ML DEA, 5-10 Hz 
Horizontal MM DEA, 5-10 Hz 
Horizontal MH DEA, 5-10 Hz 
Note: This figure illustrates the development of the horizontal reference earthquake (RE) and 
deggregation earthquake (DEA) spectra from the UHS horizontal spectra at 5x10-4 annual 
exceedance frequency (See Section 6.2.2.4 and 6.2.2.5). DEA spectra are used as control 
motions for site-response modeling. (For information only.) 
Figure 6.3-1a. Site Response Methodology: Point A Control Motions 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 6-296 November 2004 
450 
400 
350 
300 
250 
200 
150 
100 
50
0 
Depth Below Ground Surface, meters 
0 1000 2000 3000 4000 
Seismic Velocity, meters per second 
450 
400 
350 
300 
250 
200 
150 
100 
50
0 
Depth Below Ground Surface, meters 
0 1000 2000 3000 4000 
Seismic Velocity, meters per second 
Velocity Base Case 1 Velocity Base Case 2 
(BC) (UR) 
-4 -3 -2 -1 0 
0 
0.2 
0.4 
0.6 
0.8
1 
Normalized Shear Modulus 
-4 -3 -2 -1 0 
Log (Shear Strain), % 
0
4
8 
12 
16 
20 
Damping Ratio, % 
Lower Mean Tuff (LMT) 
Nonlinear Dynamic Properties 
Figure 6.3-1b. Site Response Methodology: Examples of Repository Block VS Profile and 
Nonlinear Dynamic Material Properties Randomizations (For information only.) 
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MDL-MGR-GS-000003 REV 01 6-297 November 2004 
Response of 60 Randomized Profiles 
1-2 Hz ML DEA 
Basecase Profile 
UMT Properties 
HSHH Vertically Incident 
0.01 
0.1 
1 
0.1 1 10 100 
Frequency (Hz) 
Spectral Acceleration (g) 
Response of 60 Randomized Profiles 
1-2 Hz MM DEA 
Basecase Profile 
UMT Properties 
HSHH Vertically Incident 
0.01 
0.1 
1 
0.1 1 10 100 
Frequency (Hz) 
Spectral Acceleration (g) 
Response of 60 Randomized Profiles 
1-2 Hz MH DEA 
Basecase Profile 
UMT Properties 
HSHH Vertically Incident 
0.01 
0.1 
1 
0.1 1 10 100 
Frequency (Hz) 
Spectral Acceleration (g) 
NOTE: Convolution modeling is performed using the six horizontal DEA control motions (1-2 Hz and 5-10 Hz; ML, 
MM, and MH) for sets of 60 randomized velocity profiles and nonlinear dynamic curves. These analyses 
are repeated for each combination of basecase properties (i.e., two basecase velocity profiles and two 
basecase nonlinear dynamic curves). This figure illustrates the response of the randomized profiles for 
velocity base case BC profile and UMT properties to the 1-2 Hz horizontal DEAs. 
Figure 6.3-1c. Site Response Methodology: Response of Simulated Profiles to DEA Control 
Motion (For information only.) 
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0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
Spectral Accleration (g) 
Mean of 60 Response Spectra 
Basecase Profile 
UMT Properties 
1-2 Hz MM DEA 
HSHH Vertically Incident 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
Spectral Acceleration (g) 
Point A Control Motion 
1-2 Hz MM DEA 
NOTE: Spectral Amplification Functions (SAFs) are computed for all convolutions. 
0.1 1 10 100 
Frequency (Hz) 
0 
0.2 
0.4 
0.6 
0.8
1 
Spectral Amplification 
MM 
MH 
ML 
Mean Spectral Amplification Functions 
1-2 Hz DEAs 
Basecase Profile 
UMT Properties 
HSHH Vertically Incident 
0.1 1 10 100 
Frequency (Hz) 
0 
0.2 
0.4 
0.6 
0.8
1 
Spectral Amplification 
MM 
MH 
ML 
Mean Spectral Amplification Functions 
5-10 Hz DEAs 
Basecase Profile 
UMT Properties 
HSHH Vertically Incident 
NOTE: Mean SAFs are computed for each set of 60 responses. Magnitude dependency is reflected in the 
differences between SAFs for ML, MM, and MH control motions. 
Figure 6.3-1d. Site Response Methodology: Computation of Mean SAFs (For information only.) 
0.1 1 10 100 
Frequency (Hz) 
0 
0.2 
0.4 
0.6 
0.8
1 
Spectral Amplification 
Mean Spectral Amplification Function 
Basecase Profile 
UMT Properties 
1-2 Hz MM DEA 
HSHH Vertically Incident
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1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
BC Profile, UMT, Inclined HSHH-wave 
BC Profile, LMT, Inclined HSHH-wave 
UR Profile, UMT, Inclined HSHH-wave 
UR Profile, LMT, Inclined HSHH-wave 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
BC Profile, UMT, Inclined HSHH-wave 
BC Profile, LMT, Inclined HSHH-wave 
UR Profile, UMT, Inclined HSHH-wave 
UR Profile, LMT, Inclined HSHH-wave 
NOTE: Envelope the 1-2 Hz and 5-10 Hz magnitude-weighted mean SAFs for each set of base case site 
properties and control motion wavetype. Apply resulting SAFs to envelope of 1-2 Hz and 5-10 Hz REs to 
obtain site-specific response spectra for Point B. 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
SA (g) 
Seismic Design Spectrum 
BC Profile, UMT, Inclined HSHH-wave 
BC Profile, LMT, Inclined HSHH-wave 
UR Profile, UMT, Inclined HSHH-wave 
UR Profile, LMT, Inclined HSHH-wave 
BC Profile, UMT, Vertically Incident HSHH-wave 
BC Profile, LMT, Vertically Incident HSHH-wave 
UR Profile, UMT, Vertically Incident HSHH-wave 
UR Profile, LMT, Vertically Incident HSHH-wave 
BC Profile, UMT, Inclined HSVH-wave 
BC Profile, LMT, Inclined HSVH-wave 
UR Profile, UMT, Inclined HSVH-wave 
UR Profile, LMT, Inclined HSVH-wave 
5 x 10-4 Point B 
Horizontal 
NOTE: Envelope site-specific spectra for all site properties and control motion wavetypes to 
obtain the seismic design response spectrum. 
Figure 6.3-1e. Site Response Methodology: Magnitude-Weighted Mean SAFs, Site-Specific 
Spectra, and Seismic Design Response Spectrum (Envelope) at an Annual 
Exceedance Frequency of 5x10-4, Horizontal Component (For information only.) 
1-2 Hz 5-10 Hz
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-300 November 2004 
Figure 6.3-2. Site Response Methodology Flow Chart 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-301 November 2004 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
Mean MM 
Mean ML 
Mean MH 
Magnitude Weighted Mean 
1-2 Hz 
HORIZONTAL 
BC Profile 
LMT Properties 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification Mean MM 
Mean ML 
Mean MH 
Magnitude Weighted Mean
5-10 Hz 
HORIZONTAL 
BC Profile 
LMT Properties 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 111 
Figure 6.3-3. Representative Point B Mean SAFs at an Annual Exceedance Frequency of 
10-3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-302 November 2004 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
BC Profile, UMT, Inclined HSHH-wave 
BC Profile, LMT, Inclined HSHH-wave 
UR Profile, UMT, Inclined HSHH-wave 
UR Profile, LMT, Inclined HSHH-wave 
1-2 Hz 
HORIZONTAL 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification BC Profile, UMT, Inclined HSHH-wave 
BC Profile, LMT, Inclined HSHH-wave 
UR Profile, UMT, Inclined HSHH-wave 
UR Profile, LMT, Inclined HSHH-wave 
5-10 Hz 
HORIZONTAL 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 111 
Figure 6.3-4. Point B Horizontal Magnitude-Weighted Mean SAF at an Annual Exceedance 
Frequency of 10-3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-303 November 2004 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
BC Profile, Inclined VSVV-wave 
UR Profile, Inclined VSVV-wave 
1-2 Hz 
VERTICAL 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification BC Profile, Inclined VSVV-wave 
UR Profile, Inclined VSVV-wave 
5-10 Hz 
VERTICAL 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 111 
Figure 6.3-5. Point B Vertical Magnitude-Weighted Mean SAF at an Annual Exceedance 
Frequency of 10-3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-304 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
SA (g) 
Seismic Design Spectrum 
BC Profile, UMT, Inclined HSHH-wave 
BC Profile, LMT, Inclined HSHH-wave 
UR Profile, UMT, Inclined HSHH-wave 
UR Profile, LMT, Inclined HSHH-wave 
BC Profile, UMT, Vertically Incident HSHH-wave 
BC Profile, LMT, Vertically Incident HSHH-wave 
UR Profile, UMT, Vertically Incident HSHH-wave 
UR Profile, LMT, Vertically Incident HSHH-wave 
BC Profile, UMT, Inclined HSVH-wave 
UR Profile, UMT, Inclined HSVH-wave 
DTN: MO0405SDSTPNTB.001 [DIRS 169851] 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 111 
Figure 6.3-6. Point B Horizontal Site-Specific Spectra and Seismic Design Response 
Spectrum (5%-Damped) at an Annual Exceedance Frequency of 10-3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-305 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
SA (g) 
Seismic Design Spectrum 
BC Profile, Inclined VSVV-wave 
UR Profile, Inclined VSVV-wave 
BC Profile, Inclined VPV-wave 
UR Profile, Inclined VPV-wave 
BC Profile, Vertically Incident VPV-wave 
UR Profile, Vertically Incident VPV-wave 
DTN: MO0405SDSTPNTB.001 [DIRS 169851] 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 111 
Figure 6.3-7. Point B Vertical Site-Specific Spectra and Seismic Design Response 
Spectrum (5%-Damped) at an Annual Exceedance Frequency of 10-3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-306 November 2004 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
Mean MM 
Mean ML 
Mean MH 
Magnitude Weighted Mean 
1 - 2 Hz 
HORIZONTAL 
BC Profile 
LMT Properties 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification Mean MM 
Mean ML 
Mean MH 
Magnitude Weighted Mean 
5 - 10 Hz 
HORIZONTAL 
BC Profile 
LMT Properties 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 61 
Figure 6.3-8. Representative Point B Mean SAFs at an Annual Exceedance Frequency of 
5x10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-307 November 2004 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
BC Profile, UMT, Inclined HSHH-wave 
BC Profile, LMT, Inclined HSHH-wave 
UR Profile, UMT, Inclined HSHH-wave 
UR Profile, LMT, Inclined HSHH-wave 
1 - 2 Hz 
HORIZONTAL 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification BC Profile, UMT, Inclined HSHH-wave 
BC Profile, LMT, Inclined HSHH-wave 
UR Profile, UMT, Inclined HSHH-wave 
UR Profile, LMT, Inclined HSHH-wave
5 - 10 Hz 
HORIZONTAL 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 61 
Figure 6.3-9. Point B Horizontal Magnitude-Weighted Mean SAF at an Annual Exceedance 
Frequency of 5x10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-308 November 2004 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
BC Profile, Inclined VSVV-wave 
UR Profile, Inclined VSVV-wave 
1-2 Hz 
VERTICAL 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification BC Profile, Inclined VSVV-wave 
UR Profile, Inclined VSVV-wave 
5-10 Hz 
VERTICAL 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 61 
Figure 6.3-10. Point B Vertical Magnitude-Weighted Mean SAF at an Annual Exceedance 
Frequency of 5x10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-309 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
SA (g) 
Seismic Design Spectrum 
BC Profile, UMT, Inclined HSHH-wave 
BC Profile, LMT, Inclined HSHH-wave 
UR Profile, UMT, Inclined HSHH-wave 
UR Profile, LMT, Inclined HSHH-wave 
BC Profile, UMT, Vertically Incident HSHH-wave 
BC Profile, LMT, Vertically Incident HSHH-wave 
UR Profile, UMT, Vertically Incident HSHH-wave 
UR Profile, LMT, Vertically Incident HSHH-wave 
BC Profile, UMT, Inclined HSVH-wave 
BC Profile, LMT, Inclined HSVH-wave 
UR Profile, UMT, Inclined HSVH-wave 
UR Profile, LMT, Inclined HSVH-wave 
DTN: MO0407SDARS104.001 [DIRS 170683] 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 61 
Figure 6.3-11. Point B Horizontal Site-Specific Spectra and Seismic Design Response 
Spectrum (5%-Damped) at an Annual Exceedance Frequency of 5x10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-310 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
SA (g) 
Seismic Design Spectrum 
BC Profile, Inclined VSVV-wave 
UR Profile, Inclined VSVV-wave 
BC Profile, Inclined VPV-wave 
UR Profile, Inclined VPV-wave 
BC Profile, Vertically Incident VPV-wave 
UR Profile, Vertically Incident VPV-wave 
DTN: MO0407SDARS104.001 [DIRS 170683] 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 61 
Figure 6.3-12. Point B Vertical Site-Specific Spectra and Seismic Design Response 
Spectrum (5%-Damped) at an Annual Exceedance Frequency of 5x10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-311 November 2004 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
Mean MM 
Mean ML 
Mean MH 
Magnitude Weighted Mean 
1-2 Hz 
HORIZONTAL 
BC Profile 
LMT Properties 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification Mean MM 
Mean ML 
Mean MH 
Magnitude Weighted Mean
5-10 Hz 
HORIZONTAL 
BC Profile 
LMT Properties 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 82 
Figure 6.3-13. Representative Point B Mean SAFs at an Annual Exceedance Frequency of 
10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-312 November 2004 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
BC Profile, UMT, Inclined HSHH-wave 
BC Profile, LMT, Inclined HSHH-wave 
UR Profile, UMT, Inclined HSHH-wave 
UR Profile, LMT, Inclined HSHH-wave 
1-2 Hz 
HORIZONTAL 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification BC Profile, UMT, Inclined HSHH-wave 
BC Profile, LMT, Inclined HSHH-wave 
UR Profile, UMT, Inclined HSHH-wave 
UR Profile, LMT, Inclined HSHH-wave 
5-10 Hz 
HORIZONTAL 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 82 
Figure 6.3-14. Point B Horizontal Magnitude-Weighted Mean SAF at an Annual Exceedance 
Frequency of 10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-313 November 2004 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
BC Profile, Inclined VSVV-wave 
UR Profile, Inclined VSVV-wave 
1-2 Hz 
VERTICAL 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification BC Profile, Inclined VSVV-wave 
UR Profile, Inclined VSVV-wave 
5-10 Hz 
VERTICAL 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 82 
Figure 6.3-15. Point B Vertical Magnitude-Weighted Mean SAF at an Annual Exceedance 
Frequency of 10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-314 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
SA (g) 
Seismic Design Spectrum 
BC Profile, UMT, Inclined HSHH-wave 
BC Profile, LMT, Inclined HSHH-wave 
UR Profile, UMT, Inclined HSHH-wave 
UR Profile, LMT, Inclined HSHH-wave 
BC Profile, UMT, Vertically Incident HSHH-wave 
BC Profile, LMT, Vertically Incident HSHH-wave 
UR Profile, UMT, Vertically Incident HSHH-wave 
UR Profile, LMT, Vertically Incident HSHH-wave 
BC Profile, UMT, Inclined HSVH-wave 
UR Profile, UMT, Inclined HSVH-wave 
DTN: MO0306SDSAVDTH.000 [DIRS 164033] 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 82 
Figure 6.3-16. Point B Horizontal Site-Specific Spectra and Seismic Design Response 
Spectrum (5%-Damped) at an Annual Exceedance Frequency of 10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-315 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
SA (g) 
Seismic Design Spectrum 
BC Profile, Inclined VSVV-wave 
UR Profile, Inclined VSVV-wave 
BC Profile, Inclined VPV-wave 
UR Profile, Inclined VPV-wave 
BC Profile, Vertically Incident VPV-wave 
UR Profile, Vertically Incident VPV-wave 
DTN: MO0306SDSAVDTH.000 [DIRS 164033] 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 82 
Figure 6.3-17. Point B Vertical Site-Specific Spectra and Seismic Design Response 
Spectrum (5%-Damped) at an Annual Exceedance Frequency of 10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-316 November 2004 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
Mean MM 
Mean ML 
Mean MH 
Magnitude Weighted Mean 
1-2 Hz 
HORIZONTAL 
UMT-UMA Properties 
110 ft Profile 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
Mean MM 
Mean ML 
Mean MH 
Magnitude Weighted Mean 
1-2 Hz 
HORIZONTAL 
LMT-UMA Properties 
110 ft Profile 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 108 
Figure 6.3-18. Representative Point D 1-2 Hz Mean SAFs at an Annual Exceedance 
Frequency of 10-3, Upper Mean Alluvium Curve, 110 ft Alluvium 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-317 November 2004 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
Mean MM 
Mean ML 
Mean MH 
Magnitude Weighted Mean 
5-10 Hz 
HORIZONTAL 
UMT-UMA Properties 
110 ft Profile 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
Mean MM 
Mean ML 
Mean MH 
Magnitude Weighted Mean 
5-10 Hz 
HORIZONTAL 
LMT-UMA Properties 
110 ft Profile 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 108 
Figure 6.3-19. Representative Point D 5-10 Hz Mean SAFs at an Annual Exceedance 
Frequency of 10-3, Upper Mean Alluvium Curve, 110 ft Alluvium 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-318 November 2004 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
UMT, UMA, Vertically Incident HSHH-wave 
LMT, UMA, Vertically Incident HSHH-wave 
UMT, LMA, Vertically Incident HSHH-wave 
LMT, LMA, Vertically Incident HSHH-wave 
1-2 Hz 
HORIZONTAL 
35 ft Profile 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification UMT, UMA, Vertically Incident HSHH-wave 
LMT, UMA, Vertically Incident HSHH-wave 
UMT, LMA, Vertically Incident HSHH-wave 
LMT, LMA, Vertically Incident HSHH-wave 
5-10 Hz 
HORIZONTAL 
35 ft Profile 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 108 
Figure 6.3-20. Representative Point D (35 ft of alluvium) Magnitude-Weighted Mean SAFs at 
an Annual Exceedance Frequency of 10-3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-319 November 2004 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
UMT, UMA, Vertically Incident HSHH-wave 
LMT, UMA, Vertically Incident HSHH-wave 
UMT, LMA, Vertically Incident HSHH-wave 
LMT, LMA, Vertically Incident HSHH-wave 
1-2 Hz 
HORIZONTAL 
110 ft Profile 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification UMT, UMA, Vertically Incident HSHH-wave 
LMT, UMA, Vertically Incident HSHH-wave 
UMT, LMA, Vertically Incident HSHH-wave 
LMT, LMA, Vertically Incident HSHH-wave 
5-10 Hz 
HORIZONTAL 
110 ft Profile 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 108 
Figure 6.3-21. Representative Point D (110 ft of alluvium) Magnitude-Weighted Mean SAFs 
at an Annual Exceedance Frequency of 10-3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-320 November 2004 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
UMT, Vertically Incident HSHH-wave 
LMT, Vertically Incident HSHH-wave 
1-2 Hz 
HORIZONTAL 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification UMT, Vertically Incident HSHH-wave 
LMT, Vertically Incident HSHH-wave
5-10 Hz 
HORIZONTAL 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 108 
Figure 6.3-22. Representative Point E Magnitude-Weighted Mean SAFs at an Annual 
Exceedance Frequency of 10-3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-321 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
SA (g) 
Seismic Design Spectrum 
Site D, UMT, UMA, 35ft of Alluvium, Vertically Incident HSHH-wave 
Site D, LMT, UMA, 35ft of Alluvium, Vertically Incident HSHH-wave 
Site D, UMT, LMA, 35ft of Alluvium, Vertically Incident HSHH-wave 
Site D, LMT, LMA, 35ft of Alluvium, Vertically Incident HSHH-wave 
Site D, UMT, UMA, 110ft of Alluvium, Vertically Incident HSHH-wave 
Site D, LMT, UMA, 110ft of Alluvium, Vertically Incident HSHH-wave 
Site D, UMT, LMA, 110ft of Alluvium, Vertically Incident HSHH-wave 
Site D, LMT, LMA, 110ft of Alluvium, Vertically Incident HSHH-wave 
Site E, UMT, Vertically Incident HSHH-wave 
Site E, LMT, Vertically Incident HSHH-wave 
DTN: MO0410SDSDE103.002 [DIRS 172236] 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 108 
Figure 6.3-23. Point D/E Horizontal Site-Specific Spectra and Seismic Design Response 
Spectrum (5%-Damped) at an Annual Exceedance Frequency of 10-3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-322 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
SA (g) 
Seismic Design Spectrum 
Site D, 35ft of Alluvium, Inclined VSVV-wave 
Site D, 110ft of Alluvium, Inclined VSVV-wave 
Site D, 35ft of Alluvium, Inclined VPV-wave 
Site D, 110ft of Alluvium, Inclined VPV-wave 
Site D, 35ft of Alluvium, Vertically Incident VPV-wave 
Site D, 110ft of Alluvium, Vertically Incident VPV-wave 
Site E, Inclined VSVV-wave 
Site E, Inclined VPV-wave 
Site E, Vertically Incident VPV-wave 
DTN: MO0410SDSDE103.002 [DIRS 172236] 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 108 
Figure 6.3-24. Point D/E Vertical Site-Specific Spectra and Seismic Design Response 
Spectrum (5%-Damped) at an Annual Exceedance Frequency of 10-3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-323 November 2004 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
Mean MM 
Mean ML 
Mean MH 
Magnitude Weighted Mean 
1-2 Hz 
HORIZONTAL 
UMT-UMA Properties 
110 ft Profile 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
Mean MM 
Mean ML 
Mean MH 
Magnitude Weighted Mean 
1-2 Hz 
HORIZONTAL 
LMT-UMA Properties 
110 ft Profile 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 97 
Figure 6.3-25. Representative Point D 1-2 Hz Mean SAFs at an Annual Exceedance 
Frequency of 5x10-4, Upper Mean Alluvium Curve, 110 ft Alluvium 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-324 November 2004 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
Mean MM 
Mean ML 
Mean MH 
Magnitude Weighted Mean 
5-10 Hz 
HORIZONTAL 
UMT-UMA Properties 
110 ft Profile 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
Mean MM 
Mean ML 
Mean MH 
Magnitude Weighted Mean 
5-10 Hz 
HORIZONTAL 
LMT-UMA Properties 
110 ft Profile 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 97 
Figure 6.3-26. Representative Point D 5-10 Hz Mean SAFs at an Annual Exceedance 
Frequency of 5x10-4, Upper Mean Alluvium Curve, 110 ft Alluvium 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-325 November 2004 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
UMT, UMA, Vertically Incident HSHH-wave 
LMT, UMA, Vertically Incident HSHH-wave 
UMT, LMA, Vertically Incident HSHH-wave 
LMT, LMA, Vertically Incident HSHH-wave 
1-2 Hz 
HORIZONTAL 
35 ft Profile 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification UMT, UMA, Vertically Incident HSHH-wave 
LMT, UMA, Vertically Incident HSHH-wave 
UMT, LMA, Vertically Incident HSHH-wave 
LMT, LMA, Vertically Incident HSHH-wave 
5-10 Hz 
HORIZONTAL 
35 ft Profile 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 97 
Figure 6.3-27. Representative Point D (35 ft of alluvium) Magnitude-Weighted Mean SAFs at 
an Annual Exceedance Frequency of 5x10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-326 November 2004 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
UMT, UMA, Vertically Incident HSHH-wave 
LMT, UMA, Vertically Incident HSHH-wave 
UMT, LMA, Vertically Incident HSHH-wave 
LMT, LMA, Vertically Incident HSHH-wave 
1-2 Hz 
HORIZONTAL 
110 ft Profile 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification UMT, UMA, Vertically Incident HSHH-wave 
LMT, UMA, Vertically Incident HSHH-wave 
UMT, LMA, Vertically Incident HSHH-wave 
LMT, LMA, Vertically Incident HSHH-wave 
5-10 Hz 
HORIZONTAL 
110 ft Profile 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 97 
Figure 6.3-28. Representative Point D (110 ft of alluvium) Magnitude-Weighted Mean SAFs 
at an Annual Exceedance Frequency of 5x10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-327 November 2004 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
UMT, Vertically Incident HSHH-wave 
LMT, Vertically Incident HSHH-wave 
1-2 Hz 
HORIZONTAL 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification UMT, Vertically Incident HSHH-wave 
LMT, Vertically Incident HSHH-wave
5-10 Hz 
HORIZONTAL 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 97 
Figure 6.3-29. Representative Point E Magnitude-Weighted Mean SAFs at an Annual 
Exceedance Frequency of 5x10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-328 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
SA (g) 
Seismic Design Spectrum 
Site D, UMT, UMA, 35ft of Alluvium, Vertically Incident HSHH-wave 
Site D, LMT, UMA, 35ft of Alluvium, Vertically Incident HSHH-wave 
Site D, UMT, LMA, 35ft of Alluvium, Vertically Incident HSHH-wave 
Site D, LMT, LMA, 35ft of Alluvium, Vertically Incident HSHH-wave 
Site D, UMT, UMA, 110ft of Alluvium, Vertically Incident HSHH-wave 
Site D, LMT, UMA, 110ft of Alluvium, Vertically Incident HSHH-wave 
Site D, UMT, LMA, 110ft of Alluvium, Vertically Incident HSHH-wave 
Site D, LMT, LMA, 110ft of Alluvium, Vertically Incident HSHH-wave 
Site E, UMT, Vertically Incident HSHH-wave 
Site E, LMT, Vertically Incident HSHH-wave 
DTN: MO0410SDSTMHIS.005 [DIRS 172237] 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 97 
Figure 6.3-30. Point D/E Horizontal Site-Specific Spectra and Seismic Design Response 
Spectrum (5%-Damped) at an Annual Exceedance Frequency of 5x10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-329 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
SA (g) 
Seismic Design Spectrum 
Site D, 35ft of Alluvium, Inclined VSVV-wave 
Site D, 110ft of Alluvium, Inclined VSVV-wave 
Site D, 35ft of Alluvium, Inclined VPV-wave 
Site D, 110ft of Alluvium, Inclined VPV-wave 
Site D, 35ft of Alluvium, Vertically Incident VPV-wave 
Site D, 110ft of Alluvium, Vertically Incident VPV-wave 
Site E, Inclined VSVV-wave 
Site E, Inclined VPV-wave 
Site E, Vertically Incident VPV-wave 
DTN: MO0410SDSTMHIS.005 [DIRS 172237] 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 97 
Figure 6.3-31. Point D/E Vertical Site-Specific Spectra and Seismic Design Response 
Spectrum (5%-Damped) at an Annual Exceedance Frequency of 5x10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-330 November 2004 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
Mean MM 
Mean ML 
Mean MH 
Magnitude Weighted Mean
1-2 Hz 
HORIZONTAL 
UMT-UMA Properties 
110 ft Profile 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
Mean MM 
Mean ML 
Mean MH 
Magnitude Weighted Mean 
1-2 Hz 
HORIZONTAL 
LMT-UMA Properties 
110 ft Profile 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 103 
Figure 6.3-32. Representative Point D 1-2 Hz Mean SAFs at an Annual Exceedance 
Frequency of 10-4, Upper Mean Alluvium Curve, 110 ft Alluvium 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-331 November 2004 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
Mean MM 
Mean ML 
Mean MH 
Magnitude Weighted Mean
5-10 Hz 
HORIZONTAL 
UMT-UMA Properties 
110 ft Profile 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
Mean MM 
Mean ML 
Mean MH 
Magnitude Weighted Mean 
5-10 Hz 
HORIZONTAL 
LMT-UMA Properties 
110 ft Profile 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 103 
Figure 6.3-33. Representative Point D 5-10 Hz Mean SAFs at an Annual Exceedance 
Frequency of 10-4, Upper Mean Alluvium Curve, 110 ft Alluvium 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-332 November 2004 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
UMT, UMA, Vertically Incident HSHH-wave 
LMT, UMA, Vertically Incident HSHH-wave 
UMT, LMA, Vertically Incident HSHH-wave 
LMT, LMA, Vertically Incident HSHH-wave 
1-2 Hz 
HORIZONTAL 
35 ft Profile 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification UMT, UMA, Vertically Incident HSHH-wave 
LMT, UMA, Vertically Incident HSHH-wave 
UMT, LMA, Vertically Incident HSHH-wave 
LMT, LMA, Vertically Incident HSHH-wave 
5-10 Hz 
HORIZONTAL 
35 ft Profile 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 103 
Figure 6.3-34. Representative Point D (35 ft of alluvium) Magnitude-Weighted Mean SAFs at 
an Annual Exceedance Frequency of 10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-333 November 2004 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
UMT, UMA, Vertically Incident HSHH-wave 
LMT, UMA, Vertically Incident HSHH-wave 
UMT, LMA, Vertically Incident HSHH-wave 
LMT, LMA, Vertically Incident HSHH-wave 
1-2 Hz 
HORIZONTAL 
110 ft Profile 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification UMT, UMA, Vertically Incident HSHH-wave 
LMT, UMA, Vertically Incident HSHH-wave 
UMT, LMA, Vertically Incident HSHH-wave 
LMT, LMA, Vertically Incident HSHH-wave 
5-10 Hz 
HORIZONTAL 
110 ft Profile 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 103 
Figure 6.3-35. Representative Point D (110 ft of alluvium) Magnitude-Weighted Mean SAFs 
at an Annual Exceedance Frequency of 10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-334 November 2004 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
UMT, Vertically Incident HSHH-wave 
LMT, Vertically Incident HSHH-wave
1-2 Hz 
HORIZONTAL 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification UMT, Vertically Incident HSHH-wave 
LMT, Vertically Incident HSHH-wave 
5-10 Hz 
HORIZONTAL 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 103 
Note: An average of the UMA and LMA curves was used for Point D. 
Figure 6.3-36. Representative Point E Magnitude-Weighted Mean SAFs at an Annual 
Exceedance Frequency of 10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-335 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
SA (g) 
Seismic Design Spectrum 
Site D, UMT, UMA, 35ft of Alluvium, Vertically Incident HSHH-wave 
Site D, LMT, UMA, 35ft of Alluvium, Vertically Incident HSHH-wave 
Site D, UMT, LMA, 35ft of Alluvium, Vertically Incident HSHH-wave 
Site D, LMT, LMA, 35ft of Alluvium, Vertically Incident HSHH-wave 
Site D, UMT, UMA, 110ft of Alluvium, Vertically Incident HSHH-wave 
Site D, LMT, UMA, 110ft of Alluvium, Vertically Incident HSHH-wave 
Site D, UMT, LMA, 110ft of Alluvium, Vertically Incident HSHH-wave 
Site D, LMT, LMA, 110ft of Alluvium, Vertically Incident HSHH-wave 
Site E, UMT, Vertically Incident HSHH-wave 
Site E, LMT, Vertically Incident HSHH-wave 
DTN: MO0410WHBDF104.002 [DIRS 172238] 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 103 
Figure 6.3-37. Point D/E Horizontal Site-Specific Spectra and Seismic Design Response 
Spectrum (5%-Damped) at an Annual Exceedance Frequency of 10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-336 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
SA (g) 
Seismic Design Spectrum 
Site D, 35ft of Alluvium, Inclined VSVV-wave 
Site D, 110ft of Alluvium, Inclined VSVV-wave 
Site D, 35ft of Alluvium, Inclined VPV-wave 
Site D, 110ft of Alluvium, Inclined VPV-wave 
Site D, 35ft of Alluvium, Vertically Incident VPV-wave 
Site D, 110ft of Alluvium, Vertically Incident VPV-wave 
Site E, Inclined VSVV-wave 
Site E, Inclined VPV-wave 
Site E, Vertically Incident VPV-wave 
DTN: MO0410WHBDF104.002 [DIRS 172238] 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 103 
Figure 6.3-38. Point D/E Vertical Site-Specific Spectra and Seismic Design Response 
Spectrum (5%-Damped) at an Annual Exceedance Frequency of 10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-337 November 2004 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
Mean MM 
Mean ML 
Mean MH 
Magnitude Weighted Mean 
1-2 Hz 
HORIZONTAL 
BC Profile 
LMT Properties 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification Mean MM 
Mean ML 
Mean MH 
Magnitude Weighted Mean
5-10 Hz 
HORIZONTAL 
BC Profile 
LMT Properties 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 105 
Figure 6.3-39. Representative Point B Mean SAFs at an Annual Exceedance Frequency of 
10-5 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-338 November 2004 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
BC Profile, UMT, Inclined HSHH-wave 
BC Profile, LMT, Inclined HSHH-wave 
UR Profile, UMT, Inclined HSHH-wave 
UR Profile, LMT, Inclined HSHH-wave 
1-2 Hz 
HORIZONTAL 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification BC Profile, UMT, Inclined HSHH-wave 
BC Profile, LMT, Inclined HSHH-wave 
UR Profile, UMT, Inclined HSHH-wave 
UR Profile, LMT, Inclined HSHH-wave 
5-10 Hz 
HORIZONTAL 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 105 
Figure 6.3-40. Point B Horizontal Magnitude-Weighted Mean SAF at an Annual Exceedance 
Frequency of 10-5 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-339 November 2004 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
BC Profile, Inclined VSVV-wave 
UR Profile, Inclined VSVV-wave 
1-2 Hz 
VERTICAL 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification BC Profile, Inclined VSVV-wave 
UR Profile, Inclined VSVV-wave 
5-10 Hz 
VERTICAL 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 105 
Figure 6.3-41. Point B Vertical Magnitude-Weighted Mean SAF at an Annual Exceedance 
Frequency of 10-5 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-340 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
SA (g) 
Envelope Spectrum 
BC Profile, UMT, Inclined HSHH-wave 
BC Profile, LMT, Inclined HSHH-wave 
UR Profile, UMT, Inclined HSHH-wave 
UR Profile, LMT, Inclined HSHH-wave 
BC Profile, UMT, Vertically Incident HSHH-wave 
BC Profile, LMT, Vertically Incident HSHH-wave 
UR Profile, UMT, Vertically Incident HSHH-wave 
UR Profile, LMT, Vertically Incident HSHH-wave 
BC Profile, UMT, Inclined HSVH-wave 
UR Profile, UMT, Inclined HSVH-wave 
DTN: MO0312SEPRSRLB.019 [DIRS 170427] 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 105 
Figure 6.3-42. Point B Horizontal Site-Specific Spectra and Postclosure Envelope Spectrum 
at an Annual Exceedance Frequency of 10-5 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-341 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
SA (g) 
Envelope Spectrum 
BC Profile, Inclined VSVV-wave 
UR Profile, Inclined VSVV-wave 
BC Profile, Inclined VPV-wave 
UR Profile, Inclined VPV-wave 
BC Profile, Vertically Incident VPV-wave 
UR Profile, Vertically Incident VPV-wave 
DTN: MO0312SEPRSRLB.019 [DIRS 170427] 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 105 
Figure 6.3-43. Point B Vertical Site-Specific Spectra and Postclosure Envelope Spectrum at 
an Annual Exceedance Frequency of 10-5 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-342 November 2004 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
Mean MM 
Mean ML 
Mean MH 
Magnitude Weighted Mean 
1-2 Hz 
HORIZONTAL 
BC Profile 
LMT Properties 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification Mean MM 
Mean ML 
Mean MH 
Magnitude Weighted Mean
5-10 Hz 
HORIZONTAL 
BC Profile 
LMT Properties 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 60 
Figure 6.3-44. Representative Point B Mean SAFs at an Annual Exceedance Frequency of 
10-6 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-343 November 2004 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
BC Profile, UMT, Inclined HSHH-wave 
BC Profile, LMT, Inclined HSHH-wave 
UR Profile, UMT, Inclined HSHH-wave 
UR Profile, LMT, Inclined HSHH-wave 
1-2 Hz 
HORIZONTAL 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification BC Profile, UMT, Inclined HSHH-wave 
BC Profile, LMT, Inclined HSHH-wave 
UR Profile, UMT, Inclined HSHH-wave 
UR Profile, LMT, Inclined HSHH-wave 
5-10 Hz 
HORIZONTAL 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 60 
Figure 6.3-45. Point B Horizontal Magnitude-Weighted Mean SAF at an Annual Exceedance 
Frequency of 10-6 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-344 November 2004 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
BC Profile, Inclined VSVV-wave 
UR Profile, Inclined VSVV-wave 
1-2 Hz 
VERTICAL 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification BC Profile, Inclined VSVV-wave 
UR Profile, Inclined VSVV-wave 
5-10 Hz 
VERTICAL 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 60 
Figure 6.3-46. Point B Vertical Magnitude-Weighted Mean SAF at an Annual Exceedance 
Frequency of 10-6 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-345 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
SA (g) 
Envelope Spectrum 
BC Profile, UMT, Inclined HSHH-wave 
BC Profile, LMT, Inclined HSHH-wave 
UR Profile, UMT, Inclined HSHH-wave 
UR Profile, LMT, Inclined HSHH-wave 
BC Profile, UMT, Vertically Incident HSHH-wave 
BC Profile, LMT, Vertically Incident HSHH-wave 
UR Profile, UMT, Vertically Incident HSHH-wave 
UR Profile, LMT, Vertically Incident HSHH-wave 
BC Profile, UMT, Inclined HSVH-wave 
UR Profile, UMT, Inclined HSVH-wave 
DTN: MO04065DSRSPTB.000 [DIRS 170506] 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 60 
Figure 6.3-47. Point B Horizontal Site-Specific Spectra and Postclosure Envelope Spectrum 
at an Annual Exceedance Frequency of 10-6 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-346 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
SA (g) 
Envelope Spectrum 
BC Profile, Inclined VSVV-wave 
UR Profile, Inclined VSVV-wave 
BC Profile, Inclined VPV-wave 
UR Profile, Inclined VPV-wave 
BC Profile, Vertically Incident VPV-wave 
UR Profile, Vertically Incident VPV-wave 
DTN: MO04065DSRSPTB.000 [DIRS 170506] 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 60 
Figure 6.3-48. Point B Vertical Site-Specific Spectra and Postclosure Envelope Spectrum at 
an Annual Exceedance Frequency of 10-6 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-347 November 2004 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
Mean MM 
Mean ML 
Mean MH 
Magnitude Weighted Mean 
1-2 Hz 
HORIZONTAL 
BC Profile 
LMT Properties 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification Mean MM 
Mean ML 
Mean MH 
Magnitude Weighted Mean 
5-10 Hz 
HORIZONTAL 
BC Profile 
LMT Properties 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 69 
Figure 6.3-49. Representative Point B Mean SAFs at an Annual Exceedance Frequency of 
10-7 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-348 November 2004 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
BC Profile, UMT, Vertically Incident HSHH-wave 
BC Profile, LMT, Vertically Incident HSHH-wave 
UR Profile, UMT, Vertically Incident HSHH-wave 
UR Profile, LMT, Vertically Incident HSHH-wave 
1-2 Hz 
HORIZONTAL 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification BC Profile, UMT, Vertically Incident HSHH-wave 
BC Profile, LMT, Vertically Incident HSHH-wave 
UR Profile, UMT, Vertically Incident HSHH-wave 
UR Profile, LMT, Vertically Incident HSHH-wave 
5-10 Hz 
HORIZONTAL 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 69 
Figure 6.3-50. Point B Horizontal Magnitude-Weighted Mean SAF at an Annual Exceedance 
Frequency of 10-7 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-349 November 2004 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification 
BC Profile, Inclined VSVV-wave 
UR Profile, Inclined VSVV-wave 
1-2 Hz 
VERTICAL 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
Spectral Amplification BC Profile, Inclined VSVV-wave 
UR Profile, Inclined VSVV-wave 
5-10 Hz 
VERTICAL 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 69 
Figure 6.3-51. Point B Vertical Magnitude-Weighted Mean SAF at an Annual Exceedance 
Frequency of 10-7 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-350 November 2004 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
100 
SA (g) 
Envelope Spectrum 
BC Profile, UMT, Inclined HSHH-wave 
BC Profile, LMT, Inclined HSHH-wave 
UR Profile, UMT, Inclined HSHH-wave 
UR Profile, LMT, Inclined HSHH-wave 
BC Profile, UMT, Vertically Incident HSHH-wave 
BC Profile, LMT, Vertically Incident HSHH-wave 
UR Profile, UMT, Vertically Incident HSHH-wave 
UR Profile, LMT, Vertically Incident HSHH-wave 
BC Profile, UMT, Inclined HSVH-wave 
UR Profile, UMT, Inclined HSVH-wave 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 69 
Figure 6.3-52. Point B Horizontal Site-Specific Spectra and Postclosure Envelope Spectrum 
at an Annual Exceedance Frequency of 10-7 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-351 November 2004 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
100 
SA (g) 
Envelope Spectrum 
BC Profile, Inclined VSVV-wave 
UR Profile, Inclined VSVV-wave 
BC Profile, Inclined VPV-wave 
UR Profile, Inclined VPV-wave 
BC Profile, Vertically Incident VPV-wave 
UR Profile, Vertically Incident VPV-wave 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 69 
Figure 6.3-53. Point B Vertical Site-Specific Spectra and Postclosure Envelope Spectrum at 
an Annual Exceedance Frequency of 10-7 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-352 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Emplacement Level (Point B) Horizontal Seismic Design Spectrum 
Surface Facilities (Point D/E) Horizontal Seismic Design Spectrum 
Point A Response Spectrum (Envelope of 1-2 and 5-10 Hz Spectra) 
(a) 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Emplacement Level (Point B) Vertical Seismic Design Spectrum 
Surface Facilities (Point D/E) Vertical Seismic Design Spectrum 
Point A Revised Vertical Response Spectrum 
(b) 
DTN: MO0401MWDRPSHA.000 [DIRS 166962] (Point A), MO0405SDSTPNTB.001 [DIRS 169851] (Point B), 
MO0410SDSDE103.002 [DIRS 172236] (Point D/E) 
Figure 6.3-54. Response Spectra at Points A, B, and D/E for Annual Exceedance Frequency 
of 10-3, (a) Horizontal Component, (b) Vertical Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-353 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Emplacement Level (Point B) Horizontal Seismic Design Spectrum 
Surface Facilities (Point D/E) Horizontal Seismic Design Spectrum 
Point A Response Spectrum (Envelope of 1-2 and 5-10 Hz Spectra) 
(a) 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Emplacement Level (Point B) Vertical Seismic Design Spectrum 
Surface Facilities (Point D/E) Vertical Seismic Design Spectrum 
Point A Revised Vertical Response Spectrum 
(b) 
DTN: MO0208UNHZ5X10.000 [DIRS 163722] (Point A), MO0407SDARS104.001 [DIRS 170683] (Point B), 
MO0410SDSTMHIS.005 [DIRS 172237] (Point D/E) 
Figure 6.3-55. Response Spectra at Points A, B, and D/E for Annual Exceedance Frequency 
of 5x10-4, (a) Horizontal Component, (b) Vertical Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-354 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Emplacement Level (Point B) Horizontal Seismic Design Spectrum 
Surface Facilities (Point D/E) Horizontal Seismic Design Spectrum 
Point A Response Spectrum (Envelope of 1-2 and 5-10 Hz Spectra) 
(a) 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Emplacement Level (Point B) Vertical Seismic Design Spectrum 
Surface Facilities (Point D/E) Vertical Seismic Design Spectrum 
Point A Revised Vertical Response Spectrum 
(b) 
DTN: MO0401MWDRPSHA.000 [DIRS 166962] (Point A), MO0306SDSAVDTH.000 [DIRS 164033] (Point B), 
MO0410WHBDF104.002 [DIRS 172238] (Point D/E) 
Figure 6.3-56. Response Spectra at Points A, B, and D/E for Annual Exceedance Frequency 
of 10-4, (a) Horizontal Component, (b) Vertical Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-355 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Emplacement Level (Point B) Horizontal Envelope Spectrum 
Point A Response Spectrum (Envelope of 1-2 and 5-10 Hz Spectra) 
(a) 
0.1 1 10 100 
Frequency (Hz) 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Emplacement Level (Point B) Vertical Envelope Spectrum 
Point A Revised Vertical Spectrum 
(b) 
DTN: MO0308UNHAZ105.000 [DIRS 170425] (Point A), MO0312SEPRSRLB.019 [DIRS 170427] (Point B) 
Figure 6.3-57. Response Spectra at Points A and B for Annual Exceedance Frequency of 
10-5, (a) Horizontal Component, (b) Vertical Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-356 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Emplacement Level (Point B) Horizontal Envelope Spectrum 
Point A Response Spectrum (Envelope of 1-2 and 5-10 Hz Spectra) 
(a) 
0.1 1 10 100 
Frequency (Hz) 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Emplacement Level (Point B) Vertical Envelope Spectrum 
Point A Revised Vertical Spectrum 
(b) 
DTN: MO0206UNHAZ106.001 [DIRS 163723] (Point A), MO04065DSRSPTB.000 [DIRS 170506] (Point B) 
Figure 6.3-58. Response Spectra at Points A and B for Annual Exceedance Frequency of 
10-6, (a) Horizontal Component, (b) Vertical Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-357 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Emplacement Level (Point B) Horizontal Envelope Spectrum 
Point A Response Spectrum (Envelope of 1-2 and 5-10 Hz Spectra) 
(a) 
0.1 1 10 100 
Frequency (Hz) 
0.1
1 
10 
100 
Spectral Acceleration (g) 
Emplacement Level (Point B) Vertical Envelope Spectrum 
Point A Revised Vertical Spectrum 
(b) 
DTN: MO0209UNHAZ107.000 [DIRS 163724] (Point A), MO0403AVTMH107.003 [DIRS 168892] (Point B) 
Figure 6.3-59. Response Spectra at Points A and B for Annual Exceedance Frequency of 
10-7, (a) Horizontal Component, (b) Vertical Component 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-358 November 2004 
Figure 6.3-60. Example of Spectral Matching of Individual Time Histories 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-359 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 110, Pages 6 & 8 
Figure 6.3-61. Response Spectrum of Point B 10-3 Horizontal-1 Time History and Seismic 
Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-360 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 110, Pages 10 & 12 
Figure 6.3-62. Response Spectrum of Point B 10-3 Horizontal-2 Time History and Seismic 
Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-361 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 120, Pages 20 & 22 
Figure 6.3-63. Response Spectra of Point B 10-3 Vertical Time History and Seismic Design 
Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-362 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], SR-58, page 44 & 46 
Figure 6.3-64. Response Spectrum of Point B 5x10-4 Horizontal-1 Time History and Seismic 
Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-363 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], SR-58, page 48 & 50 
Figure 6.3-65. Response Spectrum of Point B 5x10-4 Horizontal-2 Time History and Seismic 
Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-364 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], SR-58, page 53 & 55 
Figure 6.3-66. Response Spectra of Point B 5x10-4 Vertical Time History and Seismic Design 
Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-365 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 78, Pages 4 & 6 
Figure 6.3-67. Response Spectrum of Point B 10-4 Horizontal-1 Time History and Seismic 
Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-366 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 78, Pages 7 & 9 
Figure 6.3-68. Response Spectrum of Point B 10-4 Horizontal-2 Time History and Seismic 
Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-367 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 78, Pages 12 & 14 
Figure 6.3-69. Response Spectra of Point B 10-4 Vertical Time History and Seismic Design 
Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-368 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 107, Pages 6 & 7 
Figure 6.3-70. Response Spectrum of Point D/E 10-3 Horizontal-1 Time History No. 1 and 
Seismic Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-369 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 107, Pages 10 & 11 
Figure 6.3-71. Response Spectrum of Point D/E 10-3 Horizontal-2 Time History No. 1 and 
Seismic Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-370 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 120, Pages 46 & 47 
Figure 6.3-72. Response Spectrum of Point D/E 10-3 Vertical Time History No. 1 and Seismic 
Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-371 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 107, Pages 18 & 20 
Figure 6.3-73. Response Spectrum of Point D/E 10-3 Horizontal-1 Time History No. 2 and 
Seismic Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-372 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 107, Pages 22 & 24 
Figure 6.3-74. Response Spectrum of Point D/E 10-3 Horizontal-2 Time History No. 2 and 
Seismic Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-373 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 120, Pages 50 & 52 
Figure 6.3-75. Response Spectrum of Point D/E 10-3 Vertical Time History No. 2 and Seismic 
Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-374 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 107, Pages 30 & 32 
Figure 6.3-76. Response Spectrum of Point D/E 10-3 Horizontal-1 Time History No. 3 and 
Seismic Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-375 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 107, Pages 34 & 36 
Figure 6.3-77. Response Spectrum of Point D/E 10-3 Horizontal-2 Time History No. 3 and 
Seismic Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-376 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 120, Pages 54 & 55 
Figure 6.3-78. Response Spectrum of Point D/E 10-3 Vertical Time History No. 3 and Seismic 
Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-377 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 107, Pages 42 & 44 
Figure 6.3-79. Response Spectrum of Point D/E 10-3 Horizontal-1 Time History No. 4 and 
Seismic Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-378 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 107, Pages 46 & 48 
Figure 6.3-80. Response Spectrum of Point D/E 10-3 Horizontal-2 Time History No. 4 and 
Seismic Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-379 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 120, Pages 58 & 60 
Figure 6.3-81. Response Spectrum of Point D/E 10-3 Vertical Time History No. 4 and Seismic 
Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-380 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 107, Pages 54 & 56 
Figure 6.3-82. Response Spectrum of Point D/E 10-3 Horizontal-1 Time History No. 5 and 
Seismic Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-381 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 107, Pages 58 & 60 
Figure 6.3-83. Response Spectrum of Point D/E 10-3 Horizontal-2 Time History No. 5 and 
Seismic Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-382 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 120, Pages 62 & 63 
Figure 6.3-84. Response Spectrum of Point D/E 10-3 Vertical Time History No. 5 and Seismic 
Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-383 November 2004 
0 
1000 
2000 
3000 
4000 
5000 
6000 
7000 
0 50 100 150 200 250 300 350 400 450 500 
Depth (ft) 
Velocity (ft/sec) 
median 
16th 
84th 
DTN: MO0404SPCDAMPD.001 [DIRS 169344] 
Figure 6.3-85. Point D 10-3 Strain-Compatible Soil Properties: VS, 35 ft Profile (35 ft Alluvium) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-384 November 2004 
0
1
2
3
4
5
6
7 
0 50 100 150 200 250 300 350 400 450 500 
Depth (ft) 
Damping (%) 
median 
84th 
16th 
DTN: MO0404SPCDAMPD.001 [DIRS 169344] 
Figure 6.3-86. Point D 10-3 Strain-Compatible Soil Properties: S-Wave Damping, 35 ft Profile (35 ft Alluvium) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-385 November 2004 
0 
2000 
4000 
6000 
8000 
10000 
12000 
0 50 100 150 200 250 300 350 400 450 500 
Depth (ft) 
Velocity (ft/sec) 
median 
16th 
84th 
DTN: MO0404SPCDAMPD.001 [DIRS 169344] 
Figure 6.3-87. Point D 10-3 Strain-Compatible Soil Properties: VP, 35 ft Profile (35 ft Alluvium) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-386 November 2004 
0 
0.5
1 
1.5
2 
2.5 
0 50 100 150 200 250 300 350 400 450 500 
Depth (ft) 
Damping (%) 
Median 
84th 
16th 
DTN: MO0404SPCDAMPD.001 [DIRS 169344] 
Figure 6.3-88. Point D 10-3 Strain-Compatible Soil Properties: P-Wave Damping, 35 ft Profile (35 ft Alluvium) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-387 November 2004 
0 
1000 
2000 
3000 
4000 
5000 
6000 
7000 
8000 
0 50 100 150 200 250 300 350 400 450 500 
Depth (ft) 
Velocity (ft/sec) 
median 
16th 
84th 
DTN: MO0404SPCDAMPD.001 [DIRS 169344] 
Figure 6.3-89. Point D 10-3 Strain-Compatible Soil Properties: VS, 110 ft Profile (110 ft Alluvium) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-388 November 2004 
0
1
2
3
4
5
6
7
8
9 
0 50 100 150 200 250 300 350 400 450 500 
Depth (ft) 
Damping (%) 
median 
84th 
16th 
DTN: MO0404SPCDAMPD.001 [DIRS 169344] 
Figure 6.3-90. Point D 10-3 Strain-Compatible Soil Properties: S-Wave Damping, 110 ft Profile (110 ft Alluvium) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-389 November 2004 
0 
2000 
4000 
6000 
8000 
10000 
12000 
0 50 100 150 200 250 300 350 400 450 500 
Depth (ft) 
Velocity (ft/sec) 
median 
16th 
84th 
DTN: MO0404SPCDAMPD.001 [DIRS 169344] 
Figure 6.3-91. Point D 10-3 Strain-Compatible Soil Properties: VP, 110 ft Profile (110 ft Alluvium) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-390 November 2004 
0 
0.5
1 
1.5
2 
2.5 
0 50 100 150 200 250 300 350 400 450 500 
Depth (ft) 
Damping (%) 
Median 
84th 
16th 
DTN: MO0404SPCDAMPD.001 [DIRS 169344] 
Figure 6.3-92. Point D 10-3 Strain-Compatible Soil Properties: P-Wave Damping, 110 ft Profile (110 ft Alluvium) 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-391 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 87, pages 8 & 9 
Figure 6.3-93. Response Spectrum of Point D/E 5x10-4 Horizontal-1 Time History No. 1 and 
Seismic Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-392 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 87, pages 12 & 13 
Figure 6.3-94. Response Spectrum of Point D/E 5x10-4 Horizontal-2 Time History No. 1 and 
Seismic Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-393 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 87, pages 16 & 17 
Figure 6.3-95. Response Spectrum of Point D/E 5x10-4 Vertical Time History No. 1 and 
Seismic Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-394 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 87, pages 20 & 21 
Figure 6.3-96. Response Spectrum of Point D/E 5x10-4 Horizontal-1 Time History No. 2 and 
Seismic Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-395 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 87, pages 24 & 25 
Figure 6.3-97. Response Spectrum of Point D/E 5x10-4 Horizontal-2 Time History No. 2 and 
Seismic Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-396 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 87, pages 28 & 29 
Figure 6.3-98. Response Spectrum of Point D/E 5x10-4 Vertical Time History No. 2 and 
Seismic Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-397 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 87, pages 32 & 33 
Figure 6.3-99. Response Spectrum of Point D/E 5x10-4 Horizontal-1 Time History No. 3 and 
Seismic Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-398 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 87, pages 36 & 37 
Figure 6.3-100. Response Spectrum of Point D/E 5x10-4 Horizontal-2 Time History No. 3 and 
Seismic Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-399 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 87, pages 40 & 41 
Figure 6.3-101. Response Spectrum of Point D/E 5x10-4 Vertical Time History No. 3 and 
Seismic Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-400 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 87, pages 44 & 45 
Figure 6.3-102. Response Spectrum of Point D/E 5x10-4 Horizontal-1 Time History No. 4 and 
Seismic Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-401 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 87, pages 48 & 49 
Figure 6.3-103. Response Spectrum of Point D/E 5x10-4 Horizontal-2 Time History No. 4 and 
Seismic Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-402 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 87, pages 52 & 53 
Figure 6.3-104. Response Spectrum of Point D/E 5x10-4 Vertical Time History No. 4 and 
Seismic Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-403 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 87, pages 56 & 57 
Figure 6.3-105. Response Spectrum of Point D/E 5x10-4 Horizontal-1 Time History No. 5 and 
Seismic Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-404 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 87, pages 60 & 61 
Figure 6.3-106. Response Spectrum of Point D/E 5x10-4 Horizontal-2 Time History No. 5 and 
Seismic Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-405 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 87, pages 64 &: 65 
Figure 6.3-107. Response Spectrum of Point D/E 5x10-4 Vertical Time History No. 5 and 
Seismic Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-406 November 2004 
0 
1000 
2000 
3000 
4000 
5000 
6000 
7000 
0 50 100 150 200 250 300 350 400 450 500 
Depth (ft) 
Velocity (ft/sec) 
median 
16th 
84th 
DTN: MO0403SPWHB5E4.005 [DIRS 168376] 
Figure 6.3-108. Point D 5x10-4 Strain-Compatible Soil Properties: VS, 35 ft Profile (35 ft Alluvium) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-407 November 2004 
0
1
2
3
4
5
6
7
8 
0 50 100 150 200 250 300 350 400 450 500 
Depth (ft) 
Damping (%) 
median 
84th 
16th 
DTN: MO0403SPWHB5E4.005 [DIRS 168376] 
Figure 6.3-109. Point D 5x10-4 Strain-Compatible Soil Properties: S-Wave Damping, 35 ft Profile (35 ft Alluvium) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-408 November 2004 
0 
2000 
4000 
6000 
8000 
10000 
12000 
0 50 100 150 200 250 300 350 400 450 500 
Depth (ft) 
Velocity (ft/sec) 
median 
16th 
84th 
DTN: MO0403SPWHB5E4.005 [DIRS 168376] 
Figure 6.3-110. 5x10-4 Point D Strain-Compatible Soil Properties: VP, 35 ft Profile (35 ft Alluvium) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-409 November 2004 
0 
0.5
1 
1.5
2 
2.5 
0 50 100 150 200 250 300 350 400 450 500 
Depth (ft) 
Damping (%) 
Median 
84th 
16th 
DTN: MO0403SPWHB5E4.005 [DIRS 168376] 
Figure 6.3-111. Point D 5x10-4 Strain-Compatible Soil Properties: P-Wave Damping, 35 ft Profile (35 ft Alluvium) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-410 November 2004 
0 
1000 
2000 
3000 
4000 
5000 
6000 
7000 
8000 
0 50 100 150 200 250 300 350 400 450 500 
Depth (ft) 
Velocity (ft/sec) 
median 
16th 
84th 
DTN: MO0403SPWHB5E4.005 [DIRS 168376] 
Figure 6.3-112. Point D 5x10-4 Strain-Compatible Soil Properties: VS, 110 ft Profile (110 ft Alluvium) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-411 November 2004 
0
2
4
6
8 
10 
12 
0 50 100 150 200 250 300 350 400 450 500 
Depth (ft) 
Damping (%) 
median 
84th 
16th 
DTN: MO0403SPWHB5E4.005 [DIRS 168376] 
Figure 6.3-113. Point D 5x10-4 Strain-Compatible Soil Properties: S-Wave Damping, 110 ft Profile (110 ft Alluvium) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-412 November 2004 
0 
2000 
4000 
6000 
8000 
10000 
12000 
0 50 100 150 200 250 300 350 400 450 500 
Depth (ft) 
Velocity (ft/sec) 
median 
16th 
84th 
DTN: MO0403SPWHB5E4.005 [DIRS 168376] 
Figure 6.3-114. Point D 5x10-4 Strain-Compatible Soil Properties: VP, 110 ft Profile (110 ft Alluvium) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-413 November 2004 
0 
0.5
1 
1.5
2 
2.5 
0 50 100 150 200 250 300 350 400 450 500 
Depth (ft) 
Damping (%) 
Median 
84th 
16th 
DTN: MO0403SPWHB5E4.005 [DIRS 168376] 
Figure 6.3-115. Point D 5x10-4 Strain-Compatible Soil Properties: P-Wave Damping, 110 ft Profile (110 ft Alluvium) 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-414 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 101, pages 6 & 8 
Figure 6.3-116. Response Spectrum of Point D/E 10-4 Horizontal-1 Time History and Seismic 
Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-415 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 101, pages 10 & 12 
Figure 6.3-117. Response Spectrum of Point D/E 10-4 Horizontal-2 Time History and Seismic 
Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-416 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Target Spectrum 
Spectral Match 
0.01 
0.1 
1
10 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Ratio of Time History Spectra to Target Spectra 
Sa Ratio: Time History / Target 
Unity 
Unity * 1.3 
Unity / 1.111 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 101, pages 14 & 16 
Figure 6.3-118. Response Spectrum of Point D/E 10-4 Vertical Time History and Seismic 
Design Target Spectrum 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-417 November 2004 
0 
1000 
2000 
3000 
4000 
5000 
6000 
7000 
0 50 100 150 200 250 300 350 400 450 500 
Depth (ft) 
Velocity (ft/sec) 
median 
16th 
84th 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 113, pages 9-11 DTN: MO0403SCSPSFAD.001 [DIRS 169342] 
Figure 6.3-119. Point D 10-4 Strain-Compatible Soil Properties: VS, 35 ft Profile (35 ft Alluvium) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-418 November 2004 
0
2
4
6
8 
10 
12 
0 50 100 150 200 250 300 350 400 450 500 
Depth (ft) 
Damping (%) 
median 
84th 
16th 
DTN: MO0403SCSPSFAD.001 [DIRS 169342] 
Figure 6.3-120. Point D 10-4 Strain-Compatible Soil Properties: S-Wave Damping, 35 ft Profile (35 ft Alluvium) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-419 November 2004 
0 
2000 
4000 
6000 
8000 
10000 
12000 
0 50 100 150 200 250 300 350 400 450 500 
Depth (ft) 
Velocity (ft/sec) 
median 
16th 
84th 
DTN: MO0403SCSPSFAD.001 [DIRS 169342] 
Figure 6.3-121. Point D 10-4 Strain-Compatible Soil Properties: VP, 35 ft Profile (35 ft Alluvium) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-420 November 2004 
0 
0.5
1 
1.5
2 
2.5 
0 50 100 150 200 250 300 350 400 450 500 
Depth (ft) 
Damping (%) 
Median 
84th 
16th 
DTN: MO0403SCSPSFAD.001 [DIRS 169342] 
Figure 6.3-122. Point D 10-4 Strain-Compatible Soil Properties: P-Wave Damping, 35 ft Profile (35 ft Alluvium) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-421 November 2004 
0 
1000 
2000 
3000 
4000 
5000 
6000 
7000 
8000 
0 50 100 150 200 250 300 350 400 450 500 
Depth (ft) 
Velocity (ft/sec) 
median 
16th 
84th 
DTN: MO0403SCSPSFAD.001 [DIRS 169342] 
Figure 6.3-123. Point D 10-4 Strain-Compatible Soil Properties: VS, 110 ft Profile (110 ft Alluvium) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-422 November 2004 
0
2
4
6
8 
10 
12 
14 
0 50 100 150 200 250 300 350 400 450 500 
Depth (ft) 
Damping (%) 
median 
84th 
16th 
DTN: MO0403SCSPSFAD.001 [DIRS 169342] 
Figure 6.3-124. Point D 10-4 Strain-Compatible Soil Properties: S-Wave Damping, 110 ft Profile (110 ft Alluvium) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-423 November 2004 
0 
2000 
4000 
6000 
8000 
10000 
12000 
0 50 100 150 200 250 300 350 400 450 500 
Depth (ft) 
Velocity (ft/sec) 
median 
16th 
84th 
DTN: MO0403SCSPSFAD.001 [DIRS 169342] 
Figure 6.3-125. Point D 10-4 Strain-Compatible Soil Properties: VP, 110 ft Profile (110 ft Alluvium) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-424 November 2004 
0 
0.5
1 
1.5
2 
2.5 
0 50 100 150 200 250 300 350 400 450 500 
Depth (ft) 
Damping (%) 
Median 
84th 
16th 
DTN: MO0403SCSPSFAD.001 [DIRS 169342] 
Figure 6.3-126. Point D 10-4 Strain-Compatible Soil Properties: P-Wave Damping, 110 ft Profile (110 ft Alluvium) 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-425 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
SA (g) 
Target Spectrum 
Median Response Spectrum 
Response Spectra of Time Histories 
1 10 100 
Figure 6.3-127. Example of a Suite of Spectrally Conditioned, PGV-Scaled Time Histories 
(For information only) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-426 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
SA (g) 
Time History 5% Damped 
Response Spectra 
Point B Target Spectra 
DTNS: MO0301TMHIS106.001 [DIRS 161868], MO04065DSRSPTB.000 [DIRS 170506] 
Figure 6.3-128. Response Spectra of Point B 10-6 Horizontal Time Histories (PGV Scaled) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-427 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
SA (g) 
Median 
-1 sigma 
+1 sigma 
Point B Target Spectra 
DTN: MO04065DSRSPTB.000 [DIRS 170506] 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 60 
Figure 6.3-129. Median and  1 s Response Spectra of Point B 10-6 Horizontal Time Histories 
(PGV Scaled) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-428 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
SA (g) 
Time History 5% Damped 
Response Spectra 
Point B Target Spectra 
DTNS: MO0301TMHIS106.001 [DIRS 161868], MO04065DSRSPTB.000 [DIRS 170506] 
Figure 6.3-130. Response Spectra of Point B 10-6 Vertical Time Histories (PGV Scaled) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-429 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
SA (g) 
Median 
-1 sigma 
+1 sigma 
Point B Target Spectra 
DTN: MO04065DSRSPTB.000 [DIRS 170506] 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 60 
Figure 6.3-131. Median and  1 s Response Spectra of Point B 10-6 Vertical Time Histories 
(PGV Scaled) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-430 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
SA (g) 
Time History 5% Damped 
Response Spectra 
Point B Target Spectra 
DTNS: MO0403AVDSC106.001 [DIRS 168891], MO04065DSRSPTB.000 [DIRS 170506] 
Figure 6.3-132. Response Spectra of Point B 10-6 Spectrally Conditioned to Point A Horizontal 
Time Histories 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-431 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
SA (g) 
Median 
- 1 sigma 
+1 sigma 
Point B Target Spectra 
DTN: MO04065DSRSPTB.000 [DIRS 170506] 
Source: Wong and Silva 2004a [DIRS 170443], SR 60 
Figure 6.3-133. Median and  1 s Response Spectra of Point B 10-6 Spectrally Conditioned to 
Point A Horizontal Time Histories 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-432 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
SA (g) 
Time History 5% Damped 
Response Spectra 
Point B Target Spectra 
DTNS: MO0403AVDSC106.001 [DIRS 168891], MO04065DSRSPTB.000 [DIRS 170506] 
Figure 6.3-134. Response Spectra of Point B 10-6 Spectrally Conditioned to Point A Vertical 
Time Histories 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-433 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
SA (g) 
Median 
-1 sigma 
+1 sigma 
Point B Target Spectra 
DTN: MO04065DSRSPTB.000 [DIRS 170506] 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 60 
Figure 6.3-135. Median and  1 s Response Spectra of Point B 10-6 Spectrally Conditioned to 
Point A Vertical Time Histories 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-434 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
SA (g) 
1 10 100 
Time History 5% Damped 
Response Spectra 
Point B Target Spectra 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure 6.3-136. Response Spectra of Point B 10-7 Horizontal Spectrally Conditioned to Point A 
Time Histories 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-435 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
SA (g) 
Median 
- 1 sigma 
+1 sigma 
Point B Target Spectra 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure 6.3-137. Median and  1 s Response Spectra of Point B 10-7 Spectrally Conditioned to 
Point A Horizontal Time Histories 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-436 November 2004 
1 10 100 
Frequency (Hz) 
0.1
1 
10 
100 
1000 
SA (g) 
Time History 5% Damped 
Response Spectra 
Point B Target Spectra 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure 6.3-138. Response Spectra of Point B 10-7 Vertical Spectrally Conditioned to Point A 
Time Histories 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-437 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
SA (g) 
Median 
- 1 sigma 
+1 sigma 
Point B Target Spectra 
Source: Wong and Silva 2004a [DIRS 170443[, Supplemental Record 69 
Figure 6.3-139. Median and  1 s Response Spectra of Point B 10-7 Spectrally Conditioned to 
Point A Vertical Time Histories 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-438 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
SA (g) 
Time History 5% Damped 
Response Spectra 
Point B Target Spectra 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure 6.3-140. Response Spectra of Point B 10-7 Horizontal Spectrally Conditioned to Point B 
Time Histories 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-439 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
SA (g) 
Median 
-1 sigma 
+1 sigma 
Point B Target Spectra 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 69 
Figure 6.3-141. Median and  1 s Response Spectra of Point B 10-7 Spectrally Conditioned to 
Point B Horizontal Time Histories 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-440 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
SA (g) 
Median 
-1 sigma 
+1 sigma 
Point B Target Spectra 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure 6.3-142. Response Spectra of Point B 10-7 Vertical Spectrally Conditioned to Point B 
Time Histories 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-441 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
SA (g) 
Median 
-1 sigma 
+1 sigma 
Point B Target Spectra 
Source: Wong and Silva 2004a [DIRS 170443], Supplemental Record 69 
Figure 6.3-143. Median and  1 s Response Spectra of Point B 10-7 Spectrally Conditioned to 
Point B Vertical Time Histories 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-442 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
SA (g) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure 6.3-144. Response Spectra of Point B 10-5 Spectrally Conditioned to Point B Horizontal 
Time Histories 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-443 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
SA (g) 
Median 
- 1 sigma 
+1 sigma 
Point B Target Spectra 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure 6.3-145. Median and  1 s Response Spectra of Point B 10-5 Spectrally Conditioned to 
Point B Horizontal Time Histories 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-444 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
SA (g) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure 6.3-146. Response Spectra of Point B 10-5 Spectrally Conditioned to Point B Vertical 
Time Histories 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-445 November 2004 
1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
100 
SA (g) 
Median 
- 1 sigma 
+1 sigma 
Point B Target Spectra 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure 6.3-147. Median and  1 s Response Spectra of Point B 10-5 Spectrally Conditioned to 
Point B Vertical Time Histories 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-446 November 2004 
Source: Modified from Fowler 1990 [DIRS 171474] 
Figure 6.3-148. Illustration of Inclined P-, SV-, and SH-Waves Demonstrating Wave Types 
and Angle of Incidence 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-447 November 2004 
0 0.2 0.4 0.6 0.8 1 1.2 
Peak Ground Acceleration (g) 
500 
400 
300 
200 
100
0 
Depth (m) 
Horizontal PGA 
POINT C HORIZONTAL PGA 
POINT B HORIZONTAL PGA 
Vertical PGA 
POINT C VERTICAL PGA 
POINT B VERTICAL PGA 
DTN: MO0408PGAPGVSC.001 [DIRS 171434] 
Source: Appendix I, Filename: At-depth PGA Adjustment.xls 
Figure 6.3-149. At-Depth Peak Ground Acceleration at an Annual Exceedance Frequency of 
10-3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-448 November 2004 
0 0.2 0.4 0.6 0.8 1 1.2 
Peak Ground Acceleration (g) 
500 
400 
300 
200 
100
0 
Depth (m) 
Horizontal PGA 
POINT C HORIZONTAL PGA 
POINT B HORIZONTAL PGA 
Vertical PGA 
POINT C VERTICAL PGA 
POINT B VERTICAL PGA 
DTN: MO0408PGAPGVSC.001 [DIRS 171434] 
Source: Appendix I, Filename: At-depth PGA Adjustment.xls 
Figure 6.3-150. At-Depth Peak Ground Acceleration at an Annual Exceedance Frequency of 
5x10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-449 November 2004 
0 0.2 0.4 0.6 0.8 1 1.2 
Peak Ground Acceleration (g) 
500 
400 
300 
200 
100
0 
Depth (m) 
Horizontal PGA 
POINT C HORIZONTAL PGA 
POINT B HORIZONTAL PGA 
Vertical PGA 
POINT C VERTICAL PGA 
POINT B VERTICAL PGA 
DTN: MO0408PGAPGVSC.001 [DIRS 171434] 
Source: Appendix I, Filename: At-depth PGA Adjustment.xls 
Figure 6.3-151. At-Depth Peak Ground Acceleration at an Annual Exceedance Frequency of 
10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-450 November 2004 
0 20 40 60 80 
Peak Ground Velocity (cm/sec) 
400 
300 
200 
100
0 
Depth (m) 
Horizontal PGV 
Vertical PGV 
DTN: MO0408PGAPGVSC.001 [DIRS 171434] 
Figure 6.3-152. At-Depth Peak Ground Velocity at an Annual Exceedance Frequency of 10-3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-451 November 2004 
0 20 40 60 80 
Peak Ground Velocity (cm/sec) 
400 
300 
200 
100
0 
Depth (m) 
Horizontal PGV 
Vertical PGV 
DTN: MO0408PGAPGVSC.001 [DIRS 171434] 
Figure 6.3-153. At-Depth Peak Ground Velocity at an Annual Exceedance Frequency of 
5x10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-452 November 2004 
0 20 40 60 80 
Peak Ground Velocity (cm/sec) 
400 
300 
200 
100
0 
Depth (m) 
Horizontal PGV 
Vertical PGV 
DTN: MO0408PGAPGVSC.001 [DIRS 171434] 
Figure 6.3-154. At-Depth Peak Ground Velocity at an Annual Exceedance Frequency of 10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-453 November 2004 
0 2E-007 4E-007 6E-007 8E-007 1E-006 
Curvature (1/cm ) 
400 
300 
200 
100
0 
Depth (m) 
DTN: MO0408PGAPGVSC.001 [DIRS 171434] 
Figure 6.3-155. At-Depth Curvatures at an Annual Exceedance Frequency of 10-3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-454 November 2004 
0 2E-007 4E-007 6E-007 8E-007 1E-006 
Curvature (1/cm) 
400 
300 
200 
100
0 
Depth (m) 
DTN: MO0408PGAPGVSC.001 [DIRS 171434] 
Figure 6.3-156. At-Depth Curvatures at an Annual Exceedance Frequency of 5x10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-455 November 2004 
0 2E-007 4E-007 6E-007 8E-007 1E-006 
Curvature (1/cm ) 
400 
300 
200 
100
0 
Depth (m) 
DTN: MO0408PGAPGVSC.001 [DIRS 171434] 
Figure 6.3-157. At-Depth Curvatures at an Annual Exceedance Frequency of 10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-456 November 2004 
0 0.5 1 1.5 2 2.5 3 
Axial Strain, exx (% x 10-2) 
400 
300 
200 
100
0 
Depth (m) 
DTN: MO0408PGAPGVSC.001 [DIRS 171434] 
Figure 6.3-158. At-Depth Axial Strains (exx) at an Annual Exceedance Frequency of 10-3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-457 November 2004 
0 0.5 1 1.5 2 2.5 3 
Axial Strain, exx (% x 10-2) 
400 
300 
200 
100
0 
Depth (m) 
DTN: MO0408PGAPGVSC.001 [DIRS 171434] 
Figure 6.3-159. At-Depth Axial Strains (exx) at an Annual Exceedance Frequency of 5x10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-458 November 2004 
0 0.5 1 1.5 2 2.5 3 
Axial Strain, exx (% x 10-2) 
400 
300 
200 
100
0 
Depth (m) 
DTN: MO0408PGAPGVSC.001 [DIRS 171434] 
Figure 6.3-160. At-Depth Axial Strains (exx) at an Annual Exceedance Frequency of 10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-459 November 2004 
0 0.4 0.8 1.2 1.6 2 
Axial Strain, ezz (% x 10-2) 
500 
400 
300 
200 
100
0 
Depth (m) 
DTN: MO0408PGAPGVSC.001 [DIRS 171434] 
Figure 6.3-161. At-Depth Axial Strains (ezz) at an Annual Exceedance Frequency of 10-3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-460 November 2004 
0 0.4 0.8 1.2 1.6 2 
Axial Strain, ezz (% x 10-2) 
400 
300 
200 
100
0 
Depth (m) 
DTN: MO0408PGAPGVSC.001 [DIRS 171434] 
Figure 6.3-162. At-Depth Axial Strains (ezz) at an Annual Exceedance Frequency of 5x10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-461 November 2004 
0 0.4 0.8 1.2 1.6 2 
Axial Strain, ezz (% x 10-2) 
400 
300 
200 
100
0 
Depth (m) 
DTN: MO0408PGAPGVSC.001 [DIRS 171434] 
Figure 6.3-163. At-Depth Axial Strains (ezz) at an Annual Exceedance Frequency of 10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-462 November 2004 
0 2 4 6 8 
Shear Strain, .xz (% x 10-2) 
400 
300 
200 
100
0 
Depth (m) 
DTN: MO0408PGAPGVSC.001 [DIRS 171434] 
Figure 6.3-164. At-Depth Shear Strains (.xz) at an Annual Exceedance Frequency of 10-3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-463 November 2004 
0 2 4 6 8 
Shear Strain, .xz (% x 10-2) 
400 
300 
200 
100
0 
Depth (m) 
DTN: MO0408PGAPGVSC.001 [DIRS 171434] 
Figure 6.3-165. At-Depth Shear Strains (.xz) at an Annual Exceedance Frequency of 5x10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-464 November 2004 
0 2 4 6 8 
Shear Strain, .xz (% x 10-2) 
400 
300 
200 
100
0 
Depth (m) 
DTN: MO0408PGAPGVSC.001 [DIRS 171434] 
Figure 6.3-166. At-Depth Shear Strains (.xz) at an Annual Exceedance Frequency of 10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-465 November 2004 
0 0.02 0.04 0.06 0.08 0.1 
Shear Strain, .yz (%) 
400 
300 
200 
100
0 
Depth (m) 
DTN: MO0408PGAPGVSC.001 [DIRS 171434] 
Figure 6.3-167. At-Depth Shear Strains (.yz) at an Annual Exceedance Frequency of 10-3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-466 November 2004 
0 0.02 0.04 0.06 0.08 0.1 
Shear Strain, .yz (%) 
400 
300 
200 
100
0 
Depth (m) 
DTN: MO0408PGAPGVSC.001 [DIRS 171434] 
Figure 6.3-168. At-Depth Shear Strains (.yz) at an Annual Exceedance Frequency of 5x10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-467 November 2004 
0 0.02 0.04 0.06 0.08 0.1 
Shear Strain, .yz (%) 
400 
300 
200 
100
0 
Depth (m) 
DTN: MO0408PGAPGVSC.001 [DIRS 171434] 
Figure 6.3-169. At-Depth Shear Strains (.yz) at an Annual Exceedance Frequency of 10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-468 November 2004 
0 0.01 0.02 0.03 0.04 
Shear Strain, .yx (%) 
400 
300 
200 
100
0 
Depth (m) 
DTN: MO0408PGAPGVSC.001 [DIRS 171434] 
Figure 6.3-170. At-Depth Shear Strains (.yx) at an Annual Exceedance Frequency of 10-3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-469 November 2004 
0 0.01 0.02 0.03 0.04 
Shear Strain, .yx (%) 
400 
300 
200 
100
0 
Depth (m) 
DTN: MO0408PGAPGVSC.001 [DIRS 171434] 
Figure 6.3-171. At-Depth Shear Strains (.yx) at an Annual Exceedance Frequency of 5x10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-470 November 2004 
0 0.01 0.02 0.03 0.04 
Shear Strain, .yx (%) 
400 
300 
200 
100
0 
Depth (m) 
DTN: MO0408PGAPGVSC.001 [DIRS 171434] 
Figure 6.3-172. At-Depth Shear Strains (.yx) at an Annual Exceedance Frequency of 10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-471 November 2004 
750 
700 
650 
600 
550 
500 
450 
400 
350 
300 
250 
200 
150 
100 
50
0 
Depth Below Ground Surface, feet 
Mean 
Median 
84th Percentile 
16th Percentile 
0 1000 2000 3000 4000 5000 6000 7000 
Seismic Velocity, feet per second 
blank 
Source: Wong and Silva 2004b [DIRS 170444], page 112 
Figure 6.3-173. Mean, Median, and 16th and 84th Percentile VS Profiles to Tuff at Point F 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-472 November 2004 
750 
700 
650 
600 
550 
500 
450 
400 
350 
300 
250 
200 
150 
100 
50
0 
Depth Below Ground Surface, feet 
Point F 
Point D/E 
0 1000 2000 3000 4000 5000 6000 7000 
Seismic Velocity, feet per second 
blank 
Source: Wong and Silva 2004b [DIRS 170444], page 113 
Figure 6.3-174. Shallow VS Profiles for Tuff at Points D/E and F 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-473 November 2004 
750 
700 
650 
600 
550 
500 
450 
400 
350 
300 
250 
200 
150 
100 
50
0 
Depth Below Ground Surface, feet 
Downthrown Side (F) 
Upthrown Side (D/E) 
0 1000 2000 3000 4000 5000 6000 7000 8000 9000 
Seismic Velocity, feet per second 
blank 
Qal 
Tpki 
Tpbt5 
Tpcrn 
Tpcpul 
Tpcpmn 
Tpcpll 
Tpcpln 
Tmbt1 
Source: Wong and Silva 2004b [DIRS 170444], page 114 
Figure 6.3-175. Final VS Profile for Tuff at Point F 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-474 November 2004 
750 
700 
650 
600 
550 
500 
450 
400 
350 
300 
250 
200 
150 
100 
50
0 
Depth Below Ground Surface, feet 
0 1000 2000 3000 4000 5000 6000 7000 
Seismic Velocity, feet per second 
blank 
Point F 
Point D/E 
Source: Wong and Silva 2004b [DIRS 170444], page 102 
Figure 6.3-176. Final VS Profile for Alluvium at Points D/E and F 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-475 November 2004 
750 
700 
650 
600 
550 
500 
450 
400 
350 
300 
250 
200 
150 
100 
50
0 
Depth Below Ground Surface, feet 
Base Case - 35 Ft Alluvium 
Base Case - 110 Ft Alluvium 
0 2000 4000 6000 
Seismic Velocity, feet per second 
blank 
Source: Wong and Silva 2004b [DIRS 170444], page 115 
Figure 6.3-177. Basecase VS Profile for Alluvium and Tuff at Point F 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-476 November 2004 
750 
700 
650 
600 
550 
500 
450 
400 
350 
300 
250 
200 
150 
100 
50
0 
Depth Below Ground Surface, feet 
0 2000 4000 6000 8000 10000 12000 14000 
Seismic Velocity, feet per second 
blank 
Downhole 
Suspension 
Source: Wong and Silva 2004b [DIRS 170444], page 105 
Figure 6.3-178. Median VP Profiles of the Tuff from the Downhole and Suspension Data at 
Point F 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 6-477 November 2004 
750 
700 
650 
600 
550 
500 
450 
400 
350 
300 
250 
200 
150 
100 
50
0 
Depth Below Ground Surface, feet 
0 2000 4000 6000 8000 10000 12000 14000 
Seismic Velocity, feet per second 
blank 
Source: Wong and Silva 2004b [DIRS 170444], page 108 
Figure 6.3-179. Basecase VP Profile for Alluvium at Point F 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-478 November 2004 
750 
700 
650 
600 
550 
500 
450 
400 
350 
300 
250 
200 
150 
100 
50
0 
Depth Below Ground Surface, feet 
0 2000 4000 6000 8000 10000 12000 14000 
Seismic Velocity, feet per second 
Base Case - With 35 Ft Alluvium 
& Tuff Curve 1 
Base Case - With 35 Ft Alluvium 
& Tuff Curve 2 
Base Case - With 110 Ft Alluvium 
& Tuff Curve 1 
Base Case - With 110 Ft Alluvium 
& Tuff Curve 2 
Source: Wong and Silva 2004a [DIRS 170443], SR 128, pages 3 and 4 
Figure 6.3-180. Basecase VP Profiles for Alluvium and Tuff at Point F 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 6-479 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Surface Facilities (Point D/E) Horizontal Seismic Design Spectrum 
Surface Facilities Area (Point F) Horizontal Spectrum 
(a) 
DTN: MO0410SDSEHFSF.002 [DIRS 172218], MO0410SDSTMHIS.005 [DIRS 172237] 
Figure 6.3-181. Comparison of Points D/E and F Horizontal Response Spectra at 5x10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-480 November 2004 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Spectral Ratio 
Source: Appendix I, Filename: Site F spectra comparison.xls 
Figure 6.3-182. Ratio of Point F to Point D/E Horizontal Response Spectra at 5x10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-481 November 2004 
0.1 1 10 100 
Frequency (Hz) 
0.01 
0.1
1 
10 
Spectral Acceleration (g) 
Surface Facilities (Point D/E) Vertical Seismic Design Spectrum 
Surface Facilities Area (Point F) Vertical Spectrum 
(b) 
DTN: MO0410SDSEHFSF.002 [DIRS 172218], MO0410SDSTMHIS.005 [DIRS 172237] 
Figure 6.3-183. Comparison of Points D/E and F Vertical Response Spectra at 5x10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-482 November 2004 
1 10 100 
Frequency (Hz) 
0 
0.4 
0.8 
1.2 
1.6
2 
Spectral Ratio 
Source: Appendix I, Filename: Site F spectra comparison.xls 
Figure 6.3-184. Ratio of Point F to Point D/E Vertical Response Spectra at 5x10-4 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-483 November 2004 
6.4 FEATURES, EVENTS, AND PROCESSES INCLUDED IN THE SITE-RESPONSE 
MODEL 
The development of a comprehensive list of features, events, and processes (FEPs) potentially 
relevant to postclosure performance of the planned Yucca Mountain repository is an ongoing, 
iterative process based on site-specific information, design, and regulations. Seismic ground 
motion related FEPs considered for TSPA are summarized in Table 6.4-1. The content of this 
report is relevant to these FEPs, which were extracted from the LA FEPs list (DTN: 
MO0407SEPFEPLA.000 [DIRS 170760]). Table 6.4-1 lists seismic ground motion related FEPs 
included in the seismic scenario class and identifies the section in this report providing 
information to address the FEP. 
Table 6.4-1. Seismic Ground Motion Related FEPs Included in TSPA-LA 
FEP No. FEP Name 
Report Section Providing Information to 
Address This FEP 
1.2.03.02.0A Seismic ground motion damages 
EBS components 
6.3.1, 6.3.2 
1.2.03.02.0D Seismic-induced drift collapse 
damages alters in-drift 
thermohydrology 
6.3.1, 6.3.2 
1.2.03.03.0A Seismicity associated with igneous 
activity 
6.3.1, 6.3.2, 6.5 
Source: BSC 2004e [DIRS 170017]. Information in columns 1 and 2 if from DTN: MO0407SEPFEPLA.000 
[DIRS 170760] 
The site-response ground motion model does not directly implement any of the included seismic 
ground motion related FEPs for TSPA-LA. Rather, for FEP 1.2.03.02.0A and 1.2.03.02.0D, the 
model results provide ground motion inputs for subsequent calculations and analyses (BSC 
2004f [DIRS 167083]; BSC 2004g [DIRS 168385]; BSC 2004h [DIRS 166107]) that evaluate 
the effects of seismic ground motion on the engineered barrier system and the waste 
emplacement drifts during the postclosure period (BSC 2003b [DIRS 166296], Section 5.3.2, 
Figure F-10). The outputs of these subsequent calculations and analyses are then abstracted 
(BSC 2004m [DIRS 169183]) for incorporation into the seismic scenario of the TSPA-LA. This 
report also provides ground motion inputs for subsequent calculations and analyses that provide 
a basis for excluding FEPs 1.2.03.02.0B (seismic induced rockfall damages EBS components) 
and 1.2.03.02.0C (seismic induced drift collapse damages EBS components). The basis for 
exclusion is provided in BSC (2004m [169183], Section 6.9.2). 
FEP 1.2.03.03.0A (Seismicity specifically associated with igneous activity) is also not explicitly 
incorporated into the site-specific ground motion model. However, it is implicitly incorporated 
because seismicity associated with igneous activity was considered in the PSHA (CRWMS 
M&O 1998a [DIRS 103731], Table 4-1; BSC 2004j [DIRS 168030], Table 5) that is used to 
develop inputs to the site-specific ground motion response model. As part of the seismic source 
characterization activity of the PSHA, the expert teams either considered seismicity associated 
with igneous activity within the context of areal source zones or explicitly identified volcanism 
related sources. Thus the seismic hazard computed for the Yucca Mountain site includes 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-484 November 2004 
contributions from seismicity related to igneous activity. Additional discussion is contained in 
BSC (2004e [DIRS 170017], Section 6.2.1.7). 
Also with respect to FEP 1.2.03.03.0A, Section 6.5 of this report, describes ground motions from 
a maximum magnitude earthquake associated with basalt dike intrusion. Ground motions for the 
maximum magnitude event are treated deterministically, in contrast to the ground motions 
developed in the rest of this report on the basis of PSHA results. 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-485 November 2004 
6.5 GROUND MOTION FROM BASALT DIKE INTRUSIONS 
In evaluating the potential for criticality events associated with an igneous intrusion at Yucca 
Mountain, it is necessary to assess the potential for drift collapse from intrusion-related 
earthquakes. Although seismicity related to igneous activity is included in the PSHA for Yucca 
Mountain, it is not addressed separately from other seismicity by all the PSHA seismic source 
characterization teams. That is, seismic inputs determined on the basis of the PSHA include 
hazard contributions from igneous intrusion-related events, but the specific ground motion 
related to the igneous intrusion-related earthquakes cannot be isolated. Thus, in this section, 
ground motion from deterministic scenario earthquakes is determined to address this need. The 
scenario earthquakes are selected based on the maximum magnitude of events potentially 
associated with igneous intrusions in the vicinity of Yucca Mountain. Results are presented in 
terms of acceleration response spectra. 
The magnitude of earthquakes potentially associated with basalt dike intrusions near Yucca 
Mountain is addressed in Characterize Eruptive Processes at Yucca Mountain, Nevada (BSC 
2004k [DIRS 169980], Section 6.3.1.3, Table 7-1; LA0407DK831811.001 [DIRS 170768]). In 
characterizing the maximum magnitude of dike-related earthquakes, a distribution was provided 
consisting of M 4.8, 5.8, and 6.2, weighted 0.18, 0.64, and 0.18, respectively. These magnitudes 
were based on dike lengths of 0.6, 4.0, and 10.1 km, which represent the 5th percentile, mean, 
and 95th percentile for dike length as assessed in the Probabilistic Volcanic Hazard Analysis for 
Yucca Mountain (BSC 2004l [DIRS 169989], Section 6.3.2). An empirical relation between 
tectonic rupture dimensions and earthquake magnitude (Wells and Coppersmith 1994 [DIRS 
107201], Figure 9) was used. The estimated range of maximum magnitude for dike-related 
earthquakes is likely biased high because of the deformational processes associated with 
development of dike-related faults and fissures. Ruptures along dike-induced normal faults and 
fissures occur incrementally, as opposed to the sudden catastrophic release of strain along 
tectonic faults. The faults and fissures develop at shallow depths (less than 5 km) above the dike 
top limiting down-dip rupture widths (Smith et al. 1996 [DIRS 101020], p. 6,284), in contrast to 
typical tectonic faults that have rupture widths extending to midcrustal levels near the brittleductile 
transition. 
In the PSHA, seismic source characterization expert teams considered igneous-related seismicity 
(BSC 2004j [DIRS 168030], Table 5). Two teams explicitly identified volcanic source zones. 
The RYA (Rogers, Yount, and Anderson) team assigned a maximum magnitude of M 5.5 to sites 
of existing basaltic cones. The SDO (Smith, dePolo, and OLeary) team defined two volcanic 
source zones with maximum magnitudes of M 6.0  0.2 (weighted 0.1), M 5.8  0.4 (0.6), and 
M 5.5  0.3 (0.3). The other source teams included igneous-related seismicity in their 
characterization of areal source zones. The maximum magnitudes assigned by the two source 
teams put greater weight on magnitudes from M 5.4 to 5.8. This range is consistent with the 
maximum magnitudes of M 4.8, M 5.8, and M 6.2 that are estimated for earthquakes associated 
with dike-intrusion at the Yucca Mountain Repository. 
An analysis of the ground motion associated with the range of maximum magnitude earthquakes 
assessed for basalt dike intrusions in the Yucca Mountain vicinity is described in this section. 
Inputs consist of the distribution of maximum magnitudes from LA0407DK831811.001 [DIRS 
170768], and the ground motion attenuation relations developed as part of the PSHA for Yucca 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-486 November 2004 
Mountain (BSC 2004j [DIRS 168030], Section 6.3.3.2; CRWMS M&O 1998a [DIRS 103731], 
Section 6, DTN MO0401MWDRPSHA.000 [DIRS 166962]). Calculations were carried out 
using the software program DESIGN_EVENTS V1.0 (STN 10362-1.0-00 [DIRS 163302]) and 
are documented in Toro (2004 [DIRS 172034], p. 71-73, Supplemental Records 62-64). Ground 
motions were calculated for distances of 0.5 and 1.0 km and for median ground motion and 
median plus 1 standard deviation ground motion. 
Acceleration response spectra for the maximum igneous-related earthquakes are shown in 
Figures 6.5-1 through 6.5-4. Horizontal PGA ranges from about 0.14g for the M 4.8 earthquake 
to 0.39 g for the M 6.2 earthquake for the case using the attenuation relations for median ground 
motion. For the case using 84th percentile ground motions, the PGA ranges from 0.28 g to 0.70 
g. The results are not sensitive to the choice of 0.5 km or 1.0 km for the distance. Results are 
summarized in Table 6.5-1 for the case in which distance equals 0.5 km. These response spectra 
represent ground motion at the PSHA reference rock outcrop (Point A). Based on site-response 
modeling presented in Section 6.3, these ground motions are slightly larger than the ground 
motions estimated for the waste emplacement level. 
Table 6.5-1. Spectral Acceleration as a Function of Frequency for Basalt Dike-Related Earthquakes 
at a Distance of 0.5 km 
Spectral Acceleration (g) 
M 4.8 M 5.8 M 6.2 
Frequency 
(Hz) 
Median 84th 
Percentile 
Median 84th 
Percentile 
Median 84th 
Percentile 
Horizontal Ground Motion 
0.3 0.005 0.01 0.03 0.06 0.05 0.11 
0.5 0.01 0.04 0.06 0.14 0.10 0.23 
1 0.05 0.10 0.15 0.34 0.24 0.52 
2 0.12 0.26 0.32 0.67 0.47 0.96 
5 0.23 0.49 0.51 1.00 0.69 1.34 
10 0.29 0.60 0.58 1.12 0.77 1.44 
20 0.26 0.53 0.51 0.95 0.67 1.22 
100 0.14 0.28 0.29 0.54 0.39 0.70 
Vertical Ground Motions 
0.3 0.003 0.01 0.02 0.04 0.04 0.08 
0.5 0.01 0.02 0.04 0.08 0.06 0.13 
1 0.02 0.04 0.08 0.16 0.12 0.25 
2 0.05 0.11 0.15 0.31 0.24 0.47 
5 0.12 0.25 0.29 0.57 0.41 0.80 
10 0.20 0.42 0.44 0.88 0.61 1.19 
20 0.20 0.41 0.43 0.84 0.58 1.13 
100 0.09 0.19 0.21 0.40 0.28 0.54 
Source: Toro 2004b [DIRS 170034], p. 73 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 6-487 November 2004 
0.001 
0.010 
0.100 
1.000 
10.000
0.1 1 10 100 
Frequency (Hz) 
Spectral Acceleration (g) 
M 4.8 at 0.5 km 
M 4.8 at 1.0 km 
M 5.8 at 0.5 km 
M 5.8 at 1.0 km 
M 6.2 at 0.5 km 
M 6.2 at 1.0 km 
Horizontal - Median 
Source: Toro 2004 [DIRS 172034], Supplemental Record 64 
Figure 6.5-1. Acceleration Response Spectra for Maximum Magnitude Basalt-dike-related 
Earthquakes: Horizontal Ground Motion, Median Attenuation Relation 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 6-488 November 2004 
0.010 
0.100 
1.000 
10.000
0.1 1 10 100 
Frequency (Hz) 
Spectral Acceleration (g) 
M 4.8 at 0.5 km 
M 4.8 at 1.0 km 
M 5.8 at 0.5 km 
M 5.8 at 1.0 km 
M 6.2 at 0.5 km 
M 6.2 at 1.0 km 
Horizontal - Median + 1 Sigma 
Source: Toro 2004 [DIRS 172034], Supplemental Record 64 
Figure 6.5-2. Response Spectra for Maximum Magnitude Basalt-dike-related Earthquakes: Horizontal 
Ground Motion, 84th Percentile Attenuation Relation. 
Horizontal - 84th Percentile 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 6-489 November 2004 
0.001 
0.010 
0.100 
1.000 
10.000
0.1 1 10 100 
Frequency (Hz) 
Spectral Acceleration (g) 
M 4.8 at 0.5 km 
M 4.8 at 1.0 km 
M 5.8 at 0.5 km 
M 5.8 at 1.0 km 
M 6.2 at 0.5 km 
M 6.2 at 1.0 km 
Vertical - Median 
Source: Toro 2004 [DIRS 172034], Supplemental Record 64 
Figure 6.5-3. Acceleration Response Spectra for Maximum Magnitude Basalt-dike-related 
Earthquakes: Vertical Ground Motion, Median Attenuation Relation. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 6-490 November 2004 
0.001 
0.010 
0.100 
1.000 
10.000
0.1 1 10 100 
Frequency (Hz) 
Spectral Acceleration (g) 
M 4.8 at 0.5 km 
M 4.8 at 1.0 km 
M 5.8 at 0.5 km 
M 5.8 at 1.0 km 
M 6.2 at 0.5 km 
M 6.2 at 1.0 km 
Vertical- Median + 1 Sigma 
Source: Toro 2004 [DIRS 172034], Supplemental Record 64 
Figure 6.5-4. Response Spectra for Maximum Magnitude Basalt-dike-related Earthquakes: Vertical 
Ground Motion, 84th Percentile Attenuation Relation. 
Vertical - 84th Percentile 
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MDL-MGR-GS-000003 REV 01 7-1 November 2004 
7. MODEL VALIDATION 
Model validation is the process used to establish confidence that a mathematical model and its 
underlying conceptual model adequately represent with sufficient accuracy the system, process, 
or phenomenon in question (AP-SIII.10Q, Section 3.14). AP-SIII.10Q, Models, identifies a 
number of methods for validating models that range from simple documentation to peer review. 
Model validation includes activities during model development to build confidence in the model 
and post-development model validation. 
The TWP specifies that the RVT-based equivalent-linear site-response model requires a high 
level of confidence (Level III) and it identifies validation activities to provide that level (BSC 
2004a [DIRS 171850], Section 2.1.4). The validation of the model was described in Rev 00 of 
this report (BSC 2003d [DIRS 166274]). This version, Rev 01 documents studies that increase 
the confidence in the model validation at high shear strains (Sections 7.2.5 and 7.3.5). 
Confidence Building During Model Development to Establish Scientific Basis and 
Accuracy for Intended Use 
The development of the model should be documented in accordance with the requirements of 
Section 5.3.2(b) of AP-SIII.10Q. The development of the site-response ground motion model 
was conducted according to these criteria , as follows: 
1. Selection of input parameters and/or input data, and a discussion of how the selection 
process builds confidence in the model. [AP-SIII.10 Q 5.3.2(b) (1) and AP-2.27Q 
Attachment 3 Level I (a)]1 
Inputs to the site-response ground motion model consist of control motion response 
spectra (UHS), small strain velocities, densities, nonlinear dynamic material properties, 
and angles of incidence of the control motions. The inputs to the site-response ground 
motion model have been derived from the sources described in Section 4. Table 4-1 
lists the Qualified data used in this report and their sources. Section 4.1.2 and Table 
4-2 provides a discussion and justification for the appropriateness of additional data 
used in developing inputs for the model. Additional discussion of the model inputs can 
be found in Section 6.2. Thus, this requirement can be considered satisfied. 
2. Description of calibration activities, and/or initial boundary condition runs, and/or run 
convergences, simulation conditions set up to span the range of intended use and avoid 
inconsistent outputs, and a discussion of how the activity or activities build confidence 
in the model. Inclusion of a discussion of impacts of any non-convergence runs. [(APSIII.
10Q 5.3.2(b)(2) and AP-2.27Q Attachment 3 Level I (e)]. 
Initial and boundary conditions for the site-response ground motion model can be found 
in Section 6.1.7. Section 6.3 provides detailed discussion of various model results (i.e., 
those of convergence runs). Simulation conditions span the range of intended use 
include 17 three-component sets of time histories for annual exceedance frequencies of 
1 Criteria listed here refer to Level I validation, but are also inclusive for Level II and Level III validation. Level III 
validation was carried out for the RVT-based equivalent-linear site-response model. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 7-2 November 2004 
10-5, 10-6, and 10-7 in support of TSPA. Thus, this requirement can also be considered 
satisfied. 
3. Discussion of the impacts of uncertainties to the model results including how the model 
results represent the range of possible outcomes consistent with important 
uncertainties. [(AP-SIII.10 Q 5.3.2(b)(3) and AP-2.27Q Attachment 3 Level 1 (d) and 
(f)]. 
Discussion of model uncertainties and limitations is provided in Section 6.3.3. 
Uncertainties in the ground motions developed in Section 6.3 have been formally 
accommodated in the PSHA for the Point A control motions through the corresponding 
UHS, REs, and DEAs. Uncertainties associated with propagating the motions from 
Point A to other locations through site response analyses have followed an approach 
developed to maintain the Point A hazard level (McGuire et al. 2001 [DIRS 157510], 
Approach 2B) as well as accommodate variability in dynamic material properties 
throughout the site. 
4. Formulation of defensible assumptions and simplifications. [AP-2.27Q Attachment 3 
Level I (b)]. 
Discussion of assumptions and simplifications are provided in Section 6.1.6. 
5. Consistency with physical principles, such as conservation of mass, energy, and 
momentum. [AP-2.27Q Attachment 3 Level I (c)] 
Consistency with physical principles is demonstrated by the conceptual and 
mathematical formulation in Section 6.1.8. 
Confidence Building after Model Development to Support the Scientific Bases of the Model 
For the RVT equivalent-linear site-response model, the TWP (BSC 2004a [DIRS 171850], 
Section 2.1.4) identifies three methods to achieve the desired high level of confidence in the 
model validation (Level III): 
1. Corroboration of model results with data acquired from the laboratory, field 
experiments, analog studies, or other relevant observations, not previously used to 
develop or calibrate the model. 
2. Corroboration of results with alternative mathematical models. 
3. Technical review by individuals independent of the development, checking, and 
interdisciplinary review of the model documentation. 
This section describes the results of previous studies that provide the needed level of confidence 
in the validity of the RVT equivalent-linear site-response model. Sections 7.1 to 7.3 describe the 
results of various studies that implement methods 1 and 2. Some of these studies validate the full 
RVT equivalent-linear site-response modeling approach, while others address a component of it. 
Also, for some studies, validation pertaining to the site-response modeling approach forms a 
subset of the overall model validation work being cited. In these instances, the discussion in this 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 7-3 November 2004 
section focuses on the component of the work that deals with the RVT equivalent-linear siteresponse 
modeling approach. Section 7.4 discusses the applicability of the site-response model 
validation to Yucca Mountain. In addition, Section 7.5 describes the results of an independent 
technical review (method 3) that specifically addresses the site-response model for Yucca 
Mountain. Section 7.6 describes the conclusions. 
7.1 VALIDATION STUDIES 
The effects of a soil column upon strong ground motion have been well documented and studied 
analytically for many years. Wood (1908 [DIRS 163672], pages 220-245) and Reid (1910 
[DIRS 163650], pages 49-56), using apparent intensity of shaking and distribution of damage 
from the 1906 San Francisco earthquake, gave evidence that the severity of shaking can be 
substantially affected by the local geology and soil conditions. More recently, Wiggins (1964 
[DIRS 163671]), Idriss and Seed (1968 [DIRS 163520]), Seed and Idriss (1969 [DIRS 163655]), 
Borcherdt and Gibbs (1976 [DIRS 163177]), Joyner et al. (1976 [DIRS 163522]), Chin and Aki 
(1991 [DIRS 163451]), Darragh and Shakal (1991 [DIRS 163493]), Schneider et al. (1993 
[DIRS 110467]), and Su et al. (1992 [DIRS 163182]) have shown that during small and large 
earthquakes, the surface soil motion can differ in significant and predictable ways from that on 
adjacent rock outcrops. Other investigators have utilized explosion data either independently or 
in conjunction with earthquake data to examine site response characteristics (Murphy et al. 1971 
[DIRS 163608], Hays et al. 1979 [DIRS 163515], Rogers et al. 1984 [DIRS 163652]). Work 
using horizontal as well as vertical arrays of instruments have demonstrated the general 
consistency of the site response for seismic events of different size, distance, and azimuth 
(Tucker and King 1984 [DIRS 163181], Benites et al. 1985 [DIRS 163172], Hutchings and Wu 
1990 [DIRS 163516], Chin and Aki 1991 [DIRS 163451], Borcherdt and Glassmoyer 1992 
[DIRS 163342], Field et al. 1992 [DIRS 163505], Su et al. 1992 [DIRS 163182], Pitarka et al. 
1994 [DIRS 163610], Satoh et al. 1995 [DIRS 163654], Elgamal et al. 1996 [DIRS 163503], 
Ganev et al. 1998 [DIRS 163508], Kokusho and Matsumoto 1997 [DIRS 164079], Dimitriu et al. 
1998 [DIRS 163496], Silva et al. 1999 [DIRS 164081]). Results of these and other studies have 
demonstrated, in a general sense, the adequacy of assuming plane-wave propagation in modeling 
1D site response. 
In addition to the wave propagation approach used in site response analyses, dynamic material 
properties such as shear modulus and material damping control the amplitude and frequency 
content of computed motions. It is well known from laboratory testing that soils and soft rocks 
exhibit pronounced nonlinear behavior under large applied shear loading conditions. Shear 
modulus decreases with increasing strain with an accompanying increase in material damping 
(Seed and Idriss 1970 [DIRS 103324], Hardin and Drnevich 1972a [DIRS 157246], Seed et al. 
1986 [DIRS 157263]). Accordingly, soil and soft rock site response calculations must 
accommodate these strain dependencies as nonlinear constitutive relations. In general, two 
approaches are used to model strain-dependent soil response: nonlinear and equivalent-linear. 
Since the early 1970s, reports of strong ground motion modeling in soils has been dominated by 
the application of the equivalent-linear approach. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-4 November 2004 
In the following subsections, five validation studies based on validation methods (1) and 
(2) stated above, are described. These studies validate either the RVT equivalent-linear 
site-response modeling approach or its components: 
1. Comparison of response spectra computed using time domain and RVT approaches. 
This validation is only of the RVT component of the site response model 
(Section 7.1.1) 
2. Comparison of the predictions of recorded ground motions using the RVT 
equivalent-linear and four established equivalent-linear and nonlinear approaches 
(Section 7.1.2). 
3. Validation of linear site response modeling to predict vertical ground motions 
(Section 7.1.3). 
4. Comparison of predictions from a combined RVT point-source/RVT equivalent-linear 
site-response model with recorded earthquake data from 16 earthquakes recorded at 
more than 500 sites (Section 7.1.4). While the performance of the source and 
site-response components of the combined model are not evaluated separately, the 
general success of the combined model adds confidence that the site-response model is 
valid. 
5. Comparison of the predictions of recorded ground motions using the equivalent-linear 
and nonlinear approaches is made for a site that experienced especially large shearstrains 
(Section 7.1.5). 
In addition to the discussion of previous studies, an evaluation of the site-specific applicability of 
the site response model to Yucca Mountain is also provided. The acceptance criteria are 
presented in Section 7.2 and the results of each validation study are discussed in Section 7.3. 
7.1.1 Comparison of Time Domain and RVT-Based Response Spectra 
One aspect of the equivalent-linear site-response model is the use of RVT to determine peak time 
domain values of shear strain based on the shear strain power spectrum (Section 6.1.8.4). The 
work of Boore (1983 [DIRS 103317], 2003 [DIRS 163706]) demonstrates the validity of the 
RVT method to predict peak ground motion and response spectral values. In these studies, 
response spectral values derived from time domain simulations are compared to values obtained 
using RVT. Note that while these studies validate the RVT component of the site-response 
modeling approach, they do not address the equivalent-linear component. 
7.1.2 Equivalent-Linear and Nonlinear Modeling Approaches for Site Response 
The essence of ground motion modeling validation is the demonstration of the models ability to 
predict recorded ground motions, particularly response spectra (EPRI 1993a [DIRS 103319], 
Section 3). Three fundamental issues in site response analyses are the adequacy of using 
vertically propagating S-wave and inclined P-SV plane waves to adequately characterize the 
ground motions at the ground surface, the determination of in situ dynamic soil properties, and 
the suitability of the approximate equivalent-linear method compared to fully nonlinear schemes. 
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EPRI (1993b [DIRS 103320], Appendix 6B) documents a systematic study to validate and 
compare 1D site-response methodologies. The RVT equivalent-linear site-response modeling 
approach, as implemented in a version of the software code RASCALS, was compared to 
nonlinear modeling approaches with respect to their ability to model recorded data. The 
validation study consisted of modeling ground motion response spectra for three soil sites, 
representing a range of soil conditions, that were reasonably well characterized geotechnically 
and for which control motions could be specified based on nearby rock site recordings or atdepth 
recordings from a vertical array. The study was structured to examine the predictive 
ability of the different modeling approaches. Iterative parameter adjustment to achieve improved 
fits to the data was minimized. For the nonlinear approaches, a single opportunity to revise input 
parameters was provided, such that any significant errors in assigning values could be corrected. 
No parameter adjustments were made for the RVT equivalent-linear approach. 
Note that an accurate one-to-one comparison between the equivalent-linear site response 
program SHAKE and RASCALS is difficult to perform because RASCALS uses RVT to 
calculate response spectral acceleration, while SHAKE computes response spectra from an input 
time history. Section 7.3.5 contains a direct comparison of predictions of response spectra of the 
Port Island vertical array data of the 1995 Kobe earthquake. 
7.1.3 Comparison of Vertical-Component Site Response Modeling Approach to 
Observed Data 
As discussed in Section 6.1.11, vertical-component ground motions are computed using linear 
site-response analysis. The analysis is carried out for inclined P-SV waves using low-strain 
velocity profiles. Validation of this component of the overall modeling approach is addressed in 
EPRI (1993a [DIRS 103319], Sections 6.6.2.1 and 6.6.2.2) and in Silva (1997 [DIRS 163747]) 
through comparison with observed data. Both of these studies validate using a linear analysis for 
vertical component site response in the context of a combined RVT point-source/RVT siteresponse 
model. The EPRI (1993a [DIRS 103319], Sections 6.6.2.1 and 6.6.2.2) work compares 
model results to recordings at 24 sites from the 1989 Loma Prieta earthquake. The Silva (1997 
[DIRS 163747]) work takes a complementary approach and compares modeled vertical-tohorizontal 
(V/H) response spectral ratios to those determined from empirical ground motion 
attenuation relations for the western U.S. Together these studies provide the needed level of 
confidence in the modeling approach for vertical-component site-response. 
7.1.4 Comparison of Combined Source, Path and Site Response Modeling to Observed 
Data 
Silva et al. (1996 [DIRS 110474], Section 5) document an extensive validation study that 
included use of the RVT equivalent-linear site-response model. In contrast to the EPRI (1993b 
[DIRS 103320], Appendix 6.B) study, which validated the RVT equivalent-linear site-response 
modeling approach for three well-characterized sites for which control motions could be taken 
from a nearby rock site or vertical array recordings, Silva et al. (1996 [DIRS 110474]) compares 
modeling results at hundreds of sites, using more generic site property information and control 
motions determined from a stochastic point-source or finite-source earthquake model. The RVT 
equivalent-linear site-response approach is used to model nonlinear effects at sites classified as 
either soft-rock or deep soil. Modeling results are compared to response spectra for recorded 
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ground motion data. The validation and comparisons are presented entirely in terms of 5%- 
damped pseudo-absolute response spectra. This representation of strong ground motion is the 
most appropriate, currently acceptable, and least ambiguous approach to defining seismic hazard 
through design ground motions. 
7.1.5 Ground Motion Site Response Model Confirmation Studies for Port Island, Japan 
A study similar to the one described in Section 7.1.2 was undertaken to compare the predictions 
of various approaches of 1-D site response analyses to recorded motions. The RVT equivalentlinear 
site response model was tested against observed data from the Kobe-Port Island strong 
motion recording site that experienced high shear strains (about 1%) in the upper 30 to 70 ft (9 to 
21 m) of soil. In addition, another widely used equivalent-linear site response model, SHAKE 
(Schnabel et al. 1972 [DIRS 103323]) and two nonlinear models, TESS (Pyke [n.d.] [DIRS 
163613]) and SUMDES (Li et al. 1992 [DIRS 163527]) were used in this study. 
7.2 ACCEPTANCE CRITERIA 
As described in the TWP (BSC 2004a [DIRS 171850], Section 2.1.4), the general criteria for 
acceptable model validation are that the validation demonstrates the model produces realistic 
ground motions for given inputs and reasonable agreement with observed ground motions. 
These criteria are necessarily qualitative in nature. Whether they are met requires the 
professional judgment of ground motion experts. Approval of this report signifies that these 
criteria have been met in the view of the report originators, the technical checker, a 
representative of the Chief Science Office (in Rev 00 of BSC 2003d, [DIRS 166274]) and 
independent technical reviewers who evaluated the adequacy of model validation, and the 
responsible manager. 
7.2.1 Comparison of Time Domain and RVT Response Spectra 
Although the use of random vibration theory to estimate peak time domain parameters has a long 
history in seismic related structural analyses (Clough and Penzien 1975 [DIRS 164683], pages 
436-476), accuracy tolerances have not been documented. In evaluating the comparison of time 
domain and RVT generated response spectra, reasonable agreement is interpreted to be as 
accurate as typical estimates of strong ground motions used for engineering design. The 
preferred, and generally considered most accurate, approach to characterizing strong ground 
motions, is through empirical predictions using multiple empirical attenuation relations. The 
accuracy inherent in developing design ground motions (5%-damped spectral acceleration) may 
be assessed based on the variation in predicted median motions among typically-used empirical 
attenuation relations. For frequencies of interest (about 0.5 Hz to 50 Hz) and for magnitude and 
distance ranges of M 5.0 to 7.5 and 1 to 100 km (1 to 33 mi), respectively, variation in predicted 
median motions is about 50 percent for WUS crustal earthquakes (Abrahamson and Shedlock 
1997 [DIRS 164486]). Thus, the variation in predicted motions about a mean is approximately  
25 percent. This variability is interpreted as an estimate of expected accuracy in characterizing 
strong ground motions and is taken as a basis for judging reasonable agreement between time 
domain and RVT generated response spectra. 
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7.2.2 Comparison of Equivalent-Linear and Nonlinear Modeling Approaches with Site 
Response Data 
Evaluations of reasonable agreement for the comparison between the RVT equivalent-linear and 
nonlinear modeling approaches focuses first on how the results of the different modeling 
approaches compare and second on how they match the observed data. The rationale behind this 
hierarchy is that, even if the material property or control motions used as model inputs are 
inaccurate, the different approaches should produce similar results, although they may all 
systematically differ from the observations. 
7.2.3 Linear Vertical Component Response 
In evaluating linear site response for vertical component motions, reasonable agreement 
(BSC 2004a [DIRS 171850], Section 2.1.4) is judged by comparing model results and observed 
data. Both response spectra and the variability and bias of the combined RVT pointsource/
linear site-response model are examined. In addition, modeled vertical-to-horizontal 
(V/H) response spectral ratios are compared to those derived from empirical ground motion 
attenuation relations. 
7.2.4 Combined Source Path and Site Response Validation 
Evaluation of reasonable agreement for the combined RVT point-source/RVT equivalent-linear 
site-response model is judged by comparing modeled and observed response spectra and 
assessing overall model bias and variability. These factors are examined for four earthquakes 
that produced nonlinear response at some sites. In addition, results of a linear analysis are 
considered for the 1992 Little Skull Mountain earthquake because of its proximity to Yucca 
Mountain. Overall model performance is also judged in terms of model bias and variability for 
the five individual earthquakes discussed in detail and for the complete data set of 
16 earthquakes recorded at over 500 sites. 
7.2.5 Ground Motion Site Response Model Confirmation Studies for Port Island, Japan 
Evaluations of reasonable agreement for the comparison between equivalent-linear and nonlinear 
modeling approaches focus first on how the results of different modeling approaches compare 
and second on how they match the observed data. 
7.3 VALIDATION RESULTS 
The following subsections describe the results of the validation studies outlined in Section 7.1. 
7.3.1 Validation of RVT-Derived Response Spectra 
The ability of the RVT methodology to predict response spectra has been validated by Boore 
(1983 [DIRS 103317], 2003 [DIRS 163706]). Boore (1983 [DIRS 103317]) illustrated the RVT 
methodology by comparing mean peak motions from simulated time histories to RVT 
predictions. RVT peak motion is defined in terms of rms motion which, using Parsevals 
theorem, is expressed in terms of the integral of the squared amplitude spectrum. Boore (1983 
[DIRS 103317]) defines the kth moment of the energy density spectrum as 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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. . . 
p 
d A m k 
k .8 = 
0 
2 ) ( 1 
(Eq. 57) 
in which A( .) is the amplitude spectrum. A( .) is derived from the source spectral shape and the 
seismic moment. Given the source distance, the amplitude spectrum is corrected for travel path 
and site factors: 
R 
e e S CM A 
Q R 
f 
c 
 . 
p. . . . 
2 / 
0 ) , ( ) ( 
- 
- = (Eq. 58) 
in which C is a constant that accounts for the radiation pattern, free-surface amplification, energy 
partition into one horizontal component and other factors including density and VS at the source. 
M0 is the seismic moment and S( .,.c) is the source spectral shape: 
2 
2 
) / ( 1 
) , ( 
c 
c S 
. .
. 
. . 
+ 
= 
(Eq. 59) 
in which the source corner frequency (fc = .c 
/2 p) is given by: 
3 / 1 
0 ) / ( M fc s  . = (Eq. 60) 
and  is the crustal VS and .s is the source stress-drop. The near-site (zero epicentral distance) 
attenuation factor kappa ( .) is now used rather than the high-cut filter used by Boore (1983 
[DIRS 103317]). The value of kappa is attributed to the attenuation in the shallow crust below 
the site (Hough and Anderson, 1988 [DIRS 104686]). R is the source distance and Q  (.) is the 
frequency-dependent crustal attenuation parameter. 
A good approximation of the ratio of the peak motion to the rms motion is (Boore, 1983 [DIRS 
103317]): 
[ ] 2 / 1 
2 / 1 max 
) ln( 2 
5772 . 0 ) ln( 2 
N 
N yrms 
y + = 
(Eq. 61) 
in which 
T 
m yrms 0 = 
(Eq. 62) 
and the period T is taken as the inverse of the corner frequency. N is the number of extrema in a 
time interval T and it is defined using the predominant frequency of motion: 
T f N ~ 2 = (Eq. 63) 
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The predominant frequencies are defined by Boore (1983 [DIRS 103317]) as either the number 
of extrema (N): 
( ) 2 / 1 
2 4 2
1 ~ m m f 
p 
= 
(Eq. 64) 
or as the number of zero crossings (N): 
( ) 2 / 1 
0 2 2
1 ~ m m f 
p 
= 
(Eq. 65) 
Peak acceleration and velocity derived from the time domain simulations compared very well to 
RVT predicted peak motions for the magnitude range M 3 to 7. Comparisons of mean 
5%-damped response spectra of time domain simulations (single-degree-of-freedom) and RVT 
predictions also were made and are illustrated in Figure 7-1. Ignoring the effects of oscillator 
duration or period (Boore 1983 [DIRS 103317]), Figure 7-1 illustrates generally good agreement 
except at low frequency for the M 7 earthquake and at intermediate frequencies for the M 4 
event where the RVT predictions are sometimes significantly greater than the response spectra 
derived from the time domain simulations. 
Boore (2003 [DIRS 163706]) has also examined the adequacy of the RVT response spectra 
predictions using more recent refinements in strong motion duration. Refinements are required 
when the oscillator period is longer than the ground motion duration. Figure 7-2 illustrates M 4 
and M 7 simulations with their corresponding 10-second 5%-damped oscillator response. The 
figure clearly illustrates that the oscillator response for the M 7 earthquake exceeds the duration 
of the event. For an appropriate evaluation of RVT peak motions, the appropriate duration must 
be derived for the evaluation of rms motion and determination of zero crossings. Boore and 
Joyner (1984 [DIRS 163174]) and Liu and Pezeshk (1999 [DIRS 163995]) have made 
modifications to the duration by using one duration for evaluation of rms motions and another 
for evaluation of zero crossings. The results give good agreement as shown in Figures 7-3 and 7- 
4 and meet the acceptance criteria specified in Section 7.2.1. Figure 7-3 illustrates a comparison 
of response spectra derived using M 4 time domain simulations and RVT peak spectral values. 
Figure 7-4 illustrates a comparison of response spectra derived using M 7.0 time domain 
simulations and RVT peak spectral values. 
7.3.2 Comparison of Equivalent-Linear and Nonlinear Modeling Approaches to 
Observed Data 
This section describes the results of a validation study (EPRI 1993b [DIRS 103320], Appendix 
6.B) that evaluates the appropriateness of 1D site response analysis and compares the RVT 
equivalent-linear modeling approach to fully nonlinear approaches. As described in Section 
7.1.2, observed data from three sites were modeled. For each site, control motions and site 
geotechnical properties were relatively well known and provided consistent input in order to 
compare the modeling approaches. A summary of the sites, earthquakes, and recorded motions 
is presented in Table 7-1. 
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Table 7-1. Earthquakes, Sites, and Recorded Ground Motions 
PGA (g) 
Earthquake M Site 
Distance 
(km) NS EW 
Gilroy #1 12 0.411 0.473 
Gilroy #2 14 0.367 0.322 
Yerba Buena Island 77 0.029 0.068 
1989 Loma Prieta 6.9 
Treasure Island 79 0.100 0.159 
LSST-DB47 (154 ft depth) 0.099 0.081 LSST Event 7 
05/20/86 
6.5 
(Surface) 
64 
0.208 0.158 
LSST-DB17 (56 ft depth) 0.086 0.074 LSST Event 16 
11/14/86 
7.8 
(Surface) 
79 
0.170 0.133 
LSST-DB47 (154 ft depth) 0.020 0.013 LSST Event 10 
07/16/89 
4.5 
(Surface) 
6 
0.030 0.040 
Source: Silva 2003 [DIRS 164688], Table 4 
NOTE: To convert km to mi, multiply by 0.621 
7.3.2.1 Reference Sites 
Three sites were chosen to evaluate conventional 1D site response analysis (EPRI 1993b [DIRS 
103320], Appendix 6.B, Section 6.B.2). Criteria for site selection were: 
1. Proximity of the soil site to a nearby rock outcrop site (within 2-3 km [1-2 mi]) or to a 
vertical instrument array 
2. Availability of recordings of both weak and strong motions 
3. Accessibility of the site to drilling and testing for geotechnical characterization 
4. Suitability of soil in terms of stiffness and particle size for obtaining undisturbed 
samples and performing dynamic soil tests 
5. Representation of a broad range in soil conditions and type. 
The three sites selected were Treasure Island, CA, with a nearby rock outcrop site at Yerba 
Buena Island; Gilroy #2, with Gilroy #1 (near Gilroy, CA) as the nearby rock outcrop site; and 
Lotung, Taiwan (Lotung Large-Scale Seismic Test [LSST]), with a vertical array of threecomponent 
accelerometers. For each site, geotechnical and geophysical characterization 
provided the basis to determine input parameters for the different modeling approaches 
(EPRI 1993b [DIRS 103320], Appendix 6.B, Section 6.B.2). 
7.3.2.2 Modeling Approaches 
The modeling approaches chosen for study in EPRI (1993b [DIRS 103320], Appendix 6.B) are 
the fully nonlinear formulations DESRA-2C, SUMDES, and TESS, and the equivalent-linear 
RASCALS. 
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7.3.2.2.1 DESRA-2C 
Program DESRA-2C is an effective stress, 1D finite-element site response analysis code that 
does not couple the wave propagation and diffusion equations. The code contains three main 
options: 1) total stress analysis ignoring the effects of seismically-induced pore water pressures 
and strain hardening; 2) effective stress analysis with no redistribution of pore water pressure; 
and 3) effective stress analysis with redistribution and dissipation of pore water pressure. The 
DESRA-2C code implements a standard hyperbolic soil model using Masings rules. Either a 
rigid or deformable base may be considered. Vertically propagating plane S-waves are 
considered. The code was implemented unmodified. 
7.3.2.2.2 SUMDES 
The SUMDES code (Li et al. 1992 [DIRS 163527]) is a 1D, finite-element vertical-wave 
propagation code that can optionally treat horizontal and vertical motions simultaneously using a 
3D hypoplasticity model. The solution solves the fully coupled wave propagation and diffusion 
equations. The formulation is effective stress (optional total stress) and the code predicts threedirectional 
motions as well as pore water pressure generation and dissipation. Either a rigid or 
compliant base may be used as well as a suite of five constitutive models. An elastoplastic 
model (1D) was used in the analyses. The code was implemented unmodified. 
7.3.2.2.3 TESS 
The computer program TESS (Pyke [n.d.] [DIRS 163613]) is a 1D, explicit finite-difference 
nonlinear site response analysis code that assumes vertically-propagating S-waves and treats the 
wave propagation and diffusion equations as uncoupled. Either a rigid or compliant base may be 
specified. Since the effective stress formulation is used, the code models excess pore pressure 
generation and dissipation. The soil model is hyperbolic (Hardin and Drnevich 1972b [DIRS 
163511]), and the Cundall-Pyke hypothesis (Pyke 1979 [DIRS 163612]) is used for cyclic 
loading. The code was implemented unmodified. 
7.3.2.2.4 RASCALS 
The RASCALS code implements the RVT equivalent-linear site-response modeling approach. 
The version of RASCALS employed in the validation study is similar to the version qualified for 
use on the Yucca Mountain Project. 
7.3.2.3 Validation Process 
In implementing the modeling approaches, the authors of the codes, if available, assisted in 
selecting appropriate parameter values based on the geotechnical data obtained for each 
reference site. The information generally available was that contained in Tables 7-2, 7-3, and 
7-4 in addition to velocity profiles and strain-dependent material properties described below. 
Standard Penetration Test (SPT) data at the Treasure Island and Lotung LSST reference sites 
were available. In addition, friction angles for the liquefiable sands at Treasure Island and at 
Lotung were estimated. While the geotechnical models may not have been as complete as some 
code authors desired, it was felt that the nature, number, and types of tests performed are those 
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typically available and represented an adequate basis for characterizing the dynamic response of 
the sites. 
The process of conducting the comparative site response analysis involved parameter selection 
by the code authors, initial analyses at all three sites, and then a review of the comparisons of 
predicted and observed motions by each author of their codes results. At this stage, the authors 
of the nonlinear codes were permitted to revise their input parameters. No iterations of input 
parameters for RASCALS were required. This interaction provided an opportunity to correct 
any significant errors in assigning parameter values. 
The intent was to perform, to the extent possible, a forward prediction at each site using 
measured material properties and implementing the analysis in a structured and consistent 
manner. The results provide a rational basis for evaluating how well the modeling approaches 
perform. 
7.3.2.4 Results for Gilroy #2 Site 
The Gilroy array in central California provides the data for the first validation exercise. 
Recordings of the 1989 Loma Prieta earthquake at the Gilroy #2 site provide the data to be 
modeled, and recordings from the Gilroy #1 site (a rock site 2 km [1 mi] away) provide the 
control motions (Table 7-2). The Gilroy strong motion accelerograph array begins with the rock 
site Gilroy #1 located just west of the western edge of the Santa Clara Valley. The remainder of 
the Gilroy array (2, 3, 4, 6, and 7) extends roughly eastward across the valley at 2 to 3 km (1 to 
2 mi) intervals with Gilroy #7 founded on shallow soil on the eastern edge of the valley. The soil 
depth varies from zero at Gilroy #1 to about 600 ft at Gilroy #2 (2 km [1 mi] east) and to several 
thousand feet at Gilroy #3, 2-3 km (1-2 mi) east of Gilroy #2. The site at Gilroy #2 is located on 
the edge of a steeply-dipping bedrock interface, an area where two-dimensional basin effects are 
predicted to be most pronounced. Thus, validation results for this site are useful in assessing the 
performance of the RVT equivalent-linear site-response model for sites where 2D effects may 
occur. 
Gilroy #2 Site CharacterizationTo characterize the Gilroy #2 site properties, a suite of 
geotechnical investigations was carried out. The investigations included a series of geophysical 
surveys and laboratory testing of borehole samples. Nine undisturbed samples were taken over 
the depth range of 10 to 420 ft. Properties of tested borehole samples are listed in Table 7-2. 
Based on geophysical surveys, velocity profiles were determined for VS and VP (Figure 7-5). 
The profiles represent an average of the in situ velocities measured at the site. 
Based on laboratory testing of dynamic material properties, two sets of normalized shear 
modulus reduction and damping curves were developed (Figure 7-6). One set of curves is for the 
depth range of 0-130 ft and the other is for below 130 ft. The increased damping and lower shear 
modulus reduction at greater depths, which is counter to the effects of increasing confining 
pressure, are due to the presence of gravels below a depth of 130 ft (Table 7-2). 
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Table 7-2. Properties of Samples from Gilroy #2 
Sample 
No. 
Sample 
Depth 
ft 
(m) 
Soil 
Description 
Liquid 
Limit 
% 
Plasticity 
Index 
% 
Water 
Content 
% 
Total 
Unit 
Weight 
pcf 
(g/cm3) 
Void 
Ratio 
e 
Dry 
Unit 
Weight 
pcf 
(g/cc) 
Specific 
Gravity 
Gs 
Degree of 
Saturation 
% 
G1 10 
(3.0) 
Dark Brown 
Clayey Silt 
with Sandy 
Material 
29 7 26.1 117.1 
(1.88) 
0.78 93 
(1.49) 
2.70 86 
G2 20 
(6.1) 
Dark Gray 
Silty Clay 
43 23 30.0 118.8 
(1.90) 
0.84 91,96 
(1.46,1.54) 
2.70 96 
G3 50 
(15.2) 
Silty Sand 
with Gravel 
. . 15.8 123.4 
(1.98) 
0.58 107 
(1.71) 
2.65 76 
G4 85 
(25.9) 
Light Gray 
Stiff Clay with 
Horiz. Bedding 
47 17 30.8 121.0 
(1.94) 
0.82 93,95 
(1.49,1.52) 
2.70 100 
G5 120 
(36.6) 
Silty Sand . . 19.8 134.1 
(2.15) 
0.55 112,110 
(1.79,1.76) 
2.65 100 
G6 210 
(64.0) 
Gravelly Sand . . 14.8 130.1 
(2.08) 
0.52 124 
(1.99) 
2.65 62 
G7 420 
(128.0) 
Gravelly Clay . . 28.0 136.4 
(2.19) 
0.58 113 
(1.81) 
2.65 85 
G8 348 
(106.1) 
Clayey Silt 35 13 23.7 127.7 
(2.05) 
0.60 103 
(1.65) 
2.70 100 
G9 420 
(128.0) 
Gravelly Clay . . 14.0 136 
(2.18) 
0.41 120 
(1.92) 
2.70 92 
Source: EPRI 1993b [DIRS 103320]; Appendix 6.B, Table 6.B-3 
The profile is generally stiff, consisting of sands and clays near the surface and predominantly 
gravels from about 130 ft to near 400 ft. and possibly deeper. Weathered bedrock is reached at 
about 550 ft with a steep velocity increase to at least 800 ft (Figure 7-5). 
Summary of Gilroy #2 AnalysesResponse spectra results of the RVT equivalent-linear 
modeling approach show an acceptable match to the observed data over the entire frequency 
range (Figure 7-7), although there is an overprediction of the resonance near 3 Hz. Predicted 
PGA values are within 30 percent of those observed on the east-component and within 1 percent 
on the north-component. The differences between the data and the predictions are not 
unexpected in equivalent-linear analyses since the velocities are constant at the strain compatible 
values, while in nonlinear analyses they vary with time. As a result, resonance phenomena are 
less pronounced in nonlinear analyses at high strain levels and may, in fact, depend upon the 
character (duration) of the control motion. The average S-wave strain-iterated damping for the 
entire profile is about 7 percent, more than double the small-strain value of 3 percent obtained 
for a linear analysis (EPRI 1993b [DIRS 103320], Appendix 6.B, Section 6.B.4.1). Maximum 
iterated effective cyclic shear strains were about 0.1 percent. 
In general, the nonlinear models also match the observed data reasonably well (Figure 7-8). For 
SUMDES and TESS, the log average response spectra of the horizontal components of the 
recorded motions agree well with the modeled motions over most of the frequency range. 
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DESRA shows a poorer fit with a general underprediction of the average observed spectrum. 
Comparison of results for the RVT equivalent-linear site-response model (RASCALS) to those 
for the nonlinear models shows a similar degree of agreement to the recorded data (Figure 7-8). 
Effects of the dipping structure at the Gilroy #2 site do not seem to be significant even at very 
low frequencies. The generation of small amplitude surface waves by the dipping interface may 
be manifested in the increase in coda shown in the recorded motions relative to the modeled 
motions (Figure 7-7). The higher damping during the strong shaking may be severely damping 
these secondary scattered wavefields rendering their amplitudes much smaller than a linear 2D 
analysis with small-strain damping might suggest. 
7.3.2.5 Results for Treasure Island Site 
Recordings of the 1989 Loma Prieta earthquake at Treasure Island and Yerba Buena Island in 
San Francisco Bay provide the data for the second validation exercise (Table 7-3). Ground 
motions recorded at a rock site on Yerba Buena Island are used as the control motions to a site 
response model for the soil site at Treasure Island, about 2 km (1 mi) away. 
Treasure Island Site CharacterizationAs for the Gilroy #2 site, a suite of geotechnical 
investigations was carried out to characterize the Treasure Island site, including geophysical 
surveys and laboratory testing of borehole samples. Properties of samples collected are listed in 
Table 7-3. The site consists of about 40 ft of sand (hydraulic fill) overlying Young Bay mud and 
then Old Bay clay with bedrock at a depth of about 300 ft. Groundwater is located approximately 
4 ft below the surface. 
Table 7-3. Properties of Samples From Treasure Island 
Sample 
No. 
Sample 
Depth 
ft 
(m) 
Soil 
Description 
Liquid 
Limit 
% 
Plasticity 
Index 
% 
Water 
Content 
% 
Total 
Unit 
Weight 
pcf 
(g/cm3) 
Void 
Ratio 
e 
Dry 
Unit 
Weight 
pcf 
(g/cc) 
Specific 
Gravity 
Gs 
Degree of 
Saturation 
% 
T1 17.5 
(5.3) 
Medium Fine 
Sand 
. . 19.9 120 
(1.92) 
0.66 100 
(1.60) 
2.65 80 
T2 30 
(9.1) 
Dark Gray 
Silty Sand 
. . 21.3 120 
(1.92) 
0.67 99 
(1.59) 
2.65 85 
T3 60 
(18.3) 
Dark Greenish 
Soft Clay 
51 26 50.2 108 
(1.73) 
1.34 72 
(1.15) 
2.70 100 
T4 90 
(27.4) 
Dark Gray 
Soft Clay 
42 19 41.9 113 
(1.81) 
1.10 80 
(1.28) 
2.70 100 
T5 130 
(39.6) 
Dark Greenish 
Med.Stiff Clay 
with Shells 
37 23 37.0 114 
(1.83) 
1.02 83 
(1.33) 
2.70 98 
T6 170 
(51.8) 
Dark Greenish 
Gray Stiff Clay 
34 19 20.7 128 
(2.05) 
0.58 106 
(1.70) 
2.70 96 
T7 232 
(70.7) 
Dark Greenish 
Gray Clay 
w/Horiz. 
Beddings 
48 30 33.3 115 
(1.84) 
0.95 87 
(1.39) 
2.70 95 
Source: EPRI 1993b [DIRS 103320]; Appendix 6.B, Table 6.B-7 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 7-15 November 2004 
Based on the geophysical surveys, velocity profiles were determined for VS and VP (Figure 7-9). 
The profiles represent an average of the in situ velocities measured at the site. 
Based on laboratory testing of dynamic material properties, two sets of normalized shear 
modulus reduction and damping curves were developed (Figure 7-10). One set of curves, for the 
0 to 44 ft depth range, reflects the dynamic properties of the fill material. The second set of 
curves is for the deeper material, which is comprised largely of clays (Young Bay mud and Old 
Bay clay) with plasticity index (PI) values around 25 percent. The deeper materials exhibit less 
strain dependency on both the modulus reduction and damping reflecting dynamic properties 
typical of clays. 
Since the hydraulic fill liquefied in places during the 1989 Loma Prieta earthquake, the 
generation and dissipation of excess pore pressure is an important consideration in nonlinear 
models of ground response at this site. To support this aspect of the nonlinear models, the 
permeability of the hydraulic fill material was estimated at 5x10-4 ft/sec. In addition, an average 
uncorrected SPT of 5 to 10 blows/ft, taken from other studies at Treasure Island (Power 
et al. 1998 [DIRS 164825]), was used for the fill material in assessing some of the input 
parameters for the nonlinear analyses. 
Summary of Treasure Island AnalysesModeled response spectra using the RVT 
equivalent-linear approach show a general underprediction at all frequencies (Figure 7-11). 
Maximum iterative cyclic effective strains were about 0.06 percent. This same result is also 
obtained for the nonlinear analyses (Figure 7-12). Results from the equivalent-linear and 
nonlinear analyses are comparable to a linear analysis that was also carried out (EPRI 1993b 
[DIRS 103320], Appendix 6.B, Section 6.B.4.2.1). These results indicate that nonlinear soil 
effects, in terms of surface response spectra, were not significant during the Loma Prieta 
earthquake at this site. Note however, that liquefaction was observed pervasively in the interior 
of the island where the strong motion instrument was located (Rollins et al. 1994 [DIRS 
165592]). 
The cause of the underprediction in modeling results of response spectra is unclear, but does not 
appear to be model dependent. One possibility is that the Yerba Buena recording is an 
inappropriate control motion for the Treasure Island site. Increasing the control motion 
uniformly would result in a direct (one-to-one) enhancement of low frequencies but, due to 
resulting increase in strain levels and accompanying higher damping, would show less of an 
effect at high frequencies. Alternatively, or in conjunction, an impedance contrast or steep 
velocity gradient at the base of the Treasure Island profile could cause such an effect. Until this 
issue is resolved, results of analyses with these recordings will have uncertainties regarding 
inferences on both site response analysis approaches and nonlinear soil models. 
Other investigators have obtained different results at this site using similar methodologies with 
different material properties, modified control motions, and by varying sensitive parameters in 
the computer codes (EPRI 1993b [DIRS 103320], Appendix 6.B, Section 6.B.4.2.2) Rollins et 
al. (1994 [DIRS 165592]) also simulated the ground motions recorded at Treasure Island using 
SHAKE 90. They also were unable to match the recorded motions at periods of 1 sec and more, 
which they infer might be due to softening of the soil and the onset of liquefaction. This points 
out that better or worse comparisons may be obtained for earthquakes that have occurred. The 
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MDL-MGR-GS-000003 REV 01 7-16 November 2004 
intent of the present analyses was to perform, to the extent possible, a forward prediction at each 
site using measured material properties and implementing the analysis approaches in a consistent 
manner. The results then provide a more rational basis for evaluating how well the prediction 
methodologies perform. 
7.3.2.6 Results for Lotung Site 
The LSST at Lotung, Taiwan includes an array of downhole accelerometers. Recordings from 
downhole instruments provide the control motions for site response modeling to match data 
recorded at the surface. Sensor packages are located at the surface and depths of 20 ft (6 m), 
36 ft (11 m), 56 ft (17 m), and 154 ft (47m) (Anderson and Tang 1989 [DIRS 163169]). For the 
model validation exercise reported in EPRI (1993b [DIRS 103320], Appendix 6.B, Section 
6.B.4.3), data from three earthquakes were analyzed (Table 7-1). Two of the events represent 
strong motion with surface peak acceleration values of 0.10 g to 0.20 g (LSST Events 7 and 16). 
The third earthquake (LSST Event 10), with an average surface peak acceleration value of about 
0.04 g, was used for a small-strain analysis to assess the appropriateness of the base case (low 
strain) profile (velocity and damping) and the use of vertically-propagating S-waves in the 
modeling approach. Events 7 and 10 have recordings at all 5 levels and Event 16 recordings are 
available from the top 4 levels (surface, 20 ft, 36 ft, and 56 ft). Interestingly, even at these 
relatively low levels of motion associated with Event 16, the soil appears to have exhibited 
nonlinear behavior. 
Model validation results presented here are for the strong motion analyses using LSST Events 7 
and 16 as control motions. Analyses consist of propagating the motions recorded at the deepest 
sensor package to the surface. For LSST Event 7, the recordings at 154 ft were used while for 
LSST Event 16, the deepest recordings were at the 56 ft level. Results are presented for analyses 
from the deepest recording levels to the surface. Results of analyses from the deepest levels to 
subsurface levels are found in EPRI (1993b [DIRS 103320], Appendix 6.B, Section 6.B.4.3). 
Lotung, Taiwan Site CharacterizationGeotechnical investigations at the Lotung site included 
crosshole and uphole velocity surveys and borings to collect undisturbed samples for laboratory 
testing. The soil at the site extends to a depth of about 150 ft (47 m) and consists of silt, silty 
sand to clayey silt. Table 7-4 lists sample properties and depths. Groundwater is found at the 
ground surface. 
Table 7-4. Properties of Samples From Lotung LSST 
Sample 
No. 
Depth 
ft 
(m) 
Soil 
Description 
Liquid 
Limit 
% 
Plasticity 
Index 
% 
Water 
Content 
% 
Total 
Unit 
Weight 
pcf 
(g/cm3) 
Void 
Ratio 
e 
Specific 
Gravity 
Gs 
Degree of 
Saturation 
% 
CH1 (Tl) 18 
(5.5) 
Silt . . 31.0 112 
(1.79) 
0.93 2.65 88 
CH2(T5) 34.5 
(10.5) 
Silt . . 32.5 118 
(1.89) 
0.85 2.65 100 
CH1(T4) 59 
(18.0) 
Silty Fine 
Sand 
. . 33.3 109 
(1.75) 
1.02 2.65 87 
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Sample 
No. 
Depth 
ft 
(m) 
Soil 
Description 
Liquid 
Limit 
% 
Plasticity 
Index 
% 
Water 
Content 
% 
Total 
Unit 
Weight 
pcf 
(g/cm3) 
Void 
Ratio 
e 
Specific 
Gravity 
Gs 
Degree of 
Saturation 
% 
CH2(T9) 93.5 
(28.5) 
Silty Sand . . 31.2 119 
(1.91) 
0.82 2.65 100 
CH1(T8) 113 
(34.5) 
Clayey Silt 32 7 35.3 118 
(1.89) 
0.92 2.70 100 
CH2(Tl1) 133 
(40.5) 
Clayey Silt 33 8 31.1 117 
(1.88) 
0.89 2.70 95 
CH1(Tl0) 146 
(44.5) 
Silt . . 24.0 128 
(2.05) 
0.56 2.65 100 
Source: EPRI 1993b [DIRS 103320]; Appendix 6.B, Table 6.B-11 
Based on the velocity survey data, base case VS and VP profiles were determined (Figure 7-13). 
The profiles are fairly uniform below a depth of 25 ft. Shear modulus reduction and damping 
curves were based on the results of laboratory dynamic testing and the properties listed in 
Table 7-4 (Figure 7-14). 
For the clayey silt samples, the PI is only about 7 to 8 percent, suggesting dynamic material 
properties closer to sands rather than highly plastic clays. The single set of curves for all depths 
is consistent with the general uniformity shown in both the VS profile (Figure 7-13) and in 
material type. 
Summary of Lotung AnalysesResults of the RASCALS analyses for LSST Events 7 and 16 
indicate that the predicted spectra agree in overall shape and level with the empirical spectra data 
for both earthquakes (Figures 7-15 and 7-16). The resonances tend to be overpredicted, 
particularly for Event 7, but the agreement between the predicted and empirical spectrums is 
good. Similar results are obtained for recordings at other depth levels (EPRI 1993b [DIRS 
103320], Appendix 6.B, Section 6.B.4.3). The vertically propagating S-wave model and 
laboratory derived material strain dependencies appear to provide an accurate representation of 
the response of this profile throughout the upper 154 ft. 
Comparison of modeling results for the RVT equivalent-linear approach to those for the fully 
nonlinear approaches shows general agreement with the data and among the approaches 
(Figures 7-15 and 7-16). The laboratory derived dynamic material properties reflect the in situ 
strain dependencies well. 
The individual component analyses (EPRI 1993b [DIRS 103320], Appendix 6.B, Figures 6.B-39 
to 6.B-67) showed that some approaches performed better than others did for certain 
components, depths, and earthquakes but, on average, each approach produces acceptably good 
results. For Events 7 and 16, maximum iterated effective cyclic shear strains are about 0.06 and 
0.04 percent, respectively. 
In summary, the vertically-propagating S-wave component of the RVT equivalent-linear 
modeling approach adequately predicts the predominant motion at this site over the frequency 
range of 0.1 to over 30 Hz for the earthquakes studied (EPRI 1993b [DIRS 103320], Appendix 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 7-18 November 2004 
6.B). In addition, the equivalent-linear results are generally comparable to those of the nonlinear 
analyses with a tendency to overpredict the resonances, particularly the fundamental. These 
results are consistent with those for the Gilroy #2 and Treasure Island sites and together provide 
a strong validation of the RVT equivalent-linear approach to site response modeling. 
7.3.3 Comparison of Vertical-Component Site Response Modeling Approach to 
Observed Data 
For the vertical-component of ground motion, the site-response modeling approach uses a linear 
analysis rather than an equivalent-linear approximation to nonlinear behavior. Validation of this 
aspect of the overall modeling approach relies on two previous studies. EPRI (1993a [DIRS 
103319], Section 6.6.2.2) validates a linear analysis for vertical-component site response as part 
of a study considering a combined RVT point-source/RVT site-response model. Recordings 
from the 1989 Loma Prieta earthquake at 24 sites are modeled. Silva (1997 [DIRS 163747]) also 
uses an RVT point-source/RVT site-response model. In this study, modeled vertical-tohorizontal 
(V/H) response spectral ratios are compared to empirical ratios. 
EPRI (1993a [DIRS 103319], Section 6.6.2.2) examined the validity of the RVT pointsource/
site-response model for developing vertical-component ground motions. Vertical motions 
were computed for 24 sites (22 rock and 2 soil) that recorded the 1989 Loma Prieta M 6.9 
earthquake at hypocentral distances ranging from 1 to 80 km (1 to 50 mi). In the computations, a 
linear site-response model was included for each site. 
Site-specific kappa values for the RVT point-source component of the overall model were 
determined on the basis of template fits of response spectral shapes at the rock sites, using a Q(f) 
of 150 f 0.6 and a M 6.9. The average value of kappa at the rock sites (0.029 sec) was used for the 
soil site kappa value. A summary of sites, distances, and kappa values for all 24 sites is given in 
Table 7-5. 
Table 7-5. Loma Prieta Modeling Summary for Vertical Motions 
Name Label . (sec) R (km) 
Corralitos COR 0.028 12.0 
Los Gatos LGPC 0.012 12.4 
Branciforte Dr. BRAN 0.020 15.6 
Gilroy 1 GL1 0.012 19.2 
Gilroy 2* GL2 0.029 20.0 
Santa Cruz UCS 0.020 20.0 
UCSC - Seismic Lab UCSC 0.020 23.3 
Gilroy 6 GL6 0.025 26.8 
SLAC SLA 0.030 30.5 
Redwood City  Caada RDC 0.060 39.9 
SAGO South SAS 0.050 40.8 
APEEL 7 A07 0.050 45.6 
APEEL 10 A10 0.050 45.6 
Monterey City Hall MON 0.030 45.6 
Belmont - 2 story BEL 0.040 47.5 
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Name Label . (sec) R (km) 
APEEL 2E, CUSH A2E 0.020 54.3 
Sierra Point SSP 0.020 66.1 
SF Diamond Heights SFD 0.020 74.0 
Piedmont J.H. PHS 0.025 75.0 
SF Rincon SFR 0.020 76.9 
Yerba Buena Island YBI 0.040 77.9 
SF Pacific Heights SFH 0.040 78.9 
SF Telegraph Hill SFT 0.020 78.9 
Treasure Island* TRI 0.029 79.9 
SF Cliff House SFC 0.040 80.9 
Source: EPRI 1993a [DIRS 103319], Table 6-6 
NOTES: * soil site 
To convert km to mi, multiply by 0.621 
For the RVT point-source model, a source depth of 12 km (7.5 mi), a stress drop of 200 bars, and 
the crustal velocity profile of Wald et al. (1991 [DIRS 164086]) were used. For sites with 
distances of about 20 km (12 mi), the incidence angle at the layer above the source is around 60 
degrees; for more distant sites a greater angle of incidence results in a general underprediction of 
motions, which becomes progressively worse as distance increases. Rather than treat the wave 
propagation in a more rigorous manner, an upper-bound to the incidence angle was set at 60 
degrees. 
Comparison of model results to observed data indicates that the general shape, including level of 
spectra and frequency at the spectral peak, is captured reasonably well in the simulations 
(Figure 7-17). The vertical model fits are quite good for frequencies greater than about 6 to 7 Hz 
(Figure 7-18) and show about the same level of uncertainty as found for the horizontal 
component motions (EPRI 1993a [DIRS 103319], Section 3). Vertical-component bias for the 
RVT point-source/site-response model is positive at 0.2 Hz and negative from about 2 to 7 Hz 
(Figure 7-19). At all other frequencies the bias is near zero. The negative bias at about 4 Hz is a 
result of the resonance introduced in the crustal velocity profile (EPRI 1993a [DIRS 103319], 
Section 6.6.2.2). 
While the EPRI (1993a [DIRS 103319], Section 6.6.2.2) results do not constitute an independent 
validation of linear analysis for vertical-component site response, the good agreement of the 
combined RVT point-source/site-response model to the observations contributes to providing the 
needed level of confidence in the overall site-response modeling approach for Yucca Mountain. 
In a second study contributing to the needed confidence in the modeling approach for 
vertical-component motions, Silva (1997 [DIRS 163747]) compared modeled V/H response 
spectral ratios to empirically observed ratios for western U.S. earthquakes. The modeled ratios 
were developed using the RVT point-source model combined with an RVT equivalent-linear 
site-response model for horizontal motions and a linear site-response analysis for vertical 
motions. Generic shallow rock or soil velocity profiles were placed on top of a generic 
California crustal velocity profile (Silva 1997 [DIRS 163747], Figures 1, 2, and 31, 
respectively). For the equivalent-linear site-response model, generic curves for normalized shear 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 7-20 November 2004 
modulus reduction and material damping, for rock and soil sites, were taken from Silva et al. 
(1996 [DIRS 110474], Section 6.2.3). Inputs to the RVT point-source model, reflecting average 
western U.S. source characteristics, included a stress drop of 60 bars and a source depth of 8 km 
(5 mi). 
Empirically-based ratios were determined for rock sites from the average of the attenuation 
relations of Sadigh et al. (1997 [DIRS 104531]) and Abrahamson and Silva (1997 [DIRS 
104205]). For soil sites, only the Abrahamson and Silva (1997 [DIRS 104205]) was used 
because the Sadigh et al. (1997) work does not address vertical motions for soil conditions. 
Ratios were determined for M 6.5, the magnitude for which the empirical relations are best 
constrained. 
In general, modeling results for rock and soil (Figures 7-20 and 7-21, respectively) capture the 
overall shapes and trends with distance of the empirical ratios, but show a stronger close-in 
distance effect. The rapid increase in the incidence angle at the top of the source layer with 
increasing epicentral distance controls this effect. Randomization of the crustal velocity profile 
to simulate crustal heterogeneity would reduce the near-source distance effect and increase 
agreement with the empirical ratios (Silva 1997 [DIRS 163747]). 
As for the validation study in EPRI (1993a [DIRS 103319], Section 6.6.2.2), the results 
presented in Silva (1997 [DIRS 163747]) do not provide an independent validation of the use of 
a linear analysis for vertical component site response. However, this work further strengthens 
the case that this is a valid approach. While the EPRI (1993a [DIRS 103319], Section 6.6.2.2) 
study looked at recordings for a single earthquake, the Silva (1997 [DIRS 163747]) study 
compares model results to empirical attenuation relations that represent a large proportion of the 
western U.S. strong motion database. The two studies complement each other and together 
provide the necessary confidence that this aspect of the site response modeling approach for 
Yucca Mountain is valid. 
7.3.4 Comparison of Combined Source, Path and Site Response Modeling to Observed 
Data 
Silva et al. (1996 [DIRS 110474], Section 5) describe validation of a ground motion model that 
incorporates the RVT point-source modeling approach (e.g., EPRI 1993a [DIRS 103319], 
Section 3.2) and the equivalent-linear site-response modeling approach. Observed response 
spectra from 16 earthquakes recorded at over 500 sites (Table 7-6) are compared to modeling 
results. 
Because site-specific information is unavailable for most of the recording sites, the sites were 
categorized in terms of two generic site conditions: soft-rock and deep-soil. Velocity profiles 
and curves for normalized shear modulus reduction and material damping were developed for the 
generic site conditions and generally used as input to the RVT equivalent-linear site-response 
model. For control motions, the RVT point-source model is used to generate hard-rock outcrop 
motions that serve as input to the site-response model. Silva et al. (1996 [DIRS 110474], Section 
5) also consider a finite-source ground motion model to generate control motions, but that aspect 
of the work is not summarized here. 
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Inputs to the RVT point-source model including stress drop, frequency-dependent regional 
attenuation (Q[f]), and local site attenuation (kappa) were based on nonlinear least-squares 
inversion of observed Fourier amplitude spectra for each earthquake (Silva et al. 1996 [DIRS 
110474], Section 4). For the input crustal velocity profile, an appropriate profile was determined 
from those reported in the literature. 
Silva et al. (1996 [DIRS 110474], Section 5) evaluate the ability of the combined point-source 
and equivalent-linear site response models to predict the observed ground motions for the 16 
earthquakes listed in Table 7-6. Model validity is evaluated in terms of the model variability and 
model bias. Model variability is defined as the standard error of the residuals of the log of the 
average response spectra. Residuals are defined as the difference of the logarithms of the 
observed average 5%-damped acceleration response spectra and the predicted response spectra. 
At each period, the residuals are squared and summed over the total number of sites. Dividing 
the resultant sum by the number of sites yields an estimate of the model variance. Model bias is 
the average offset between the observed and predicted response spectra. 
To support the validation of the RVT equivalent-linear site-response model for use on the Yucca 
Mountain Project, validation results from Silva et al. (1996 [DIRS 110474], Section 5) are 
summarized for five of the earthquakes they studied: four events (1979 Imperial Valley, 1989 
Loma Prieta, 1992 Landers, and 1994 Northridge) for which nonlinear site effects were observed 
and the 1992 Little Skull Mountain earthquake because of its proximity to Yucca Mountain. The 
first four of these events are similar in size to those that control probabilistic seismic hazard at 
Yucca Mountain (Section 6.2.2.5). While these validation results do not assess the performance 
of the RVT linear-equivalent site-response model by itself, validation of the combined RVT 
point-source/RVT equivalent-linear site-response modeling approaches adds confidence that the 
site-response component is providing valid results. 
Table 7-6. Earthquakes Modeled 
Earthquake Date M 
Fault 
Distance 
Ranges(km) 
Rock 
Sites 
Soil 
Sites 
Total 
Sites 
San Fernando 1971 6.6 3 - 218 21 18 39 
Tabas 1978 7.4 3 - 90 3 1 4 
Coyote Lake 1979 5.7 3 - 30 3 7 10 
Imperial Valley 1979 6.4 1 - 50 2 33 35 
Imperial Valley(AS) 1979 5.3 12 - 52 0 16 16 
Morgan Hill 1984 6.2 1 - 70 8 21 29 
Nahanni 1985 6.8 6 - 16 3 0 3 
North Palm Springs 1986 6.0 1 - 90 9 20 29 
Whittier Narrows 1987 6.0 10 - 80 18 70 88 
Superstition Hills(B) 1987 6.4* (6.7) 1 - 28 1 11 12 
Saguenay 1988 5.8 47 - 460 22 0 22 
Loma Prieta 1989 6.9 5 - 90 33 20 53 
Little Skull Mtn. 1992 5.7 (4.4; 4.2**) 15 - 98 8 0 8 
Landers 1992 7.2 1 - 177 5 52 57 
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Earthquake Date M 
Fault 
Distance 
Ranges(km) 
Rock 
Sites 
Soil 
Sites 
Total 
Sites 
Cape Mendocino 1992 6.8 8 - 45 1 4 5 
Northridge 1994 6.7 7 - 147 23 71 94 
Totals 159 344 503 
Source: Silva et al. 1996 [DIRS 110474], Table 5.2 
NOTES: * Preferred value 
** Aftershocks 
To convert km to mi, multiply by 0.621 
7.3.4.1 Crustal and Site Velocity Profiles Used for Validation Modeling 
As discussed above, regional crustal and local site velocity profiles form part of the input to the 
RVT point-source model and the RVT equivalent-linear site-response model, respectively. 
Crustal velocity profiles are taken from the literature and cited below in the discussion of 
validation results for each earthquake. Development of site velocity profiles for the two generic 
site conditions is discussed in the following subsections. 
7.3.4.1.1 Generic Site Velocity Profiles 
Because reliable velocity profiles have not been determined for most strong motion recording 
sites, generic profiles must often be used in site response modeling. Silva et al. (1996 [DIRS 
110474], Section 3.2) defined two site categories (soft-rock and deep-soil) and determined 
generic velocity profiles for each. Given the available data, use of such a broad classification 
scheme was considered an appropriate compromise between the goals of accurately modeling 
site response and of constraining modeling variability and bias. 
Soft-Rock Site Category 
Silva et al. (1996 [DIRS 110474], Section 3.1.1) define the soft-rock category to be a 
combination of Geomatrix categories A and B (rock and shallow/stiff soil, Table 7-7). They 
combine these categories based on an examination of median VS profiles computed from 
measured profiles categorized as A and B (Figure 7-22a). The profile for category A shows low 
VS values near the surface with a steep shallow gradient that, in view of their variabilities, is not 
unlike the profile for category B (shallow/stiff soil). Silva et al. (1996 [DIRS 110474], Section 
3.1.1) argue that combining the two (Figure 7-23) is a reasonable representation of typical 
California soft-rock site conditions. The smoothed version represents the base case velocity 
profile for the soft-rock category used in the model validation exercises. 
Table 7-7. Strong Motion Recording Site Classifications 
Geomatrix Site Classification 
Geotechnical Subsurface Characteristics 
A Rock. Instrument on rock (VS > 600 m/sec (2000 ft/sec) or < 5 m (20 ft) of soil 
over rock). 
B Shallow (stiff) soil. Instrument on/in soil profile up to 20 m (70 ft) thick overlying 
rock. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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Geomatrix Site Classification 
C Deep narrow soil. Instrument on/in soil profile at least 20 m (70 ft) thick 
overlying rock, in a narrow canyon or valley no more than several km (102 mi) 
wide. 
D Deep broad soil. Instrument on/in a soil profile at least 20 m (70 ft) thick 
overlying rock, in a broad valley. 
E Soft deep soil. Instrument on/in deep soil profile with average VS < 150 m/sec 
(490 ft/sec). 
Source: Silva et al. 1996 [DIRS 110474], Table 3.1 
Deep-Soil Site Category 
For the deep soil category, Silva et al. (1996 [DIRS 110474], Section 3.1.2) combined the 
Geomatrix categories C and D. They noted that measured median VS profiles for sites with these 
classifications (Figure 7-22b) are similar, considering their variabilities. They observed that 
profiles for Geomatrix category C (narrow valley deep soil) showed a slightly steeper gradient 
and stiffer conditions than those for category D, possibly due to depositional environment and 
perhaps shallower average depths. As with the combined rock/shallow soil (soft-rock) category, 
the profiles for the Geomatrix deep soils (C and D) were combined to produce a single deep-soil 
profile (Figure 7-24). The generic deep-soil profile may be characterized as cohesionless soils 
comprised of sands, gravels, and low PI clays. As with the soft-rock profile, the smoothed 
version represents the base case profile for the analyses. 
7.3.4.2 Inversions to Determine Inputs for RVT Point-Source Model 
To determine inputs for the RVT point-source model, Silva et al. (1996 [DIRS 110474], Section 
4) carried out nonlinear least-squares inversions of Fourier amplitude spectra to determine stress 
drop, Q(f), and kappa values. In carrying out these inversions, data from earthquakes occurring 
in the same geologic province as defined by Wesnousky (1986 [DIRS 163926]) were grouped 
together. In these regional inversions, only events having recordings spanning a range in 
distance sufficient to constrain Q(f) and kappa (10 to beyond 50 km [6 to beyond 30 mi]) were 
used. For the remaining earthquakes, the region-specific Q(f) was fixed and inversions 
performed only for stress drop and kappa values. 
The geologic provinces for which sufficient data were available are the North Coast, Mojave 
Desert, and Peninsular Ranges. The earthquakes (Table 7-6) and sites taken to be generally 
consistent with these provinces are: the Loma Prieta, Coyote Lake, and Morgan Hill for the 
North Coast; Landers and North Palm Springs for Mojave Desert; and the Whittier Narrows, 
Northridge, and San Fernando earthquakes for the Peninsular Ranges. Large source-to-site 
distances are required to obtain reasonably unique Q(f) models. This, however, results in some 
sites occurring across province boundaries (e.g., the Landers earthquake has sites in Los 
Angeles), which is undesirable. Silva et al. (1996 [DIRS 110474], Section 4) judged that a 
sufficient amount of the path lay within the desired province to have a dominant affect on the 
inversions. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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7.3.4.2.1 Inversion Method 
In the inversion scheme, Silva et al. (1996 [DIRS 110474], Section 4) obtain earthquake source, 
path and site parameters by using a nonlinear least-squares inversion of Fourier amplitude 
spectra. They selected the bandwidth for each amplitude spectrum computed from recordings 
based upon visual examination. In no cases did the bandwidth extend beyond the filter corner 
frequencies. The inversion scheme treats multiple earthquakes and sites simultaneously with the 
common crustal path damping parameter Q(f). The parameter covariance matrix is examined to 
determine which parameters may be resolved for each data set. Asymptotic standard errors are 
computed at the final iteration. The five parameters that may be determined include: kappa, Q0 
and ., M, and corner frequency (fc). Q0 and . define regional attenuation Q(f) through the 
relation Q(f) = Q0fn in which f is frequency. The inversion uses the Levenberg-Marquardt 
algorithm (Press et al. 1986 [DIRS 145343]). Crustal and soil profile amplification is 
accommodated in the inversion scheme by incorporating the appropriate mean transfer functions 
in the model spectra. 
To reduce the non-uniqueness inherent in inversion schemes, Silva et al. (1996 [DIRS 110474], 
Section 4) employed a suite of starting models. The final set of parameters was selected based 
upon a visual inspection of the model fit to the Fourier amplitude spectrum, computed chi-square 
values, and the parameter covariance matrix. 
The stress drop was calculated from the moment and corner frequency using the relation 
3 / 1 
0 
0 44 . 8 . .. 
. 
. .. 
. 
 
. 
= 
M 
fC 
s 
 (Eq. 66) 
in which 0 
is VS at the source. In the final inversions M was fixed at the values assigned in the 
strong motion catalogue. 
The inversions were done on log amplitude spectra because strong ground motion data are 
generally treated to be log-normally distributed. The inversion bandwidth is magnitude 
dependent, extending to longer periods with increasing magnitude. The low frequency limit is 
site dependent as well and may be seen in the Fourier amplitude spectra. A high-frequency limit 
was set at 20 Hz (noise contamination permitting) to reduce the tendency toward high-frequency 
weighting when using linear frequencies (the density of points increases with frequency). 
To constrain the inversions for Q(f), regional inversions were done using data from all the 
stations for each region but grouping them according to their site category: soft-rock or 
deep-soil. That is, multiple stations (at varying distances) were specified as belonging to a single 
site category and kappa values were determined for the two site categories rather than for each 
station site. 
Based on the Q(f) relation determined from the regional inversions, the regional attenuation was 
kept constant and a second round of inversions were carried out for stress drop and individual 
station kappa values for the combined earthquakes in each province. In these inversions, M was 
also fixed at the values given in the strong motion catalogue (Silva et al. 1996 [DIRS 110474], 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 7-25 November 2004 
Appendix B). The resulting stress drops are summarized in Table 7-8 for the earthquakes 
summarized in Section 7.3.4.3. 
Table 7-8. Silva et al. (1996 [DIRS 110474]) Inversion Results for Stress Drop 
Earthquake Magnitude (M) Stress Drop (bars) 
Imperial Valley (Q0 = 264, . = 0.6) 6.4 23.2 
Northridge (Q0 = 264, . = 0.6) 6.7 62.9 
Loma Prieta (Q0 = 176, . = 0.6) 6.9 73.7 
Landers (Q0 = 371, . = 0.6) 7.19 40.7 
Little Skull Mountain (Q0 = 256, . = 0.47) 5.7 63.7 
Source: Silva et al. (1996 [DIRS 110474], Tables 4.2, 4.3, 4.4, 5.22, and 5.34) 
7.3.4.2.2 Inversion Results 
The results indicate significant regional differences in Q(f) and kappa values between the North 
Coast and the two southern California provinces (i.e., the Peninsular Ranges and Mojave) (Silva 
et al. 1996 [DIRS 110474], Table 4.1). The North Coast appears to exhibit more deep crustal 
damping (lower Q[f]) as well as more shallow crustal and site damping (higher kappa values). 
The Mojave is least attenuating, particularly as reflected in soft-rock kappa values, and this is 
consistent with generally higher shallow crustal VS values. Values of the parameter, ., for 
regional attenuation are quite distinct between northern and southern California, but there is 
significant coupling between Q0 and ., probably resulting in highly non-unique results. As a 
result, Silva et al. (1996 [DIRS 110474], Section 4) fixed . at 0.6 and the resulting Q0 values 
were considered the most reliable. The average Q0 for the North Coast and Peninsular Ranges is 
about 200, close to the traditional value of 150 (Boore 1986 [DIRS 103318]). 
For the Peninsular Range and North Coast provinces, soft-rock kappa values were determined to 
be 0.05 sec and 0.06 sec, respectively (Table 7-9). These values are in reasonable agreement 
with the 0.03 sec and 0.06 sec values obtained by Silva and Darragh (1995 [DIRS 105398]) in 
fitting response spectral shapes for data from limited number of sites for the San Fernando and 
Loma Prieta earthquakes, respectively. For the Mojave province, the kappa resulting from the 
regional inversion with . fixed at 0.6 is 0.03 sec for rock sites, the same value obtained from fits 
to response spectral shapes for rock site data from the Landers earthquake (Silva and 
Darragh 1995 [DIRS 105398]). 
In the second round of inversions, the 1979 Imperial Valley earthquake (Silva et al. 1996 [DIRS 
110474], Section 5.6) and the 1992 Little Skull Mountain earthquake (Silva et al. 1996 [DIRS 
110474], Section 5.10) were analyzed. Q(f) and M were held constant at the values indicated in 
Table 7-8. 
For the Imperial Valley earthquake, in addition to the mainshock, a M 5.3 aftershock was also 
included in the inversion. The crustal profile is taken from Liu and Helmberger (1985 [DIRS 
163921]), but modified over the upper 98 m (320 ft) based on a smoothed version of a profile by 
Bycroft (1980 [DIRS 163497]). For rock sites, the generic soft-rock velocity profile replaces the 
upper 2.4 km (1.5 mi). Smooth mean transfer functions are used to incorporate appropriate 
amplification for the rock and soil sites. Inversion results indicated a stress drop of 23.2 bars. 
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Table 7-9. Regional Inversion Determinations of Crustal Q(f) and Average Kappa Values 
Region Number of 
Stations* 
Qo . .(sec) 
Rock 
.(sec) 
Soil 
Peninsular Range (Northridge, San 
Fernando, and Whittier Narrows) 
221 264 0.60** 0.051 0.056 
North Coast (Loma Prieta, Coyote 
Lake, and Morgan Hill) 
92 176 0.60** 0.059 0.072 
Mojave (Landers and North Palm 
Springs) 
86 371 0.60** 0.030 0.056 
Combined*** 399 291 0.60** 0.051 0.060 
Source: Silva et al. (1996 [DIRS 110474], Table 4.1) 
NOTE: *number of sites for each inversion is 2 (rock and soil) 
** Values held fixed 
***VS = 3.50 km/sec (9800 ft/sec), density = 2.7 g/cm3 (170 pcf), crossover distance = 60 km (37 mi) 
Starting values Qo = 150, . = 0.60, . = 0.040 sec 
For the Little Skull Mountain earthquake, the two largest aftershocks were included in the 
inversion to help constrain kappa values at common sites. The crustal profile is based on a 
regional earthquake location model refined at the near surface by shallow geophysical data (Silva 
et al. 1996 [DIRS 110474], Section 5.10). A smooth transfer function is used to model the 
amplification from the source at 12 km to the surface. Inversion results indicated a stress drop of 
63.7 bars and an average kappa value of 0.023 sec, a value significantly below the average WNA 
kappa value of 0.04 (Silva and Darragh 1995 [DIRS 105398]). 
7.3.4.3 Earthquake-Specific Evaluations 
As an illustration of the success of the combined RVT point-source and RVT equivalent-linear 
site-response modeling approaches, the modeling results from Silva et al. (1996 [DIRS 110474], 
Section 5) for five earthquakes are summarized in this section. The five earthquakes include four 
that were associated with nonlinear site response at some stations and the Little Skull Mountain 
earthquake because of its proximity to Yucca Mountain. 
7.3.4.3.1 1979 Imperial Valley Earthquake 
The analyses for the 1979 Imperial Valley earthquake include data from 33 soil and 2 rock sites, 
covering the distance range of about 1 to 50 km (1 to 30 mi) (Silva et al. 1996 [DIRS 110474], 
Section 5.6). The crustal and site velocity profile used for soil sites is from Liu and Helmberger 
(1985 [DIRS 163921]) (Table 7-10) with the top 98 m (320 ft) replaced by a smoothed version of 
the El Centro profile (Bycroft 1980 [DIRS 163497]). This shallow portion of the profile is based 
on downhole borehole measurements taken at the old El Centro strong motion site (near E09). 
For the 2 rock sites, the shallow generic soft-rock profile (see Section 7.3.4.1.1) replaces the top 
2.4 km (1.5 mi) of the Imperial Valley profile where the VS reaches 1.0 km/sec (3300 ft/sec). 
This velocity occurs at a depth of about 100 ft (34 m) in the generic soft-rock profile. 
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Table 7-10. Imperial Valley Velocity Profile 
Thickness (m) VS (m/sec) Density (g/cm3) 
1.524 121.92 1.52 
1.129 137.16 1.52 
1.129 137.16 1.52 
1.829 152.40 1.52 
1.890 152.40 1.52 
2.286 176.79 1.52 
2.286 176.79 1.52 
2.286 198.12 1.52 
2.286 198.12 1.52 
2.286 220.98 1.52 
2.286 220.98 1.52 
2.591 236.22 1.52 
2.591 236.22 1.52 
2.412 259.08 1.52 
2.413 259.08 1.52 
2.412 271.28 1.52 
2.413 271.28 1.52 
2.615 288.75 1.52 
2.615 288.75 1.52 
2.615 303.48 1.52 
2.615 303.48 1.52 
2.615 313.89 1.52 
2.615 313.89 1.52 
2.857 327.30 1.52 
2.858 327.30 1.52 
2.857 338.27 1.52 
2.858 338.27 1.52 
2.857 349.25 1.52 
2.858 349.25 1.52 
3.048 363.88 1.52 
3.048 363.88 1.52 
3.048 373.73 1.52 
3.048 373.73 1.52 
3.048 386.73 1.52 
3.048 386.73 1.52 
3.230 395.73 1.52 
3.230 395.73 1.52 
3.230 400.00 1.52 
3.230 400.00 1.52 
4.765 400.00 1.52 
5.250 400.00 1.52 
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Thickness (m) VS (m/sec) Density (g/cm3) 
5.250 400.00 1.52 
5.250 400.00 1.52 
5.250 400.00 1.52 
5.250 400.00 1.52 
5.250 400.00 1.52 
5.250 400.00 1.52 
5.250 400.00 1.52 
5.250 400.00 1.52 
5.250 400.00 1.52 
26.25 400.00 1.52 
26.25 400.00 1.52 
26.25 500.00 1.56 
26.25 500.00 1.56 
26.25 500.00 1.56 
26.25 500.00 1.56 
26.25 600.00 1.61 
78.75 600.00 1.61 
105.00 700.00 1.74 
105.00 800.00 1.85 
105.00 900.00 1.89 
105.00 1000.00 1.94 
105.00 1150.00 2.03 
105.00 1300.00 2.15 
339.00 1500.00 2.26 
480.00 1640.00 2.36 
160.00 1740.00 2.39 
160.00 1910.00 2.44 
160.00 2080.00 2.48 
160.00 2150.00 2.50 
640.00 2220.00 2.52 
160.00 2300.00 2.55 
160.00 2500.00 2.60 
160.00 2710.00 2.63 
2271.00 2750.00 2.65 
5000.00 3400.00 2.75 
10000.00 4100.00 2.80 
0.00 4500.00 3.20 
Source: Silva et al. (1996 [DIRS 110474], Table 5-20) 
NOTE: To convert m to ft or m/sec to ft/sec, multiply by 3.281. To convert g/cm3 to 
pcf, multiply by 62.4 

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Nonlinearity modeled by the equivalent-linear site-response model is permitted to a depth of 
500 ft (132 m) in both the rock and soil profiles. For the soil sites, the VS at 500 ft is only 
1,312 ft/sec and, with this stiffness, considerable nonlinear response would be expected at even 
greater depths under the loading conditions (over 0.5 g at some soil sites) associated with the 
1979 event. However, based on the validations, permitting nonlinearity to occur at greater 
depths, resulted in a general high frequency (= 3 Hz) positive bias or underprediction ranging 
from about 10 to 30 percent. 
For the rock sites, Silva et al. (1996 [DIRS 110474], Section 5.6) used a set of generic soft-rock 
normalized shear modulus and hysteretic damping curves developed as part of their study (Silva 
et al. 1996 [DIRS 110474], Section 6.2.3). For the soil sites, analyses with the EPRI (1993a 
[DIRS 103319], Section 6.3.4) and generic deep-soil curves showed too much nonlinear 
response and, thus, a separate set of curves was also developed (Silva et al. 1996 [DIRS 110474], 
Section 5.3.2). Since the Imperial Valley soils generally consist of clays having classifications 
ranging from CL to CH and silty dense sands to at least 400 ft, it is not surprising that the curves 
for cohesionless soils appeared to be inappropriate. Source, path and site parameters are shown 
in Table 7-11. 
Table 7-11. Imperial Valley Earthquake Source, Path, and Site Parameters Used in 
Model Validation 
M 6.4 
.s bars = 23.2 
Q0 = 264, . = 0.60 (Peninsular Range) 
Point Source Depth = 8 km (5 mi) 
Crustal Model: Liu and Helmberger (1985 [DIRS 163921]) and Bycroft (1980 [DIRS 163497]) 
Rock Site Parameters 
Nonlinear Zone: 500 ft 
. = 0.02 sec: material below nonlinear zone, VS = 1,312 ft/sec 
. = 0.03 sec: total, small strain 
Normalized Shear Modulus and Damping Curves: generic soft rock 
Soil Site Parameters 
Nonlinear Zone: 500 ft 
. = 0.02 sec: below nonlinear zone, VS = 3,773 ft/sec 
. = 0.03 sec: total, small strain 
Normalized Shear Modulus and Damping Curves: Imperial Valley 
Source: Silva et al. 1996 [DIRS 110474], Table 5.21 
Figure 7-25 shows the point-source/site-response model bias and variability plots computed over 
all 35 sites. The bias is low from about 0.2 Hz (the lower limit of the data) to 100 Hz. The 
variability also is low and is fairly uniform at about 0.5 over most of the frequency range 
(Figure 7-25). Considering just the 33 soil sites, the bias is less positive and the variability has 
dropped slightly indicating a general improvement (Figure 7-26). The 2 rock sites (CPR and 
SUP) are poorly fit with large underpredictions. Comparisons of the observed and predicted 
spectra are shown in Figure 7-27. For the soil sites, the predicted spectra provide a reasonably 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 7-30 November 2004 
good match to the recorded motions with the exception of site DTA, which also shows a large 
and broadband underprediction. 
Sites EMO and E07 (Figure 7-27a) show a mismatch in the spectral peaks between the 
simulations and recorded motions indicating too little nonlinear response in the equivalent-linear 
analyses. These 2 sites appear to have undergone the greatest degree of nonlinear response and 
the derived normalized shear modulus and hysteretic damping curves are probably too linear for 
these sites. However, for the remaining sites, the computed motions appear to capture the shapes 
and overall levels of the recorded motions reasonably well. The spectral peaks for the other 
close-in sites (E06, AEP, AGR, and EOS) are near 0.2 sec in both the recorded and simulated 
motions (Figure 7-27a). 
7.3.4.3.2 1989 Loma Prieta Earthquake 
For the 1989 M 6.9 earthquake, Silva et al. (1996 [DIRS 110474], Section 5.3.1) modeled a total 
of 53 sites covering the fault distance range from about 5 to 90 km (3 to 56 mi). There were 33 
rock and 20 oil sites. Most of the rock sites are located beyond about 30 km (20 mi) (20 sites) 
whereas most of the soil sites (17) are close-in or within about 30 km (20 mi) of the source. 
The crustal velocity profile used by Silva et al. (1996 [DIRS 110474], Section 5.3.1) was 
modified from Wald et al. (1991 [DIRS 164086]). To model rock and soil sites, the generic softrock 
or deep-soil profile was placed on top of the regional crustal profile. The shallow generic 
soft-rock profile was truncated at velocities exceeding 1.0 km/sec (3300 ft/sec), the velocity of 
the top layer of the crustal profile (Table 7-12). Both the rock and soil sites were allowed to 
exhibit nonlinear response to depths of 500 ft. For the rock sites, the generic soft-rock 
normalized shear modulus and hysteretic material damping curves were used. For the soil sites, 
the EPRI (1993a [DIRS 103319], Section 6) cohesionless soil curves were used. 
Table 7-12. Loma Prieta Crustal Profile 
Thickness (km) VS (km/sec) Density (g/cm3) 
0.1 1.00 2.00 
0.4 1.95 2.30 
0.5 2.48 2.35 
2.0 2.77 2.35 
2.0 3.10 2.35 
2.0 3.31 2.45 
2.0 3.55 2.58 
4.0 3.61 2.62 
5.0 3.62 2.63 
7.0 3.85 2.77 
4.62 3.28 
Source: Silva et al. 1996 [DIRS 110474], Table 5-7 
NOTE: To convert km to mi, multiply by 0.621. To convert km/sec to ft/sec, 
multiply by 3281. To convert g/cm3 to pcf, multiply by 62.4 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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Table 7-13. Loma Prieta Earthquake Source, Path, and Site Parameters Used in Model Validation 
M 6.9 
.s bars = 73.7 
Q0 = 176, . = 0.60 
Point-Source Depth = 12 km (7.3 mi) 
Crustal Model: Modified from Wald et al. (1991 [DIRS 164086]) 
Rock Site Parameters 
Nonlinear Zone: 500 ft 
. = 0.03 sec: rock below nonlinear zone, VS = 3,281 ft/sec 
. = 0.04 sec: total, small strain 
Normalized Shear Modulus and Damping Curves: generic soft rock 
Soil Site Parameters 
Nonlinear Zone: 500 ft 
. = 0.03 sec: below nonlinear zone, VS = 3,281 ft/sec 
. = 0.04 sec: total, small strain 
Normalized Shear Modulus and Damping Curves: EPRI 
Source: Silva et al. 1996 [DIRS 110474], Table 5.8 
The kappa value for the rock beneath the nonlinear zones at both rock and soil sites was taken as 
0.03 sec (Table 7-13). This value was selected to give a total kappa (including nonlinear zone 
small strain damping) of about 0.04 sec, a value consistent with the empirical inversions at low 
levels of loading. The point-source depth is taken as 12 km (7.5 mi), the depth of the largest 
asperity in the Wald et al. (1991 [DIRS 164086]) slip model. 
The model bias and variability estimates for the combined RVT point-source/RVT 
equivalent-linear site-response model, computed over all the 53 sites are shown in Figure 7-28. 
The bias is generally near zero (within the 90 percent confidence interval) between about 1 to 20 
Hz and shows a slight underprediction at higher frequencies (equivalent to peak acceleration). 
The negative bias at low frequencies (< 1 Hz) is a manifestation of the general tendency for the 
point-source model component to overpredict over the low frequency range at large magnitudes. 
The model variability is about 0.5 above 2 Hz and rises significantly below 2 Hz, reflecting 
unmodeled low frequency site variations as the bias is near zero. 
To compare site effects, Figures 7-29 and 7-30 show analogous plots for soil and rock sites, 
respectively. For the 20 soil sites, model bias is nearly constant for frequencies above about 1 Hz 
(Figure 7-29) and lower than for rock sites. For the rock sites, model bias shows a broad peak of 
about 0.3 (factor of about 1.4) at intermediate frequencies (about 1 to 5 Hz) and a general 
underprediction of about 0.2 (natural log) at very high frequencies. Silva et al. (1996 [DIRS 
110474], Section 5.3.1) suggest that much of this positive bias may be due to just 5 sites with 
very high motions: PRS, CFH, BRK, CGB, and PTB. These are all rock sites at distances 
beyond about 70 km (40 mi). For these sites, comparison of response spectra for data (log 
average of 2 horizontal components) and model predictions shows recorded motions exceed the 
model predictions by a factor of over 3 at some periods (Figure 7-31). Recorded motions are 
very high at these sites, but other nearby rock sites, such as YBI, PHT, and TLH, reflect closer to 
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MDL-MGR-GS-000003 REV 01 7-32 November 2004 
expected levels (about 0.05g) suggesting strong localized effects (Silva et al. 1996 [DIRS 
110474], Section 5.3.1). 
7.3.4.3.3 1992 Landers Earthquake 
For the 1992 M 7.2 Landers earthquake, a total of 57 sites are modeled: 52 soil and 5 rock (Silva 
et al. 1996 [DIRS 110474], Section 5.4.1). The fault distance range is about 1 km (1 mi) to 
nearly 180 km (110 mi). The sites extend from the Mojave desert into the Los Angeles Basin to 
the west. The crustal profile is from Wald and Heaton (1994b [DIRS 164085]) and is listed in 
Table 7-14. To model rock and soil sites, the generic soft-rock or deep-soil profile was placed 
on top of the regional crustal profile. The shallow generic soft-rock profile was truncated at 
velocities exceeding 1.98 km/sec (6500 ft/sec), the velocity of the top layer of the Wald and 
Heaton (1994b [DIRS 164085]) Landers crust (Table 7-14). 
Both the rock and soil sites were allowed to exhibit nonlinear response to depths of 500 ft. For 
the rock sites, the generic soft rock normalized shear modulus and hysteretic material damping 
curves were used. For the Mojave soil sites, the EPRI cohesionless soil curves were used as not 
enough soil sites are available having sufficiently high motions to discriminate between EPRI 
and the generic deep-soil curves. For the Peninsular Range soil sites, the generic deep-soil curves 
were used along with the Northridge crustal profile (Wald and Heaton 1994a [DIRS 164084]). 
Table 7-14. Landers Crustal Profile 
Thickness (km) VS (km/sec) Density (g/cm3) 
1.5 1.98 2.30 
2.5 3.15 2.60 
22.0 3.52 2.70 
6.0 3.83 2.87 
4.50 3.10 
Source: Silva et al. 1996 [DIRS 110474], Table 5-13; Wald and Heaton 1994b [DIRS 
164085] 
NOTE: To convert km to mi, multiply by 0.621. To convert km/sec to ft/sec, multiply 
by 3281. To convert g/cm3 to pcf, multiply by 62.4 
Table 7-15. Landers Earthquake Source, Path, and Site Parameters Used in Model Validation 
M 7.2 
.s bars = 40.7 
Q0 = 371, . = 0.60 
Point-Source Depth = 8 km (5 mi) 
Crustal Model: Wald and Heaton (1994b [DIRS 164085]) Landers 
Rock Site Parameters 
Nonlinear Zone: 500 ft 
. = 0.02 sec: rock below nonlinear zone, VS = 6,496 ft/sec 
. = 0.03 sec: total, small strain 
Normalized Shear Modulus and Damping Curves: generic soft rock 
Soil Site Parameters 
Nonlinear Zone: 500 ft 
. = 0.02 sec: below nonlinear zone, VS = 6,496 ft/sec 
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. = 0.03 sec: total, small strain 
Normalized Shear Modulus and Damping Curves: EPRI, Mojave soil; generic deep soil, Peninsular Range soil 
Source: Silva et al. 1996 [DIRS 110474], Table 5.14 
The kappa values for the hard-rock beneath the nonlinear zones (500 ft, Table 7-15) at both rock 
and Mojave soil sites is taken as 0.02 sec. This gives a total kappa value of 0.03 sec for Mojave 
rock and soil sites. For Peninsular Range soil sites, the hard-rock kappa value is 0.02 sec for a 
total small strain kappa of 0.03 sec. The point-source depth is taken as 8 km (5 mi), the depth of 
the largest asperity in the Wald and Heaton (1994b [DIRS 164085]) slip model. 
For the RVT point-source/RVT equivalent-linear site-response model, the bias and variability 
plots are shown in Figure 7-32 for all the sites. Over most of the frequency range, the bias 
reflects a general underprediction, particularly at low frequency (around 1 Hz). The peaks and 
troughs are related to the profile resonances with a trough in bias reflecting a profile resonance 
peak. The variability is generally low, below 0.5, above 1 Hz and shows the typical increase at 
low frequency due to unmodeled site variations. In general, the RVT point-source/RVT 
equivalent-linear site-response model is capable of surprisingly accurate ground motion 
predictions for a M 7.2 extended rupture and for distances out to nearly 200 km (120 mi) (Silva 
et al. 1996 [DIRS 110474], Section 5.4.1). 
Because there are only 5 rock sites out of 57 total sites, separate plots are not shown for rock site 
and soil sites analyses. To examine more closely the positive bias (underprediction) shown over 
all the sites (Figure 7-32), separate bias and variability estimates are shown for the Peninsular 
Range sites and Mojave sites alone (Figures 7-33 and 7-34, respectively). Results for the 
Peninsular Range sites (39 sites, beginning with site POM at about 120 km [75 mi]) show a 
much more positive bias, except around 3 to 20 Hz where the bias is considered low 
(Figure 7-33). The increase in bias estimates at very high frequency, above 20 Hz actually 
reflects peak ground acceleration and is controlled by much lower frequencies, in the range 
where the response spectral accelerations peak over these distances, 100 to 200 km (60 to 
120 mi). The model bias then shows a large low frequency (= 3 Hz) underprediction averaging 
about 0.5, a factor of about 1.6. This low frequency underprediction is apparent in the spectral 
plots (Figure 7-35), especially for the very distant sites beyond about 150 km (93 mi) 
(Figures 7-35d and 7-35e) and may be due to unmodeled development of basin waves. 
For the Mojave Province sites, ranging in distance from about 1 to 100 km (1 to 60 mi), the bias 
estimates are near zero above 1 Hz and show the typical point-source overprediction below 1 Hz 
(Figure 7-34). The variability is low, about 0.5 above 0.5 Hz, suggesting that the model is 
performing quite well on average out to 100 km (60 mi) (Silva et al. 1996 [DIRS 110474], 
Section 5.4.1). 
Comparison of predicted and observed response spectra (Figure 7-35) shows that the model 
simulations do very well within about 100 km (60 mi) and begin to seriously underpredict (at 
low frequency) beyond. Interestingly, site LUC, at a fault distance of about 2 km (1 mi) from an 
80 km-long (50 mi-long) rupture is modeled very well by the simple point-source for periods as 
long as 10 sec (Figure 7-35a). 
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MDL-MGR-GS-000003 REV 01 7-34 November 2004 
7.3.4.3.4 1992 Little Skull Mountain Earthquake 
The 1992 M 5.7 Little Skull Mountain earthquake occurred about 20 km (10 mi) southeast of the 
Yucca Mountain site. The event was recorded at 8 sites (all rock) spanning the distance range of 
13 to 98 km (8 to 61 mi). The crustal profile used in modeling is listed in Table 7-16 and consists 
of a shallow stiff tuff layer 40 m (130 ft) thick overlying much more competent materials. The 
shallow tuff, with VS around 2,000 ft/sec, would be expected to exhibit some nonlinear response 
at high levels of loading (about 0.30 g). For the Little Skull Mountain earthquake, the highest 
peak acceleration is about 0.2 g, and, as a result, Silva et al. (1996 [DIRS 110474], Section 5.10) 
used linear analyses. Thus, while these results provide a 1D validation for an earthquake in the 
vicinity of Yucca Mountain, the validation does not exercise the equivalent-linear aspect of the 
site response model. The source parameters for modeling are listed in Table 7-17. 
Table 7-16. Little Skull Mountain Crustal Profile 
Thickness (km) VS (km/sec) Density (g/cm3) 
0.04 0.6 1.70 
0.04 1.2 2.00 
0.14 1.5 2.30 
0.60 2.1 2.40 
0.78 1.9 2.40 
1.50 2.9 2.40 
2.20 3.4 2.50 
10.70 3.5 2.75 
16.00 3.8 2.90 
4.6 3.30 
Source: Silva et al. 1996 [DIRS 110474], Table 5.32 
NOTE: To convert km to mi, multiply by 0.621. To convert km/sec to ft/sec, multiply 
by 3281. To convert g/cm3 to pcf, multiply by 62.4 
Table 7-17. Little Skull Mountain Earthquake Source, Path, and Site Parameters Used in Model 
Validation 
M 5.7 
.s bars = 63.7 
Q0 = 256, . = 0.47 
Point Source Depth = 12 km (7.5 mi) 
Crustal Model: Modified Regional 
Rock Site Parameters 
Nonlinear Zone: Rock, linear analysis (low levels of motion = 0.20 g) 
. = site specific from inversion, VS = 1,969 ft/sec 
Soil Site Parameters 
No soil sites 
Source: Silva et al. 1996 [DIRS 110474], Table 5.33 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-35 November 2004 
Model bias and variability estimates were computed over all 8 sites (Figure 7-36). The 
90 percent confidence interval is wide due to the small number of sites. The bias shows the 
typical low frequency point-source overprediction ranging from about -1 at 0.5 Hz (the lower 
limit of reliable analyses is about 0.2 Hz) and increasing to near zero around 5 Hz. The 
variability is low above 10 Hz and about 0.5 from about 2 to 10 Hz. Below 2 Hz, it is very high 
but the randomness (bias corrected variability) remains nearly uniform: most of the sites have a 
large misfit from 0.2 to 2 Hz that is constant in sign. This is easily seen in the response spectra 
plots (Figure 7-37). The model is doing generally well at short period (~ 0.5 sec), overpredicting 
at longer periods, and converging to the recorded motions at long periods (>1 sec) as the 
high-pass filter corners are approached. 
7.3.4.3.5 1994 Northridge Earthquake 
For the 1994 M 6.7 Northridge earthquake, Silva et al. (1996 [DIRS 110474], Section 5.2.1) 
modeled a total of 94 sites are modeled: 71 soil and 23 rock. The fault distance range is from 
about 7 km (4 mi) (sites over the rupture surface have zero horizontal distance) to nearly 150 km 
(93 mi). The sites extend from the San Fernando Valley into the Los Angeles Basin to the south 
and to the San Andreas fault to the north and east. The crustal profile is from Wald and Heaton 
(1994a [DIRS 164084]) and is listed in Table 7-18. To model rock and soil sites, the generic rock 
or soil profile is placed on top of the regional crustal profile. The shallow generic rock profile is 
truncated at velocities exceeding 1.0 km/sec (3300 ft/sec), the velocity of the top layer of the 
Wald and Heaton (1994a [DIRS 164084]) Northridge crustal profile. Both the rock and soil sites 
are allowed to exhibit nonlinear response to depths of 500 ft (Table 7-19). For the rock sites, the 
generic soft-rock normalized shear modulus and hysteretic material damping curves are used. 
The kappa values for the rock beneath the nonlinear zones at both rock and soil sites is taken as 
0.03 sec (Table 7-19). This value was selected to give a total kappa (including nonlinear zone 
small strain damping) of about 0.04 sec. 
The RVT point-source/RVT equivalent-linear site-response model bias computed over all 
94 sites is generally near zero between about 1 to 20 Hz and shows a slight underprediction at 
higher frequencies (equivalent to peak acceleration) (Figure 7-38). The strong negative bias at 
low frequencies (< 1 Hz) is a manifestation of the general tendency for the point-source 
modeling approach to overpredict over the low frequency range at large magnitudes. The dip in 
the bias estimates starting at 10 Hz is where the 5%-damped pseudo-absolute response spectral 
acceleration is beginning to saturate to peak ground acceleration. The response spectra generally 
are decreasing with increasing frequency (Figure 7-39) and reach full saturation around 30 Hz 
where the bias estimates become constant with increasing frequency. Over this relatively 
constant portion, the bias plots reflect the behavior of peak ground acceleration, which is actually 
controlled by lower frequencies, in the 2 to 6 Hz range, where the spectral acceleration peaks. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-36 November 2004 
Table 7-18. Northridge Crustal Profile 
Thickness (km) VS (km/sec) Density (g/cm3) 
0.5 1.0 2.1 
1.5 2.0 2.3 
2.5 3.2 2.5 
23.0 3.6 2.6 
5.0 3.9 2.9 
4.5 3.0 
Source: Wald and Heaton 1994a [DIRS 164084] 
NOTE: To convert km to mi, multiply by 0.621. To convert km/sec to ft/sec, 
multiply by 3281. To convert g/cm3 to pcf, multiply by 62.4 
Table 7-19. Northridge Earthquake Source, Path, and Site Parameters Used in Model Validation 
M 6.7 
.s bars = 62.9 
Q0 = 264, . = 0.60 
Point-Source Depth = 11 km (6.8 mi) 
Crustal Model: Wald and Heaton (1994a [DIRS 164084]) 
Rock Site Parameters 
Nonlinear Zone: 500 ft 
. = 0.03 sec: rock below nonlinear zone, VS = 3,281 ft/sec 
. = 0.04 sec: total, small strain 
Normalized Shear Modulus and Damping Curves: generic soft rock 
Soil Site Parameters 
Nonlinear Zone: 500 ft 
. = 0.03 sec: below nonlinear zone, VS = 3,281 ft/sec 
. = 0.04 sec: total, small strain 
Normalized Shear Modulus and Damping Curves: generic deep soil 
Source: Silva et al. 1996 [DIRS 110474], Table 5.4 
The model variability is about 0.5 about 1 Hz and rises significantly at below 1 Hz reflecting the 
stable point-source low-frequency overprediction (Figure 7-38). The bias corrected variability 
(randomness) is significantly lower over this frequency range due to the large statistically 
significant negative bias estimates. The randomness estimates provide a minimum estimate of 
model variability and represent the reduction in variability (total randomness) achievable with 
the model provided the ground motion estimates are corrected for the low frequency 
overprediction. 
To compare rock and soil site effects, Figures 7-40 and 7-41 show analogous plots for soil and 
rock sites, respectively. Results for the 71 soil sites, are similar to those for the combined 
estimates due to the greater number of soil sites (71 soil verses 23 rock sites) (Figure 7-40). For 
the rock sites, a broad peak of about 0.4 (factor of about 1.5) at intermediate frequencies (about 
2-3 Hz) and a general underprediction of about 0.25 (natural log) at high frequencies is observed 
(Figure 7-41). Approximately 25 percent of this positive bias is due to just two sites with very 
high motions: PUL (Pacoima Upper Left) (Figure 7-39a) and ORR (Castaic Old Ridge Route) 
(Figure 7-39c). Figure 7-39 shows the 5%-damped pseudo absolute response spectra, data (log 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-37 November 2004 
average of 2 horizontal components) and model predictions. The recorded motions exceed the 
model predictions by a factor of over 3 at some periods (less than about 2 sec). The recorded 
motions for the San Fernando earthquake are very high at these sites as well, suggesting strong 
site effects. 
7.3.4.3.6 Combined Results 
In addition to evaluating the model bias and variability for individual earthquakes, Silva et al. 
(1996 [DIRS 110474], Section 5.12) also determined bias and variability for the combined data 
set of 16 earthquakes. Over all the sites (Figure 7-42) the bias of the RVT point-source/RVT 
equivalent-linear site-response model is slightly positive for frequencies greater than about 10 Hz 
and is near zero from about 10 Hz to 1 Hz. Below 1 Hz, the negative bias indicates the model 
overpredicts the response spectra. The analyses are considered reliable down to about 0.3 Hz 
where the model shows about a 40 percent overprediction. Elimination of the overprediction 
when a RVT finite-source model is coupled with the RVT equivalent-linear site-response model 
(Silva et al. 1996 [DIRS 110474], Section 5.12) suggests that the low-frequency overprediction 
is a result of the RVT point-source component of the model, not the RVT equivalent-linear siteresponse 
component. This stable misfit may be interpreted as the presence of a second corner 
frequency due to source finiteness for WNA sources (Atkinson and Silva 1997 [DIRS 163171]). 
For the combined data set, model variability is low, about 0.5 above about 3 to 4 Hz and 
increases with decreasing frequency to near 1 at 0.3 Hz (Figure 7-42). Above 1 Hz, there is little 
difference between the total variability and randomness (bias corrected variability), reflecting the 
near zero bias estimates. Below 1 Hz there is considerable randomness contributing to the total 
variability. 
When only soil sites are considered (Figure 7-43), model bias and variability improve slightly at 
1 Hz and above. This indicates that the rock sites (Figure 7-44) must reflect the converse 
showing larger bias and variability estimates than the results for all the sites. Soil sites are 
modeled more accurately than rock sites. This suggests that strong ground motions at rock sites 
are more variable than motions at soil sites and the model is not capturing the increased 
site-to-site variation. The larger rock site bias above 10 Hz suggests a small stable 
underprediction possibly due to the use of a single smooth rock profile rather than randomizing 
the profile and using a mean spectrum. The larger variability and bias in the rock site 
simulations compared to those for the deep soil sites are likely due to a larger variation or wider 
range in rock site velocity profiles (Silva et al. 1996 [DIRS 110474], Section 5). Typically, the 
rock site category includes very stiff unweathered to slightly weathered rock outcrop to shallow 
soil, about 10 to 70 ft of soil overlying rock. Use of a single generic rock site profile likely 
reflects a poorer representation of the range in rock profiles than a single generic soil profile. 
Five earthquakes form the study by Silva et al. (1996 [DIRS 110474]) were modeled. To support 
the validation of the RVT equivalent-linear site-response model. While this validation does not 
assess the performance of the RVT linear-equivalent site-response model by itself, validation of 
the combined RVT point-source/RVT equivalent-linear site-response modeling approaches adds 
confidence that the site-response component is providing valid results. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 7-38 November 2004 
7.3.5 Comparison of Equivalent-Linear and Nonlinear Modeling Approaches for the 
Port Island, Kobe, Japan Vertical Array Site 
This section describes the results of the confirmation study that compares the results of 1-D site 
response analysis using equivalent-linear and nonlinear models for a strong motion vertical array 
site (Wong and Silva 2004c [DIRS 170446]). The strong motion vertical array at Port Island, 
Kobe, Japan, experienced liquefaction as a result of the January 17, 1995 Kobe earthquake (M 
6.9). This site was only 4 km from the surface projection of the rupture (Chung et al. 1996 
[DIRS 171465]). The shear strains inferred from the strong motion recordings are the largest 
available for a vertical array site and exceed the shear strains developed for the Yucca Mountain 
post-closure design motions. 
7.3.5.1 Port Island Vertical Array Site 
The Port Island, Kobe, Japan vertical array site was subjected to strong ground shaking (peak 
horizontal acceleration of 0.3 g) and its soils liquefied during the 1995 M 6.9 Kobe earthquake. 
Soil layer thickness, soil type, depth of the water table, densities, unit weight and shear-wave and 
compression-wave velocity data are taken from Liquefaction of Reclaimed Island in Kobe, 
Japan (Elgamal et al. 1996 [DIRS 163503]) and are provided in Table 7-20. The vertical array 
site is characterized by 19m of decomposed granite fill overlying layers of gravels and 
interbedded sands and clays. The vertical array of three-component accelerometers recorded the 
earthquake at the surface and at depths of 16, 32 and 83m. Acceleration time histories of the 
horizontal components at ground surface and 83m-depth are illustrated in Figure 7-45. As noted 
by Chung et al. (1996 [DIRS 171465]), the surface motions exhibit markedly reduced high 
frequency motions as compared to the recordings at depth. Surface motions also exhibited 
amplifications at longer periods. Ground motions recorded at the surface and 83m-depth were 
modeled. A representative soil boring from Port Island with blow counts and some undrained 
shear strength values is shown on Figure 7-46 (Chung et al. 1996 [DIRS 171465]). A set of six 
modulus reduction and damping values used in the SHAKE and RASCALS analyses are 
provided in Tables 7-21 through 7-26 and these curves are also presented on Figure 7-47 (Wong 
and Silva, 2004c [DIRS 170446]). 
Table 7-20. Soil Model For Port Island Station 
Depth (m) Soil Type Location 
of 
Accelerometers 
Vp 
(km/s) 
Vs 
(km/s) 
. 
(gm/cm3) 
Unit 
Weight 
(kcf) 
Curve 
No.* 
0  2.0 0.260 0.170 1.95 0.122 1 
2.0  5.0 0.330 0.170 1.95 0.122 1 
5.0  12.6 
Decomposed 
Granite FillR 
0.780 0.210 1.95 0.122 1 
12.6  19.0 Sandy GravelR 1.480 0.210 1.95 0.122 2 
19.0  27.0 Clay 1.180 0.180 1.50 0.094 3 
27.0  33.0 Sand 1.330 0.245 1.925 0.120 4 
33.0  50.0 Sandy Gravel 
and Sand 
1.530 0.305 1.925 0.120 4 
50.0  61.0 Sand 1.610 0.350 1.925 0.120 4 
61.0  79.0 Clay 1.610 0.303 1.75 0.109 5 
79.0  82.0 Sandy Gravel 
PR4 - 0m 
PR3  16M 
PR2  32M 
2.000 0.320 1.75 0.109 6 
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Depth (m) Soil Type Location 
of 
Accelerometers 
Vp 
(km/s) 
Vs 
(km/s) 
. 
(gm/cm3) 
Unit 
Weight 
(kcf) 
Curve 
No.* 
82.0 - 85.0 Sandy Gravel PR1  83M 2.000 0.320 1.925 0.120 6 
Source: Wong and Silva 2004c [DIRS 170446], page 13 
NOTES: R Reclaimed land 
*Curve No.: Modulus Reduction and Damping Curve (see Tables 7-21 through 7-26) 
Water Table: 5m 
Table 7-21. Dynamic Material Property Curves: Set 1 
Shear Strain 
(%) 
Normalized Shear Modulus 
(G/Gmax) 
Material Damping Ratio 
(%) 
0.0001 1.0 1.4 
0.0003 0.9 1.6 
0.0010 0.8 2.8 
0.0032 0.6 5.0 
0.0100 0.4 10.0 
0.0316 0.3 15.5 
0.1000 0.16 21.0 
0.3162 0.1 30.0 
1.0000 0.05 50.0 
1.3162 0.03 50.0 
Source: Wong and Silva 2004c [DIRS 170446], page 14 
Table 7-22. Dynamic Material Property Curves: Set 2 
Shear Strain 
(%) 
Normalized Shear Modulus 
(G/Gmax) 
Material Damping Ratio 
(%) 
0.0001 1.0 1.2 
0.0003 1.0 1.2 
0.0010 0.99 1.4 
0.0032 0.946 2.1 
0.0100 0.82 3.6 
0.0316 0.608 7.0 
0.1000 0.36 12.4 
0.3162 0.165 19.1 
1.0000 0.06 24.9 
1.3162 0.03 28.0 
Source: Wong and Silva 2004c [DIRS 170446], page 14 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 7-40 November 2004 
Table 7-23. Dynamic Material Property Curves: Set 3 
Shear Strain 
(%) 
Normalized Shear Modulus 
(G/Gmax) 
Material Damping Ratio 
(%) 
0.0001 1.0 1.5 
0.0003 1.0 1.5 
0.0010 1.0 1.5 
0.0032 0.99 1.8 
0.0100 0.94 2.2 
0.0316 0.82 3.3 
0.1000 0.62 6.0 
0.3162 0.39 10.3 
1.0000 0.16 15.5 
1.3162 0.05 24.0 
Source: Wong and Silva 2004c [DIRS 170446], page 14 
Table 7-24. Dynamic Material Property Curves: Set 4 
Shear Strain 
(%) 
Normalized Shear Modulus 
(G/Gmax) 
Material Damping Ratio 
(%) 
0.0001 1.0 1.0 
0.0003 1.0 1.0 
0.0010 1.0 1.2 
0.0032 0.97 1.64 
0.0100 0.87 2.8 
0.0316 0.68 5.49 
0.1000 0.43 10.2 
0.3162 0.22 16.5 
1.0000 0.09 22.9 
1.3162 0.05 27.0 
Source: Wong and Silva 2004c [DIRS 170446], page 15 
Table 7-25. Dynamic Material Property Curves: Set 5 
Shear Strain 
(%) 
Normalized Shear Modulus 
(G/Gmax) 
Material Damping Ratio 
(%) 
0.0001 1.0 1.0 
0.0003 1.0 1.0 
0.0010 1.0 1.0 
0.0032 1.0 1.0 
0.0100 0.97 1.2 
0.0316 0.9 2.0 
0.1000 0.7 4.0 
0.3162 0.47 8.0 
1.0000 0.25 12.0 
1.3162 0.15 18.0 
Source: Wong and Silva 2004c [DIRS 170446], page 15 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 7-41 November 2004 
Table 7-26. Dynamic Material Property Curves: Set 6 
Shear Strain 
(%) 
Normalized Shear Modulus 
(G/Gmax) 
Material Damping Ratio 
(%) 
0.0001 1.0 0.8 
0.0003 1.0 0.9 
0.0010 1.0 1.0 
0.0032 0.98 1.33 
0.0100 0.9 2.2 
0.0316 0.74 4.36 
0.1000 0.5 8.6 
0.3162 0.27 14.61 
1.0000 0.12 21.2 
1.3162 0.07 25.0 
Source: Wong and Silva 2004c [DIRS 170446], page 15 
7.3.5.2 Modeling Approaches 
The analysis methods chosen for this study are two equivalent-linear models, RASCALS and 
SHAKE (Section 6.1.1), and two nonlinear models, TESS and SUMDES. A brief discussion of 
RASCALS, TESS and SUMDES is presented in Section 7.3.2.2. The equivalent-linear model 
SHAKE is described in Section 6.1.1. 
The soil behavior due to cyclic loading is typically modeled using two approaches: equivalentlinear 
and nonlinear. The two main components of nonlinear analyses are a solution scheme for 
the wave equation and nonlinear soil model. Nonlinear soil models that have been primarily 
developed from laboratory test results and utilized in dynamic analyses include the Ramberg- 
Osgood model, an elasto-plastic model, the hyperbolic model and the Iwan-type model. 
7.3.5.3 Validation Process 
Input parameter values were selected based on the geotechnical data obtained for the Port Island 
site. The information is presented in Tables 7-20 through 7-26. While the geotechnical models 
may not be complete, it was felt that the nature, number, and types of tests performed are those 
typically available and represented an adequate basis for characterizing the dynamic response of 
the sites. 
The process of conducting the comparative site response analysis involved parameter selection, 
initial analyses, and then a review of the comparisons of predicted and observed motions. No 
iterations of input parameters for SHAKE and RASCALS were required. Iterations were allowed 
for the nonlinear models, whichprovided an opportunity to correct any significant errors in 
assigning parameter values. 
The intent was to perform, to the extent possible, a forward prediction at each site using 
measured material properties and implementing the analysis in a structured and consistent 
manner. The results provide a rational basis for evaluating how well the modeling approaches 
perform. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 7-42 November 2004 
7.3.5.4 Results for Port Island Site 
The results from the analysis using the equivalent-linear and nonlinear codes are summarized 
below. 
7.3.5.4.1 Equivalent Linear Analysis 
The results from the equivalent-linear analysis performed using SHAKE and RASCALS are 
presented on Figures 7-48 and 7-49, respectively. Over the entire frequency range there is an 
acceptable match to the observed response spectra. At most frequencies, both SHAKE and 
RASCALS exhibit a slight overprediction. The predicted spectra and time histories are very 
similar between SHAKE and RASCALS. Not unexpectedly, the high-frequency energy apparent 
at the onset off the observed motions is not contained in the predicted motions as the straincompatible 
velocities are constant in time. The predicted PGA values are summarized in Table 
7-27. 
Table 7-27. Comparison of Peak Ground Accelerations Predicted Using SHAKE and RASCALS 
North Comp (g) East Comp (g) 
SHAKE 0.371 (18%) 0.362 (30%) 
RASCALS 0.398 (26%) 0.332 (19%) 
OBSERVED 0.315 0.278 
Source: Wong and Silva 2004c [DIRS 170446], page 30 
NOTE: (12%) - % difference between the observed and predicted values 
7.3.5.4.2 Nonlinear Analysis 
The results from the nonlinear analysis performed using TESS and SUMDES are presented on 
Figures 7-50 and 7-51, respectively. The north component prediction for TESS is a generally 
good fit to the observed spectra with a slight over-prediction between 7 and 30 Hz. The TESS 
prediction for the east component is generally good but introduces broad resonances at about 5 
and 15 Hz. SUMDES response spectra predictions are generally good for both components. The 
changing high-frequency character of the time histories is also captured, especially on the north 
component. The predicted PGA values are summarized in Table 7-28. The predicted time 
histories for both nonlinear models (TESS and SUMDES) appear to best capture the features in 
the observed time histories. 
Table 7-28. Comparison of Peak Ground Accelerations Predicted Using TESS and SUMDES 
North Comp (g) East Comp (g) 
SUMDES 0.321 (2%) 0.261 (6%) 
TESS 0.275 (13%) 0.284(2%) 
OBSERVED 0.315 0.278 
Source: Wong and Silva 2004c [DIRS 170446], page 30 
NOTE: (12%) - % difference between the observed and predicted values 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-43 November 2004 
In summary, the equivalent linear-model RASCALS assuming vertically-propagating S-waves 
models work well for the Port Island data. Both RASCALS and SHAKE adequately predicted 
the response spectra of both surface horizontal components for a site that liquefied and was only 
4 km from the surface projection of the rupture surface of the earthquake. The shear strains for 
the shallow layers at Port Island exceeded those shear strains achieved in the Yucca Mountain 
postclosure evaluation (about 0.7%; Table 7-29). This modeling effort validates the use of 
RASCALS for the high shear strains developed for postclosure. Note that the soil models used 
in the predictions were developed in a forward sense, that is iterations in the development of 
the soil model were not allowed. The equivalent-linear models RASCALS and SHAKE and the 
non-linear models TESS and SUMDES were all in good agreement with the observed Port Island 
spectra indicating that all these models work well at high strains of 1%. These comparisons meet 
the acceptance criteria stated in Section 7.2.5. 
7.4 APPLICABILITY OF SITE RESPONSE VALIDATION MODELING 
APPROACHES TO YUCCA MOUNTAIN 
Ideally, validation of the RVT equivalent-linear site-response model for Yucca Mountain would 
make use of site-specific validation studies for an appropriate range of ground motion levels and 
site conditions. However, the lack of strong ground motion recorded at Yucca Mountain, 
necessitates an appeal to validation of the modeling approach carried out at other locations. 
Successful validation of the modeling approach for a number of different earthquakes and sites, 
as discussed in Section 7.3, provides the needed confidence that the approach is appropriate for 
Yucca Mountain and, with the development of appropriate inputs, the Yucca Mountain site 
response model is also valid. 
As described in Section 6.3, ground motions at Yucca Mountain are determined for the 
emplacement level (Point B) underlying about 300 m (1000 ft) of tuff and for rock and shallow 
soil (Point E) to deep soil (Point D) sites at the Surface Facilities Area. These sites have 
stiffnesses that range from soil-like to competent rock. 
In developing confidence in the Yucca Mountain site response model based on validation at 
other locations, one key factor is the level of peak mean shear-strain reached in the site materials. 
Evaluation of this metric is more appropriate than consideration of initial stiffness or ground 
motion level in assessing applicability of validation studies to Yucca Mountain. Viewed from the 
perspective of strain, there is no essential difference between site-response analyses for rock and 
soil sites. 
The most straightforward validation studies discussed in Section 7.3 are EPRI (1993b [DIRS 
103320], Appendix 6.B) and the confirmation study using Kobe earthquake recordings. By 
using control motions from nearby rock sites or from at-depth sensors in a vertical array, 
ambiguity related to computation of control motions using an additional ground motion model is 
avoided. The sites modeled range from stiff to soft soil, and one (Gilroy #2) was characterized 
by a dipping interface that might be associated with 2D effects not explicitly included in the 1D 
model. In general, the results show that equivalent-linear and nonlinear modeling approaches 
produce similar ground motions and reasonable agreement to the observed data. For the one case 
(Treasure Island) in which agreement with the data is poorer, the outcome does not appear to be 
model dependent, but rather related to the inputs used or site conditions that were not modeled. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 7-44 November 2004 
At Gilroy #2, the results suggest that, even for sites at which 2D effects are expected, the 1D 
approach does a good job of modeling the observed ground motions. Overall, the results provide 
a high level of confidence that the RVT equivalent-linear site-response model is a valid 
approach. 
Shear-strains obtained in the EPRI (1993b [DIRS 103320], Appendix 6.B) validation study and 
those for the Yucca Mountain ground motion modeling described in Section 6 are summarized in 
Tables 7-29 and 7-30 as a basis for comparison. Mean peak shear-strains in the Yucca Mountain 
analyses exceed those for the EPRI (1993b [DIRS 103320], Appendix 6.B) validation study, but 
are at the same level as the vertical array recordings of the Kobe earthquake at Port Island. The 
EPRI study together with the Port Island confirmation study provide strong support for the 
validity of the RVT equivalent-linear site-response modeling approach for application to Yucca 
Mountain 
Table 7-29. Yucca Mountain Peak Predicted Mean Shear-Strains 
Frequency of Exceedance 
(yr-1) 
Median Peak Shear-Strain 
(%) Condition 
5x10-4 0.01 Alluvium 
10-6 0.25 Tuff 
10-7 0.66 Tuff 
Source: Wong and Silva 2004a [DIRS 170443], p. 75 
Table 7-30. Validation Model Approach and Peak Shear-Strains 
Site 
Peak Shear-Strain 
(%) Condition 
Gilroy #2 0.1 Sand/clay 
Treasure Island 0.06 Sand/clay 
Lotung 0.06 Silt/clayey silt 
Port Island 1.00 Sand/gravel 
Source: EPRI 1993b [DIRS 103320], Appendix 6.B; Wong and Silva 2004c [DIRS 170446], p. 32 
As discussed in Sections 6.1.4 and 6.1.6, 2D and 3D effects, such as topographic amplification 
are not explicitly addressed in the site response modeling. Consistent with the state-of-thepractice, 
2D/3D effects are implicitly included in modeling through use of control motions 
determined from the PSHA. That is 2D/3D effects including topographic amplification are 
contained in the aleatory variability about the Point A median attenuation relationships 
developed by the PSHA ground motion experts (CRWMS M&O 1998a [DIRS 103731], Section 
6). U.S. strong motion recording databases (e.g., USGS), which form the bases for the empirical 
attenuation relationships considered by the experts, include records from sites that have been 
subjected to 2D and 3D ground motion effects. Approximately 1/3 of the sites in these strong 
motion databases are rock sites and the remaining 2/3, soil sites. Of the latter, many sites are 
shallow soil sites located at basin edges where 2D/3D effects on ground motions would be 
expected. A significant proportion of the earthquake recordings on rock in the strong motion 
database have probably been impacted by 2D/3D effects due to site locations on topographic 
features. A few examples include (1) the Corralitos site near Santa Cruz, California, located on a 
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MDL-MGR-GS-000003 REV 01 7-45 November 2004 
hillside that recorded the highest peak acceleration in the 1989 Loma Prieta earthquake; (2) the 
well-known Pacoima Dam abutment site that recorded both the 1971 San Fernando and 1994 
Northridge, California, earthquakes; (3) the Tarzana site that also recorded the 1994 Northridge 
as well as 1987 Whittier Narrows earthquakes; and (4) the Pacoima Kagel Canyon station that 
recorded the 1992 Landers, California, earthquake. Although it is accepted that 2D/3D effects 
are probably present at all sites to some extent, validations have clearly indicated that 1D models 
accommodate the significant and stable features of site response (Silva et al. 1996 [DIRS 
110474], Section 7). 
The Silva et al. (1996 [DIRS 110474], Section 5) validation study provides confidence that the 
RVT equivalent-linear site-response modeling approach is valid for use at Yucca Mountain. In 
this study a combined RVT point-source model was coupled to the RVT equivalent-linear siteresponse 
model. Thus, the study does not validate the RVT equivalent-linear approach 
independently of the RVT point-source approach. However, this study examined a larger suite 
of earthquakes (16) and sites (503), and included site-response at both soft-rock (159) and soil 
(344) sites. As discussed in Section 7.3.4, a number of the earthquakes modeled have 
magnitudes similar to those controlling ground motion hazard at Yucca Mountain and produced 
nonlinear response at some sites. This validation study thus increases confidence that the RVT 
equivalent-linear site-response modeling approach is valid for the conditions at Yucca Mountain. 
7.5 INDEPENDENT TECHNICAL REVIEW 
An additional activity to build confidence in the RVT equivalent-linear site response modeling 
approach was an independent technical review. The review was carried out on a first draft of 
Sections 6.1 (Model Description) and 7 (Model Approach Validation) of this report. Drafts of 
Sections 1 (Purpose) and 6.2 (Model Inputs) were also made available to the reviewers as 
background material. Reviewers were selected who were independent of the development, 
checking, and interdisciplinary review of the report. As described in the Technical Work Plan 
(BSC 2004a [DIRS 171850], Section 2.1.4), the reviewers had expertise in one or more of the 
following technical areas: probabilistic seismic hazard analyses, ground motion site response, 
characterization of rock/soil for site response analyses, and use of analysis results. The review 
team consisted of Dr. Ricardo Dobry (consulting geotechnical engineer), Dr. William Foxall, and 
Dr. Lawrence Hutchings (both seismologists with the Hazards Mitigation Center at Lawrence 
Livermore National Laboratory). 
The reviewers concluded that the modeling approach represents the existing state-of-the-art for 
evaluation of site effects at soil and rock sites, including explicit evaluation of uncertainties and 
that the approach is generally appropriate (Younker 2003 [DIRS 163519]). They also stated 
that further validation of the modeling approach for the unique situation at Yucca Mountain 
needs to be addressed. Issues that the reviewers raised have been addressed both by expanding 
and strengthening the discussions of the modeling approach and its validation that were in the 
draft they reviewed and by carrying out the validation confirmation study described in Section 
7.3.5. 
A general issue raised by the reviewers was that discussion of previous validation activities did 
not present sufficient detail on the inputs used. This weakness of the draft for independent 
technical review was rectified in Revision 00 (Section 7.3). Through a clearer discussion of the 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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previous model validation runs, reviewer concerns about the predictive capability of the model 
also are addressed. Care was taken in determining inputs to the RVT equivalent-linear model 
and the nonlinear models such that the validation results are a true test of the models predictive 
capabilities. 
The reviewers also recommended that justification be strengthened for using a combination of a 
1D model and uncertainties in model inputs to simulate ground motions adequately for 
engineering purposes, neglecting 2D and 3D effects. The introduction to Section 6 contains this 
expanded discussion. Multi-dimensional effects are accommodated in the uncertainty associated 
with the control motion that serves as an input to the site response model. 
The reviewers suggested that discussion of validation work reported in Silva et al. (1996 [DIRS 
110474], Section 5) be focused on earthquake magnitudes and distances that control the seismic 
hazard at Yucca Mountain. In the original version that they reviewed, modeling results for 
several earthquakes were highlighted with the intent of focusing on those events with magnitudes 
similar to those controlling seismic hazard at Yucca Mountain and that exhibited nonlinear site 
response at some sites. Section 7.3.4 has been expanded to include additional discussion of those 
specific events and recordings. However, based on the information provided in Silva et al. (1996 
[DIRS 110474], Section 5), it is not possible to filter the results to examine model variability and 
bias for an arbitrary subset of magnitude and distance. 
The case in which high strains are produced in site materials was one area for which the 
reviewers suggested additional validation activities would increase confidence in the RVT 
equivalent-linear site-response model. The comparison of the RVT-equivalent-linear predictions 
against the Port Island records (Section 7.1.5) was in response to this recommendation from the 
reviewers. 
The reviewers also pointed out that the RVT equivalent-linear site-response modeling approach 
has not been validated for Yucca Mountain-specific site conditions. Although strong ground 
motion data are not available at this time for such a comparison because strong ground motions 
have not been recorded at Yucca Mountain, comparisons can be made for recorded weak ground 
motion. 
Finally, the reviewers suggested that modifications to model input should be considered. 
Specifically, they suggested that curves of normalized shear modulus reduction and material 
damping should be modified to reflect material failure at some level of shear strain above 
0.1 percent. While work is underway to address the issue of ground motion saturation at Yucca 
Mountain (BSC 2004c [DIRS 170137]), this work does not directly address model validation. 
Rather it aims at developing more realistic model inputs for Yucca Mountain that will lead to 
more realistic ground motions at annual frequencies of exceedance less than 10-5. 
In summary, the independent technical review of the RVT equivalent-linear site response 
modeling approach concluded that modeling approach is state-of-the-art and generally 
appropriate for its intended use. The reviewers raised a number of issues that have been 
addressed through expanded discussions in this final version of the report. The reviewers also 
recommended some additional activities that could be undertaken to increase the level of 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 7-47 November 2004 
confidence in the model given the unique conditions at Yucca Mountain. One of these 
recommendations has been implemented as described in Section 7.3.5. 
7.6 MODEL VALIDATION SUMMARY 
The major issues involved in the prediction of the effects of site response to strong ground 
motions include a suitable wave propagation model, the in situ strain dependencies of dynamic 
material properties, and how the effects of material nonlinearities are treated computationally. 
All three aspects were treated in EPRI (1993b [DIRS 103320], Appendix 6.B) and confirmation 
study (Section 7.3.5.4) by comparing observed strong ground motions to motions predicted by 
equivalent-linear and nonlinear approaches at three carefully characterized reference sites. 
Reasonably comprehensive geotechnical models based in part on laboratory testing were 
developed for Gilroy #2, Treasure Island, the Lotung, Taiwan LSST, and Port Island, Kobe, 
Japan sites. The sites possess all of the features that are thought necessary to provide a good 
validation: recordings of both high- and low-strain ground motions, a dipping interface at least 
at one site (Gilroy #2), a wide range in material properties from sands and gravels to soft silts 
and stiff clays, deep (70 ft) and shallow (surface) water tables, and a wide range in stiffness from 
deep and stiff at Gilroy #2 to shallow and very soft at Lotung. 
The equivalent-linear (RASCALS) and nonlinear (DESRA, SUMDES, TESS) analyses used 
vertically-propagating S-waves. For strong ground motions, and even weak motions at the 
Lotung LSST site, nonlinear soil response was observed and modeled very well by both the 
equivalent-linear and nonlinear techniques. Both approaches to model the effects of soil 
nonlinearity produced equally good comparisons to recorded ground motions for both response 
spectra and time histories. Analyses at the soil/rock site pair Gilroy #2/Gilroy #1, with a known 
dipping interface between the sites, showed that 2D or 3D effects were small and not important 
in modeling the site response. 
At reference site Treasure Island, computed motions for the Loma Prieta earthquake using the 
Yerba Buena recordings as control motions show a broadband and general underprediction of the 
recorded motions. Either a topographic effect at Yerba Buena Island or a large velocity gradient 
beneath the level of measured velocities at Treasure Island, or both, may be responsible, but the 
results do not appear to be dependent on the modeling approach. Until this issue is resolved, 
uncertainties will remain regarding analyses done with this pair of strong motion recordings. 
The general conclusion resulting from these analyses is that conventional 1D site response 
analyses incorporating equivalent-linear and nonlinear soil behavior based upon careful 
laboratory testing and with reasonably accurate soil profiles can accurately predict the effects of 
soils on strong ground motions. 
The EPRI (1993a [DIRS 103319], Section 6) validation for the vertical-component modeling 
approach was based on recordings of the 1989 Loma Prieta earthquake. Vertical response 
spectra appear to be modeled reasonably well with the 1D linear model. Although validation 
was limited to only one earthquake, the computed uncertainty of the vertical response spectra 
was comparable to horizontal component predictions (EPRI 1993a [DIRS 103319], Section 3). 
Although this model validation approach includes source, path and site response together, the 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 7-48 November 2004 
vertical motion modeling uncertainty was reduced to levels comparable to the horizontal 
component of motion by using the 1D linear modeling approach on the vertical component. 
Further validation of the site response modeling approach is provided by Silva et al. (1996 [DIRS 
110474], Section 5). A total of 16 earthquakes were modeled at 503 sites over the fault distance 
range of about 1 to 177 km (1 to 110 mi) (460 km [290 mi] for Saguenay). Model bias and 
variabilities were estimated for the 16 study earthquakes over all 503 sites for the RVT pointsource 
model/RVT equivalent-linear site-response model. In general, the bias estimates were 
low and the variabilities small. The final bias and variability estimates computed for all the 
earthquakes and over all the sites showed near zero bias for frequencies of about 1 Hz and above. 
The combined model shows a stable and significant negative bias (overprediction) from about 1 
to 0.3 Hz (the approximate low frequency limit of the analyses). The variability estimates are 
generally uniform at about 0.5 to 0.6 (natural log units) at 1 Hz and above. This is considered 
low as the majority of the data are for M < 6.5 and the sites range in distance out to 177 km 
(110 mi) (460 km [290 mi] for Saguenay). 
The combined RVT point-source/RVT equivalent-linear site-response modeling approach using 
vertically-propagating S-waves appears to capture the significant and stable features of crustal 
amplification and site response reflected in strong motion recordings at both soft-rock and 
deep-soil sites. This is a notable result, as the distances ranged out to 177 km (110 mi) (460 km 
[290 mi] for Saguenay) and soil column thickness of up to 1,000 ft. 
The EPRI (1993a [DIRS 103319]) and Silva et al. (1996 [DIRS 110474]) validations of the 
equivalent-linear modeling approach demonstrates the appropriateness of the modeling to shearstrains 
of about 10-3. Modeling of the vertical array motions of the M 6.9 Kobe earthquake 
recorded at Port Island, Japan (Section 7.3.5), provides additional validation of the equivalentlinear 
model at strains that exceed the Yucca Mountain post-closure shear-strains (0.7%). These 
recordings of strong motion in soil were sufficiently strong to induce soil failure. The equivalent 
linear model predictions of response spectra were judged to provide good agreement with the 
observed spectra. The nonlinear model predictions of response spectra did not provide any 
appreciable improvement in predicting response spectra as compared to the equivalent linear 
predictions. This validation of the RVT equivalent-linear modeling approach at higher ground 
motions and higher strains increases confidence in the approach. 
Validation Summary 
The site-response ground motions model has been validated by applying acceptance criteria 
based on an evaluation of the models relative importance to the potential performance of the 
repository system. All validation requirements defined in TWP-MGR-GS-000001 REV 03 ICN 
02 (BSC 2004a [DIRS 171850], Section 2.1.4) have been fulfilled. Requirements for confidence 
building during model development have also been satisfied. The model development activities 
and post-development validation activities described establish the scientific bases for the siteresponse 
ground motion model. Based on this, the site-response ground motion model is 
considered to be sufficiently accurate and adequate for the intended purpose with the stated 
limitations and to the level of confidence required by the models relative importance to the 
potential performance of the repository system. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
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Source: Boore 1983 [DIRS 103317] 
Figure 7-1. Predicted 5%-Damped Response Spectra from Time Domain Simulations (Solid Line) and 
RVT (Dots) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-50 November 2004 
Source: Boore 2003 [DIRS 163706], Figure 19 
Figure 7-2. Simulated Acceleration Time Series and Computed Response of 10-Sec, 5%-Damped 
Oscillator for M 4 and M 7 Earthquakes at a Distance of 10 km 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-51 November 2004 
Source: Boore 2003 [DIRS 163706], Figure 20 
Figure 7-3. Comparison of Simulations of M 4 at 10 km Using Time-Domain Calculations with Differing 
Numbers of Simulations Used with RVT Results Using Two Different Modifications (Boore 
and Joyner [1984] and Liu and Pezeshk [1999]) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-52 November 2004 
Source: Boore, 2003 [DIRS 163706], Figure 21 
Figure 7-4. Comparison of Simulations of M 7 at 10 km Using Time-Domain Calculations with Differing 
Numbers of Simulations Used with RVT Results Using Two Different Modifications (Boore 
and Joyner [1984] [DIRS 163174] and Liu and Pezeshk [1999] [DIRS 163995]) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-53 November 2004 
Source: EPRI 1993b [DIRS 103320]; Appendix 6.B, Figure 6.B-1 
Figure 7-5. Base Case VP and VS Profiles for Reference Site Gilroy #2 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-54 November 2004 
Source: EPRI 1993b [DIRS 103320]; Appendix 6.B, Figure 6.B-3 
NOTE: The curves are based on laboratory testing of undisturbed samples. Typical Seed-Idriss curves are 
shown for reference. 
Figure 7-6. Shear Modulus Reduction and Damping Curves for Reference Site Gilroy #2 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-55 November 2004 
Source: EPRI 1993b [DIRS 103320]; Appendix 6.B, Figure 6.B-13 
Figure 7-7. Comparison of Observed and Predicted Time Histories and 5%-Damped Spectral Accelerations for the Loma Prieta 
Earthquake at Gilroy #2 Using Gilroy #1 Rock Outcrop as Control Motions. RASCAL Equivalent-Linear Analysis 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-56 November 2004 
 Empirical 
- - - - Predicted 
Source: EPRI 1993b [DIRS 103320]; Appendix 6.B, Figure 6.B-17 
Figure 7-8. Comparison of Log Average (Horizontal Components) 5%-Damped Spectral Accelerations 
for the Four Analyses to the Empirical Spectra at Gilroy #2 for the Loma Prieta Earthquake 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-57 November 2004 
Source: EPRI 1993b [DIRS 103320]; Appendix 6.B, Figure 6.B-4 
Figure 7-9. Base Case VP and VS Profiles for Reference Site Treasure Island 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-58 November 2004 
Source: EPRI 1993b [DIRS 103320]; Appendix 6.B, Figure 6.B-6 
NOTE: The curves are based on laboratory testing of undisturbed samples. Typical Seed-Idriss curves are 
shown for reference. 
Figure 7-10. Shear Modulus Reduction and Damping Curves for Reference Site Treasure Island 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-59 November 2004 
Source: EPRI 1993b [DIRS 103320]; Appendix 6.B, Figure 6.B-20 
Figure 7-11. Comparison of Observed and Predicted Time Histories and 5%-Damped Spectral Accelerations for the Loma Prieta 
Earthquake at Treasure Island Using Yerba Buena Island Rock Outcrop as Control Motions. RASCAL Equivalent-Linear 
Analysis 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-60 November 2004 
 Empirical 
- - - - Predicted 
Source: EPRI 1993b [DIRS 103320]; Appendix 6.B, Figure 6.B-24 
Figure 7-12. Comparison of Log Average (Horizontal Components) 5%-Damped Spectral Accelerations 
for the Four Analyses to the Empirical Spectra at Treasure Island for the Loma Prieta 
Earthquake 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-61 November 2004 
Source: EPRI 1993b [DIRS 103320]; Appendix 6.B, Figure 6.B-7 
Figure 7-13. Base Case VP and VS Profiles for Reference Site Lotung LSST 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-62 November 2004 
Source: EPRI 1993b [DIRS 103320]; Appendix 6.B, Figure 6.B-8 
NOTE: The curves are based on laboratory testing of undisturbed samples. Typical Seed-Idriss curves are shown 
for reference. 
Figure 7-14. Shear Modulus Reduction and Damping Curves for Reference Site Lotung LSST 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-63 November 2004 
 Empirical 
- - - - Predicted 
Source: EPRI 1993b [DIRS 103320]; Appendix 6.B, Figure 6.B-68 
Figure 7-15. Comparison of Log Average (Horizontal Components) 5%-Damped Spectral Accelerations 
for the Four Analyses to the Empirical Spectra at Lotung for LSST Event 7 Surface Motions 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-64 November 2004 
 Empirical 
- - - - Predicted 
Source: EPRI 1993b [DIRS 103320]; Appendix 6.B, Figure 6.B-72 
Figure 7-16. Comparison of Log Average (Horizontal Components) 5%-Damped Spectral Accelerations 
for the Four Analyses to the Empirical Spectra at Lotung for LSST Event 16 Surface 
Motions 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-65 November 2004 
 Empirical 
- - - - Predicted 
Source: EPRI 1993a [DIRS 103319]; Section 6, Figure 6-42 
NOTE: Station names list in Table 7-5. 
Figure 7-17a. Comparison of 5%-Damped Vertical-Component Response Spectra for the 1989 Loma 
Prieta Earthquake 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-66 November 2004 
 Empirical 
- - - - Predicted 
Figure 7-17b. Comparison of 5%-Damped Vertical-Component Response Spectra for the 1989 Loma 
Prieta Earthquake 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-67 November 2004 
Source: EPRI 1993a [DIRS 103319]; Section 6, Figure 6-43 
Figure 7-18. Standard Error (Natural Log) of Modeling Uncertainty Computed for the Loma Prieta 
Earthquake Using Vertical Motions 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-68 November 2004 
Source: EPRI 1993a [DIRS 103319]; Section 6, Figure 6-44 
Figure 7-19. Modeling Bias Computed for the Loma Prieta Earthquake Using Vertical Motions 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-69 November 2004 
Source: Silva 1997 [DIRS 163747], Figure 29 
Figure 7-20. Comparison of Western U.S. Empirical and Modeled Vertical-to-Horizontal Response 
Spectral Ratios for M 6.5, Rock Sites 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-70 November 2004 
Source: Silva 1997 [DIRS 163747], Figure 30 
Figure 7-21. Comparison of Western U.S. Empirical and Modeled Vertical-to-Horizontal Response 
Spectral Ratios for M 6.5, Soil Sites 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-71 November 2004 
Source: Silva et al. 1996 [DIRS 110474], Figure 3.1a 
Figure 7-22a. Velocity Profiles for Geomatrix Site Classes 
SHEAR WAVE VELOCITY (FT/SEC) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-72 November 2004 
Source: Silva et al. 1996 [DIRS 110474], Figure 3.1b 
Figure 7-22b. Velocity Profiles for Geomatrix Site Classes 
SHEAR WAVE VELOCITY (FT/SEC) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-73 November 2004 
Source: Silva et al. 1996 [DIRS 110474], Figure 3.2 
Figure 7-23. Velocity Profiles for Geomatrix Site Classes A and B 
SHEAR WAVE VELOCITY (FT/SEC) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-74 November 2004 
Source: Silva et al. 1996 [DIRS 110474], Figure 3.4 
Figure 7-24. Velocity Profiles for Geomatrix Site Classes C and D 
SHEAR WAVE VELOCITY (FT/SEC) SHEAR WAVE VELOCITY (FT/SEC) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-75 November 2004 
Source: Silva et al. 1996 [DIRS 110474], Figure 5.109 
Figure 7-25. Model Bias and Variability for the Imperial Valley Earthquake, All 35 Sites 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-76 November 2004 
Source: Silva et al. 1996 [DIRS 110474], Figure 5.110 
Figure 7-26. Model Bias and Variability for the Imperial Valley Earthquake, 33 Soil Sites 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-77 November 2004 
 Data 
- - - - Model 
Source: Silva et al. 1996 [DIRS 110474], Figure 5.111 
Figure 7-27a. Comparison of Modeled (Dashed) and Observed (Solid) 5%-Damped Acceleration 
Response Spectra for the Imperial Valley Earthquake, All 35 Sites (1 of 3) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 7-78 November 2004 
 Data 
- - - - Model 
Figure 7-27b. Comparison of Modeled (Dashed) and Observed (Solid) 5%-Damped Acceleration 
Response Spectra for the Imperial Valley Earthquake, All 35 Sites (2 of 3) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 7-79 November 2004 
 Data 
- - - - Model 
Figure 7-27c. Comparison of Modeled (Dashed) and Observed (Solid) 5%-Damped Acceleration 
Response Spectra for the Imperial Valley Earthquake, All 35 Sites (3 of 3) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-80 November 2004 
Source: Silva et al. 1996 [DIRS 110474], Figure 5.44 
Figure 7-28. Model Bias and Variability for the Loma Prieta Earthquake, All 53 Sites 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-81 November 2004 
Source: Silva et al. 1996 [DIRS 110474], Figure 5.45 
Figure 7-29. Model Bias and Variability for the Loma Prieta Earthquake, 20 Soil Sites 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-82 November 2004 
Source: Silva et al. 1996 [DIRS 110474], Figure 5.46 
Figure 7-30. Model Bias and Variability for the Loma Prieta Earthquake, 33 Rock Sites 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-83 November 2004 
Source: Silva et al. 1996 [DIRS 110474], Figure 5.47 
Figure 7-31a. Comparison of Modeled and Observed 5%-Damped Acceleration Response Spectra for 
the Loma Prieta Earthquake, All 53 Sites (1 of 5) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 7-84 November 2004 
Figure 7-31b. Comparison of Modeled and Observed 5%-Damped Acceleration Response Spectra for 
the Loma Prieta Earthquake, All 53 Sites (2 of 5) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 7-85 November 2004 
Figure 7-31c. Comparison of Modeled and Observed 5%-Damped Acceleration Response Spectra for 
the Loma Prieta Earthquake, All 53 Sites (3 of 5) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 7-86 November 2004 
Figure 7-31d. Comparison of Modeled and Observed 5%-Damped Acceleration Response Spectra for 
the Loma Prieta Earthquake, All 53 Sites (4 of 5) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
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MDL-MGR-GS-000003 REV 01 7-87 November 2004 
Figure 7-31e. Comparison of Modeled and Observed 5%-Damped Acceleration Response Spectra for 
the Loma Prieta Earthquake, All 53 Sites (5 of 5) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-88 November 2004 
Source: Silva et al. 1996 [DIRS 110474], Figure 5.76 
Figure 7-32. Model Bias and Variability for the Landers Earthquake, All 57 Sites 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-89 November 2004 
Source: Silva et al. 1996 [DIRS 110474], Figure 5.77 
Figure 7-33. Model Bias and Variability for the Landers Earthquake, All 39 Peninsular Range Sites 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-90 November 2004 
Source: Silva et al. 1996 [DIRS 110474], Figure 5.78 
Figure 7-34. Model Bias and Variability for the Landers Earthquake, All 18 Mojave Sites 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-91 November 2004 
Source: Silva et al. 1996 [DIRS 110474], Figure 5.79 
Figure 7-35a. Comparison of Modeled and Observed 5%-Damped Acceleration Response Spectra for 
the Landers Earthquake, All 57 Sites (1 of 5) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-92 November 2004 
Figure 7-35b. Comparison of Modeled and Observed 5%-Damped Acceleration Response Spectra for 
the Landers Earthquake, All 57 Sites (2 of 5) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-93 November 2004 
Figure 7-35c. Comparison of Modeled and Observed 5%-Damped Acceleration Response Spectra for 
the Landers Earthquake, All 57 Sites (3 of 5) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-94 November 2004 
Figure 7-35d. Comparison of Modeled and Observed 5%-Damped Acceleration Response Spectra for 
the Landers Earthquake, All 57 Sites (4 of 5) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-95 November 2004 
Figure 7-35e. Comparison of Modeled and Observed 5%-Damped Acceleration Response Spectra for 
the Landers Earthquake, All 57 Sites (5 of 5) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-96 November 2004 
Source: Silva et al. 1996 [DIRS 110474], Figure 5.141 
Figure 7-36. Model Bias and Variability for the Little Skull Mountain Earthquake, All 8 Sites 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-97 November 2004 
Source: Silva et al. 1996 [DIRS 110474], Figure 5.142 
Figure 7-37. Comparison of Modeled and Observed 5%-Damped Acceleration Response Spectra for the 
Little Skull Mountain Earthquake, All 8 Sites 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-98 November 2004 
Source: Silva et al. 1996 [DIRS 110474], Figure 5.3 
Figure 7-38. Model and Bias Variability for the Northridge Earthquake, All 94 Sites 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-99 November 2004 
 Data 
- - - - Model 
Source: Silva et al. 1996 [DIRS 110474], Figure 5.6 
Figure 7-39a. Comparison of Modeled and Observed 5%-Damped Acceleration Response Spectra for 
the Northridge Earthquake, All 94 Sites (1 of 8) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-100 November 2004 
 Data 
- - - - Model 
Figure 7-39b. Comparison of Modeled and Observed 5%-Damped Acceleration Response Spectra for 
the Northridge Earthquake, All 94 Sites (2 of 8) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-101 November 2004 
 Data 
- - - - Model 
Figure 7-39c. Comparison of Modeled and Observed 5%-Damped Acceleration Response Spectra for 
the Northridge Earthquake, All 94 Sites (3 of 8) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-102 November 2004 
 Data 
- - - - Model 
Figure 7-39d. Comparison of Modeled and Observed 5%-Damped Acceleration Response Spectra for 
the Northridge Earthquake, All 94 Sites (4 of 8) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-103 November 2004 
 Data 
- - - - Model 
Figure 7-39e. Comparison of Modeled and Observed 5%-Damped Acceleration Response Spectra for 
the Northridge Earthquake, All 94 Sites (5 of 8) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-104 November 2004 
Figure 7-39f. Comparison of Modeled and Observed 5%-Damped Acceleration Response Spectra for 
the Northridge Earthquake, All 94 Sites (6 of 8) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-105 November 2004 
 Data 
- - - - Model 
Figure 7-39g. Comparison of Modeled and Observed 5%-Damped Acceleration Response Spectra 
for the Northridge Earthquake, All 94 Sites (7 of 8) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-106 November 2004 
Figure 7-39h. Comparison of Modeled and Observed 5%-Damped Acceleration Response Spectra for 
the Northridge Earthquake, All 94 Sites (8 of 8) 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-107 November 2004 
Source: Silva et al. 1996 [DIRS 110474], Figure 5.4 
Figure 7-40. Model Bias and Variability for the Northridge Earthquake, 71 Soil Sites 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-108 November 2004 
Source: Silva et al. 1996 [DIRS 110474], Figure 5.5 
Figure 7-41. Model Bias and Variability for the Northridge Earthquake, 23 Rock Sites 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-109 November 2004 
Source: Silva et al. 1996 [DIRS 110474], Figure 5.152 
Figure 7-42. Model Bias and Variability for All 16 Earthquakes Studied, All 503 Sites 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-110 November 2004 
Source: Silva et al. 1996 [DIRS 110474], Figure 5.153 
Figure 7-43. Model Bias and Variability for All 16 Earthquakes Studied, All 344 Soil Sites 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-111 November 2004 
Source: Silva et al. 1996 [DIRS 110474], Figure 5.154 
Figure 7-44. Model Bias and Variability for All 16 Earthquakes Studied, All 159 Rock Sites 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-112 November 2004 
-0.8 
-0.4
0 
0.4 
0.8 
Acc (g) 
0 10 20 30 40 50 
-0.8 
-0.4
0 
0.4 
0.8 
Acc (g) 
East-West Component 
Recorded @ Surface 
North-South Component 
Recorded @ Surface 
-0.8 
-0.4
0 
0.4 
0.8 
Acc (g) 
0 10 20 30 40 50 
Time (s) 
-0.8 
-0.4
0 
0.4 
0.8 
Acc (g) 
East-West Component 
Recorded @ Depth = 83m 
North-South Component 
Recorded @ Depth = 83m 
Source: Wong and Silva 2004c [DIRS 170446], page 31 
Figure 7-45. Recorded Horizontal Acceleration Time Histories at Port Island at Depths of 0 and 83 m, 
1995 Kobe Earthquake 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-113 November 2004 
Source: Chung et al. 1996 [DIRS 171465], Figure 2.3.2 
Figure 7-46. Representative Soil Boring From Port Island Showing Fill Overlying Natural Soils 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-114 November 2004 
0.0001 0.001 0.01 0.1 1 
Shearing Strain (Percent) 
0 
0.2 
0.4 
0.6 
0.8
1 
Normalized Shear Modulus 
0
0.2 
0.4 
0.6 
0.8 
1 
0.0001 0.001 0.01 0.1 1 
Shearing Strain (Percent) 
0
4
8 
12 
16 
20 
24 
28 
Damping Ratio 
0
4
8
12 
16 
20 
24 
28 
Set 1 
Set 2 
Set 3 
Set 4 
Set 5 
Set 6 
Source: Wong and Silva 2004c [DIRS 170446], page 16 
Figure 7-47. Modulus Reduction and Damping Curves Used in Equivalent Linear Models Analyses 
Set 1  Decomposed Granite Fill (0-12.6 m); 
Set 2  Sandy Gravel (12.6-19 m); 
Set 3  Clay (19-27 m); 
Set 4  Sand and Sandy Gravel (27-61 m); 
Set 5  Clay (61-79 m); 
Set 6  Sandy Gravel (79-85 m) 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-115 November 2004 
Source: _Wong and Silva 2004d [DIRS 170446], page 20 
Figure 7-48. Comparison of Observed and Predicted Motions at Port Island Using SHAKE, Kobe, Port Island Surface 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-116 November 2004 
Source: Wong and Silva 2004d [DIRS 170446], page 18 
Figure 7-49. Comparison of Observed and Predicted Motions at Port Island Using RASCALS, Kobe, Port Island Surface 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-117 November 2004 
Source: Wong and Silva 2004d [DIRS 170446], page 22 
Figure 7-50. Comparison of Observed and Predicted Motions at Port Island Using TESS, Kobe, Port Island Surface 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 7-118 November 2004 
Source: _Wong and Silva 2004d [DIRS 170446], page 29 
Figure 7-51. Comparison of Observed and Predicted Motions at Port Island Using SUMDES, Kobe, Port Island Surface 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 8-1 November 2004 
8. CONCLUSIONS 
An RVT equivalent-linear site-response model has been used to develop seismic inputs for use in 
preclosure design analyses and analyses supporting assessment of postclosure performance. The 
overall modeling activity includes analyses to determine model inputs (Section 6.2). The 
modeling activity also includes implementation of the model itself to compute preclosure seismic 
design response spectra and strain-compatible soil properties with annual frequencies of 
exceedance of 10-3, 5x10-4, and 10-4 (Sections 6.3.1 and 6.3.2). In addition, the model is used to 
determine peak ground velocities for postclosure analysis with annual frequencies of exceedance 
of 10-4, 10-5, 10-6, and 10-7 (Section 6.3.1). On the basis of these model results, additional 
analyses were carried out to produce seismic time histories for all annual frequencies of 
exceedance considered in this report (Section 6.3.2). For preclosure design analyses, five threecomponent 
sets of time histories are developed for annual frequencies of exceedance of 10-3 and 
5x10-4 and one three-component set is developed for an annual frequency of exceedance of 10-4. 
These time histories were developed such that their response spectra are a close match to the 
design response spectra (Sections 6.3.2.1 and 6.3.2.2). For postclosure analyses, several 
approaches to time history development are followed (Section 6.3.2.3). Characteristics of the 
suites of postclosure time histories are summarized in Table 8-1. Results from all approaches are 
considered appropriate for postclosure analyses and reflect various degrees of compromise 
between achieving goals of matching the emplacement level target spectrum and preserving the 
observed variability in recorded ground motions. 
Table 8-1. Time Histories for Postclosure Assessment 
Annual Exceedance 
Frequency 
Number of Time 
Histories in Suite Characteristics 
10-5 17 Scaled to Point B PGV maintaining intercomponent 
correlation 
Spectrally conditioned to Point B spectral shape 
10-6 17 All components scaled to Point B PGV 
No spectral conditioning 
10-6 17 Scaled to Point B PGV maintaining intercomponent 
correlation 
Spectrally conditioned to Point A spectral shape 
10-7 17 Scaled to Point B PGV maintaining intercomponent 
correlation 
Spectrally conditioned to Point A spectral shape 
10-7 17 Scaled to Point B PGV maintaining intercomponent 
correlation 
Spectrally conditioned to Point B spectral shape 
Design response spectra and time histories developed for the Surface Facilities Area (Points D 
and E) are based on site velocity data from that portion of the Waste Handling Building Site 
Characterization Area that lies southwest of the Exile Hill splay fault. In a sensitivity study, 
ground motions for the area to the northeast of the Exile Hill fault splay (Point F) were also 
evaluated on the basis of available data (Section 6.3.5). For horizontal motions the ratio of the 
Point F response spectrum to the design response spectrum ranges from about 0.9 to 1.0. For 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 8-2 November 2004 
vertical ground motion, the Point F response spectrum exceeds the design response spectrum for 
frequencies less than about 30 Hz with the response spectral ratio ranging from about 1.0 to 1.15. 
This report also describes ground motion inputs associated with potential igneous dike intrusions 
at Yucca Mountain. A deterministic analysis is carried out based on an assessed range of 
maximum magnitude earthquakes (M 4.8, M 5.8, and M 6.2) for an igneous dike intrusion and 
using the site-specific ground motion attenuation results from the PSHA for Yucca Mountain. 
Acceleration response spectra are documented in Section 6.5. Using median ground motion 
results from the PSHA, horizontal PGA ranges from 0.14 g for an M 4.8 earthquake to 0.39 g for 
an M 6.2 earthquake. If 84th percentile ground motions are used, the corresponding values are 
0.28 g and 0.70 g. 
Intermediate and final results developed during this modeling activity that have been submitted 
to the TDMS are summarized in Table 8-2. These data were developed using scientific 
notebooks and were submitted to the TDMS as they were developed. They are, therefore, not 
Product Output of this report. Some intermediate results discussed in Section 6.2 were deemed 
inappropriate for submittal to the TDMS. One data submittal derived from this modeling and 
analysis work is considered Product Output. That data submittal consists of the input and output 
files produced during the modeling and analysis activities and is submitted as Model Warehouse 
Data (DTN TBD). 
Table 8-2. Results of Modeling Activity Submitted to the Technical Data Management System 
Description Data Tracking Number Report Section 
Intermediate Results 
Extended Hazard Curves for the PSHA Reference 
Rock Outcrop (Point A) 
MO03061E9PSHA1.000 6.2.2.2 
Uniform Hazard Spectra MO0401MWDRPSHA.000 [DIRS 166962] 
(10-3, 10-4) 
MO0208UNHZ5X10.000 [DIRS 163722] 
(5x10-4) 
MO0308UNHAZ105.000 [DIRS 170425] 
(10-5) 
MO0206UNHAZ106.001 [DIRS 163723] 
(10-6) 
MO0209UNHAZ107.000 [DIRS 163724] 
(10-7) 
6.2.2.3 
Reference Earthquakes and Associated Response 
Spectra 
MO0211REDES103.000 [DIRS 170424] 
(10-3) 
MO0208UNHZ5X10.000 [DIRS 163722] 
(5x10-4) 
MO0211DERES104.000 [DIRS 170423] 
(10-4) 
MO0308UNHAZ105.000 [DIRS 170425] 
(10-5) 
MO0206UNHAZ106.001 [DIRS 163723] 
(10-6) 
MO0209UNHAZ107.000 [DIRS 163724] 
(10-7) 
6.2.2.4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 8-3 November 2004 
Description Data Tracking Number Report Section 
Deaggregation of PSHA Results for Peak Ground 
Velocity 
MO0404PGVAPSHA.000 [DIRS 170436] 
(10-4) 
MO0309PGVDEAGG.000 [DIRS 170426] 
(10-5) 
MO0208PGVDEAG6.001 [DIRS 164203] 
(10-6) 
MO0210PGVD1E07.000 [DIRS 164205] 
(10-7) 
6.2.2.4 
Deaggregation Earthquakes and Associated 
Response Spectra 
MO0211REDES103.000 [DIRS 170424] 
(10-3) 
MO0208UNHZ5X10.000 [DIRS 163722] 
(5x10-4) 
MO0211DERES104.000 [DIRS 170423] 
(10-4) 
MO0308UNHAZ105.000 [DIRS 170425] 
(10-5) 
MO0206UNHAZ106.001 [DIRS 163723] 
(10-6) 
MO0209UNHAZ107.000 [DIRS 163724] 
(10-7) 
6.2.2.5 
Velocity (VP and VS) profiles for Repository Block 
tuff 
MO0206SASWVSP1.001 [DIRS 163777] 6.2.3.3 
Velocity (VP and VS) profiles for Surface Facilities 
Area tuff and alluvium 
MO0209VELPRWHB.000 [DIRS 163798] 6.2.3.4 
Velocity Correlation Parameters for the Repository 
Block and the Surface Facilities Area 
MO0208VCPRBWHB.000 [DIRS 163801] 6.2.3.6 
Normalized Shear Modulus Reduction and 
Material Damping Curves as a Function of Shear 
Strain for Tuff, and Alluvium 
MO0403SDIAWHBC.003 [DIRS 170434] 6.2.4.3 
Final Results 
Response Spectra for the Waste Emplacement 
Level (Point B) 
MO0405SDSTPNTB.001 [DIRS 169851] 
(10-3) 
MO0407SDARS104.001 [DIRS 
170683](5x10-4) 
MO0306SDSAVDTH.000 [DIRS 164033] 
(10-4) 
MO0312SEPRSRLB.019 [DIRS 170427] 
(10-5) 
MO04065DSRSPTB.000 [DIRS 170506] 
(10-6) 
6.3.1.2, 6.3.1.4 
Response Spectra for the Surface Facilities Area 
(Points D and E) 
MO0410SDSDE103.002 [DIRS 172236] 
(10-3) 
MO0410SDSTMHIS.005 [DIRS 172237] 
(5x10-4) 
MO0410WHBDF104.002 [DIRS 172238] 
(10-4) 
6.3.1.3 
Strain Compatible Soil Properties for the Surface 
Facilities Area (Points D and E) 
MO0404SPCDAMPD.001 [DIRS 169344] 
(10-3) 
MO0403SPWHB5E4.005 [DIRS 168376] 
(5x10-4) 
MO0403SCSPSFAD.001 [DIRS 169342] 
(10-4) 
6.3.2.2 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 8-4 November 2004 
Description Data Tracking Number Report Section 
Peak Ground Velocity for the Waste Emplacement 
Level (Point B) 
MO0404PGVRL104.000 [DIRS 170437] 
(10-4) 
MO0401SEPPGVRL.022 [DIRS 169099] 
(10-5) 
MO0303DPGVB106.002 [DIRS 162712] 
(10-6) 
MO0210PGVPB107.000 [DIRS 162713] 
(10-7) 
6.3.1.2.3 
6.3.1.4.1 
6.3.1.4.2 
6.3.1.4.3 
Peak Ground Acceleration, Peak Ground Velocity, 
Strains, and Curvatures as a Function of Depth 
(Point C to Point B) 
MO0408PGAPGVSC.001 [DIRS 171434] 6.3.4.3 
Time Histories (1 three-component set) Spectrally 
Matched to the Target Response Spectrum for the 
Waste Emplacement Level (Point B) 
MO0405SDSTPNTB.001 [DIRS 169851] 
(10-3) 
MO0407TMHIS104.003 [DIRS 
170599](5x10-4) 
MO0306SDSAVDTH.000 [DIRS 164033] 
(10-4) 
6.3.2.1.1 
6.3.2.1.2 
6.3.2.1.3 
Time Histories Spectrally Matched to the Target 
Response Spectrum for the Surface Facilities Area 
(Points D and E) 
10-3: 5 three-component sets 
5x10-4: 5 three-component sets 
10-4: 1 three-component set 
MO0410SDSDE103.002 [DIRS 172236] 
(10-3) 
MO0410SDSTMHIS.005 [DIRS 172237] 
(5x10-4) 
MO0410WHBDF104.002 [DIRS 172238] 
(10-4) 
6.3.2.2.1 
6.3.2.2.2 
6.3.2.2.3 
Time Histories (17 three-component sets) Scaled 
to Peak Ground Velocity for the Waste 
Emplacement Level (Point B) 
MO0301TMHIS106.001 [DIRS 161868] 
(10-6) 
6.3.2.3.1 
Time Histories (17 three-component sets) Weakly 
Conditioned to the PSHA Reference Rock Outcrop 
(Point A) Spectrum and Scaled to Peak Ground 
Velocity for the Waste Emplacement Level (Point 
B) 
MO0403AVDSC106.001 [DIRS 168891] 
(10-6) 
MO0403AVTMH107.003 [DIRS 168892] 
(10-7) 
6.3.2.3.1 
6.3.2.3.2 
Time Histories (17 three-component sets) Weakly 
Conditioned to the Waste Emplacement Level 
(Point B) Target Spectrum and Scaled to Peak 
Ground Velocity for the Waste Emplacement Level 
(Point B) 
MO0402AVDTM105.001 [DIRS 168890] 
(10-5) 
MO0301TMHSB107.000 [DIRS 164207] 
(10-7) 
6.3.2.3.3 
6.3.2.3.2 
Acceptance CriteriaThe work described in this report addresses acceptance criteria from the 
Yucca Mountain Review Plan, Final Report (NRC 2003 [DIRS 163274]). Relevant acceptance 
criteria are identified in Section 4.2. Table 8-3 lists the acceptance criteria and indicates how 
they have been addressed. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 8-5 November 2004 
Table 8-3. Summary of Applicable Yucca Mountain Review Plan, Final Report Acceptance Criteria and 
How They are Addressed in this Report 
Yucca Mountain Review Plan, Final Report 
Acceptance Criteria 
Summary of How Acceptance Criteria are Addressed 
in this Report 
Section 1.5.3: 
1. The General Information section of the license 
application contains an adequate description of site 
characterization activities. 
In accordance with part 1 of acceptance criterion 1, this 
report as a whole provides an overview of the site 
characterization activity to develop seismic inputs for use 
in preclosure design and postclosure performance 
analyses. 
2. The General Information section of the license 
applications contains an adequate description of site 
characterization results. 
In accordance with part 1 of acceptance criterion 2, 
Sections 6.2 and 6.3 address the features and processes 
that generate seismic ground motions at Yucca Mountain. 
In accordance with part 2 of acceptance criterion 2, 
Sections 6.2 and 6.3 also address the seismic ground 
motions that have the potential to occur in the future at 
Yucca Mountain. 
Section 2.1.1.5.1.3: 
1. Consequence analyses adequately assess 
normal operations and Category 1 event sequences, 
as well as factors that allow an event sequence to 
propagate within the Geologic Repository 
Operations Area. 
In accordance with part 1 of acceptance criterion 1, 
Sections 6.3.1.2, 6.3.1.3, 6.3.2.1, and 6.3.2.2 provide 
seismic inputs that represent the seismic hazard for 
preclosure consequence analyses. 
2. Consequence calculations adequately assess the 
consequences to workers and members of the 
public from normal operations and Category 1 event 
sequences. 
In accordance with part 1 of acceptance criterion 2, 
Sections 6.2 and 6.3 provide the technical bases for 
seismic inputs used in preclosure consequence analyses. 
In accordance with part 3 of acceptance criterion 2, 
Sections 6.2 and 6.3 describe the development of sitespecific 
seismic inputs and explains how uncertainties are 
treated. 
3. The Dose to Workers and Members of the Public 
From Normal Operations and Category 1 Event 
Sequences is Within the Limits Specified in 10 CFR 
63.111(a). 
In accordance with part 1 of acceptance criterion 3, 
Sections 6.2 and 6.3 provide information needed to 
address seismic hazards in preclosure consequence 
analyses. 
Section 2.1.1.5.2.3 
1. Consequence analyses include Category 2 event 
sequences as well as factors that allow an event 
sequence to propagate within the geologic 
repository operations area. 
In accordance with part 1 of acceptance criterion 1, 
Sections 6.3.1.2, 6.3.1.3, 6.3.2.1, and 6.3.2.2 provide 
seismic inputs that represent the seismic hazard for 
preclosure consequence analyses. 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 8-6 November 2004 
Yucca Mountain Review Plan, Final Report 
Acceptance Criteria 
Summary of How Acceptance Criteria are Addressed 
in this Report 
2. Consequence calculations adequately assess the 
consequences to members of the public from 
Category 2 event sequences. 
In accordance with part 1 of acceptance criterion 2, 
Sections 6.2 and 6.3 provide the technical bases for 
seismic inputs used in preclosure consequence analyses. 
In accordance with part 3 of acceptance criterion 2, 
Sections 6.2 and 6.3 describe the development of sitespecific 
seismic inputs and explains how uncertainties are 
treated. 
3. The dose to hypothetical members of the public 
from category 2 event sequences is within the limits 
specified in 10 CFR 63.111(b)(2). 
In accordance with part 1 of acceptance criterion 3, 
Sections 6.2 and 6.3 provide information needed to 
address seismic hazards in preclosure consequence 
analyses. 
Section 2.1.1.1.3 
5. The license application contains descriptions of 
the site geology and seismology adequate to permit 
evaluation of the preclosure safety analysis and the 
Geologic Repository Operations Area design. 
In accordance with part 6 of acceptance criterion 5, 
Sections 6.2 and 6.3 address the characterization of 
vibratory ground motions for the repository site. By basing 
seismic inputs on the results of the PSHA for Yucca 
Mountain, the results take into account uncertainties and 
randomness in seismic sources and ground motion. 
Section 2.1.1.3.3 
1. Technical basis and assumptions for methods for 
identification of hazards and initiating events are 
adequate. 
In accordance with part 1 of acceptance criterion 1, 
Section 6.3 describes how development of seismic inputs 
is carried out using McGuire et al. (2001 [DIRS 157510]), 
NRC (1989a [DIRS 165110]), and NRC (1989b [DIRS 
165111]). 
In accordance with part 2 of acceptance criterion 1, 
Section 6.3 describes exceptions taken to the guidance 
mentioned with respect to part 1 above and provides the 
technical basis for exceptions. 
In accordance with part 3 of acceptance criterion 1, 
Sections 6.2 and 6.3 describe the development of seismic 
inputs taking into account site data uncertainty and 
randomness. 
In accordance with part 4 of acceptance criterion 1, 
Section 6.1 describes modeling assumptions and provides 
their technical basis. Validation of modeling assumptions 
is described in Section 7. 
2. Site data and system information are 
appropriately used in identification of hazards and 
initiating events. 
In accordance with part 1 of acceptance criterion 2, 
Section 6.2 describes the use of site-specific data in 
determining inputs used for modeling and analyses to 
develop seismic inputs. 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 8-7 November 2004 
Yucca Mountain Review Plan, Final Report 
Acceptance Criteria 
Summary of How Acceptance Criteria are Addressed 
in this Report 
3. Determination of frequency or probability of 
occurrence of hazards and initiating events is 
acceptable. 
In accordance with part 1 of acceptance criterion 3, 
Sections 6.2 and 6.3 describe how site-response modeling 
to develop seismic inputs is carried out such that sitespecific 
seismic inputs are consistent with the hazard level 
of the control motions. The sections also describe how 
uncertainty and randomness in input data is incorporated 
in the process. 
In accordance with part 3 of acceptance criterion 3, 
Section 7 describes validation of the random vibration 
theory-based, equivalent-linear site-response model. 
4. Adequate technical bases for the inclusion and 
exclusion of hazards and initiating events are 
provided. 
In accordance with part 1 of acceptance criterion 4, 
Sections 6.2 and 6.3 provide the technical basis for 
seismic inputs that characterize the seismic hazard at 
Yucca Mountain. Seismic inputs are developed consistent 
with the available site-specific data. 
In accordance with part 2 of acceptance criterion 4, 
Sections 6.2 and 6.3 describe how uncertainties are 
incorporated into the modeling and analyses carried out to 
develop seismic inputs. 
Section 2.1.1.7.3.2 
1. Geologic repository operations area design 
methodologies are adequate. 
In accordance with part 4 of acceptance criterion 1, 
development of seismic inputs take into account McGuire 
et al. (2001 [DIRS 157510]), NRC (1989a [DIRS 165110]), 
and NRC (1989b [DIRS 165111]). Exceptions to the 
guidance and recommendations are documented in 
Sections 6.2 and 6.3 and their technical basis provided. 
Section 2.2.1.2.2.3 
1. Events are adequately defined. 
In accordance with part 1 of acceptance criterion 1, 
Section 6.2 and 6.3 address development of seismic inputs 
for various annual frequencies of exceedance. 
In accordance with part 2 of acceptance criterion 1, 
Sections 6.2 and 6.3 indicate that the PSHA provides the 
basis for the control motions used in site response 
modeling. The PSHA assessments are based on the 
historical record, paleoseismic studies, and geological 
analyses. Development of seismic time histories relies on 
historically recorded strong ground motion data. 
2. Probability estimates for future events are 
supported by appropriate technical bases. 
In accordance with part 1 of acceptance criterion 2, 
Sections 6.2 and 6.3 indicate that the PSHA provides the 
basis for the control motions used in site response 
modeling. The PSHA assessments are based on past 
patterns of seismicity and seismic characteristics for the 
Yucca Mountain vicinity. 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 8-8 November 2004 
Yucca Mountain Review Plan, Final Report 
Acceptance Criteria 
Summary of How Acceptance Criteria are Addressed 
in this Report 
3. Probability model support is adequate. In accordance with part 1 of acceptance criterion 3, 
Section 6.2 describes how control motions for site 
response modeling are based on the PSHA for Yucca 
Mountain. The PSHA considered analog data from the 
Basin and Range province, historical seismicity within 300 
km of Yucca Mountain, and tectonic models that were 
consistent with available data. 
4. Probability model parameters have been 
adequately established. 
In accordance with part 1 of acceptance criterion 4, 
Section 6.2 describes the technical justification for 
parameter inputs used in ground motion site-response 
modeling. It describes how those parameter values are 
determined from available site-specific data. 
5. Uncertainty in event probability is adequately 
evaluated. 
In accordance with part 1 of acceptance criterion 5, 
Sections 6.2 and 6.3 describe how uncertainties and 
randomness in model input parameters are addressed in 
the development of seismic inputs for various annual 
frequencies of exceedance. 
Section 2.2.1.3.2.3 
2. Data are sufficient for model justification. 
In accordance with part 1 of acceptance criterion 2, 
Sections 6.2 and 6.3 provide justification for seismic inputs 
to be used in evaluation of mechanical disruption of 
engineered barriers. 
In accordance with part 3 of acceptance criterion 2, 
Section 6.2 describes how data are used to determine 
inputs for ground motion site-response modeling. 
3. Data uncertainty is characterized and propagated 
through the model abstraction. 
In accordance with part 1 of acceptance criterion 3, 
Sections 6.2 provides the technical basis for determining 
inputs to ground motion site-response modeling. The 
section also, along with Section 6.3, describes how data 
uncertainties and randomness are addressed. 
In accordance with part 2 of acceptance criterion 3, 
Sections 6.1 and Section 7 describe the random vibration 
theory-based equivalent-linear site-response model and its 
validation. Determination of input parameter values on the 
basis of site-specific data is described in Section 6.2. 
In accordance with part 3 of acceptance criterion 3, 
Sections 6.2 and 6.3 describe how data uncertainties and 
randomness are incorporated in the site-response 
modeling and analyses. 
VariabilityAs defined in this report (Section 6.2.1.1), variability consists of two components: 
uncertainty and randomness. In the work described here, care has been taken to appropriately 
address parametric variability. Variability in the ground motions that form input to the model 
(the control motions) is incorporated into the PSHA results on which the control motions are 
based (Section 6.2.2.7). Incorporation of this variability results in mean ground motion hazard 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 8-9 November 2004 
values that are very high for low annual frequencies of exceedance. While these uncertainties 
reflect the scientific communitys current understanding of ground motion hazard uncertainty 
and randomness, they result in large asymmetric uncertainties in ground motion hazard at low 
annual frequencies of exceedance. As a consequence, ground motion values corresponding to 
mean annual frequencies of 10-6 and lower are unphysically large. 
Variability in velocity profiles at Yucca Mountain is addressed in two ways (Section 6.2.3.5). 
First, for the Repository Block, two base case profiles are used in site-response modeling to 
account for velocity uncertainty. Different data sets suggest two different velocity profiles, so 
both are used. Also, professional judgement is used to adjust upward the upper-range base case 
profile to account for limited spatial coverage by velocity measurements in some portions of the 
repository outline. For the Surface Facilities Area, consistent with the available data, a single set 
of VS and VP base case profiles is used for tuff, and alluvium. For the Repository Block, model 
results for the two base case profiles are enveloped. 
Second, randomness in velocity across the Yucca Mountain site is accommodated by using 
multiple random profiles in modeling. Sixty randomized profiles are generated on the basis of 
each base case profile, consistent with observed randomness and velocity correlation statistics. 
Model results for the suite of profiles are averaged. 
Variability in nonlinear dynamic material properties is treated similarly to that for velocity 
profiles (Section 6.2.4.5). Uncertainty in the mean curves for normalized shear modulus 
reduction and material damping is accommodated through the use of two base case curves each 
for tuff and alluvium. Randomness in dynamic material properties is addressed by using 
multiple random curves in modeling. As for the velocity profiles, 60 randomized curves are 
generated for each base case curve. Model results for the suite of randomized curves are 
averaged. Model results for different base case curves are enveloped. 
Within a probabilistic framework, the annual frequency of a given level of ground motion being 
exceeded is obtained by integrating over all input parameters. The hazard can be deaggregated 
into a distribution of potential earthquakes with different combinations of magnitude and 
distance. The range of earthquake magnitudes and distances contributing to ground motion at a 
particular annual exceedance level is incorporated into the modeling process through the use of 
deaggregation earthquakes (Section 6.2.2.5). Differences in the nonlinear behavior of site 
materials related to the different spectral content of different magnitude earthquakes is captured 
in the modeling by using each deaggregation earthquake as the control motion in a suite of model 
runs. Modeling results for the deaggregation earthquakes are combined using a weighted 
average. 
The range of magnitude-distance combinations contributing to ground motion hazard at a 
particular annual exceedance frequency is also addressed in development of ground motion time 
histories (Section 6.3.2). In analyzing the performance of engineered barrier system items under 
loading by ground motions with low annual exceedance frequencies (e.g., 10-5,10-6, 10-7), it is 
desirable to use a suite of time histories that reflects the range of magnitudes contributing to the 
hazard. Thus, recorded strong motion accelerograms that serve as the basis for the suite of 
developed time histories are selected to reflect a range of magnitudes and distances similar to 
that determined from the hazard results (Section 6.3.2.3). 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 8-10 November 2004 
While, for some cases, conditioning of the basis accelerograms to reflect either a reference rock 
outcrop (Point A) or emplacement level (Point B) target spectrum was carried out, only a weak 
match was imposed (Section 6.3.2.3). This approach represents a compromise between the goals 
of matching the target spectrum and maintaining the diversity of the observed ground motions. 
In developing time histories for postclosure analyses, inter-component randomness is preserved 
(Section 6.3.2.3). That is, scaling to PGV was done so as to maintain the correlation between the 
two horizontal components and the vertical components inherent in the original recording. This 
approach contributes to the large ground motions determined for low annual exceedance 
frequencies. No bounds were placed on the output of the scaling operation; inter-component 
correlation observed for the recorded levels of ground motion were taken as appropriate at the 
higher, scaled levels of ground motion. 
Restrictions on Use  There are no restrictions on the use of results from these modeling and 
analysis activities. 
Recommendations  The following recommendation applies to the results of these modeling 
and analysis activities: 
 It is recommended that time history set #15 developed for postclosure analyses (annual 
frequencies of exceedance of 10-5, 10-6, and 10-7) be used with caution. The strong 
motion record upon which this time history set is based (recorded at station TCU025 
located a distance of 50 km from the Chi-Chi, Taiwan earthquake of M 7.6) is 
anomalous with respect to the western U.S. empirical attenuation relations used by the 
PSHA ground motion experts in their estimation of the Yucca Mountain ground motions 
(Section 6.3.2.3.1). 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 9-1 November 2004 
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Journal of Geophysical Research, 89, (7), pp 5733-5762. [Washington, D.C.]: 
American Geophysical Union. TIC: 223264 
158656 Stepp, J.C.; Wong, I.; Whitney, J.; Quittmeyer, R.; Abrahamson, N.; Toro, G.; 
Youngs, R.; Coppersmith, K.; Savy, J.; and Sullivan, T. 2001. Probabilistic 
Seismic Hazard Analyses for Ground Motions and Fault Displacement at Yucca 
Mountain, Nevada. Earthquake Spectra, 17, (1), 113-151. [Oakland, California: 
Earthquake Engineering Research Institute]. TIC: 250931. 
107635 Stokoe, K.; Darendeli, M.B.; and Moulin, B.S. 1998. Laboratory Evaluation of 
the Dynamic Properties of Intact Tuff Specimens from the Yucca Mountain Site. 
Geotechnical Engineering Report GR98-1. Austin, Texas: University of Texas at 
Austin. ACC: MOL.19990827.0153. 
170521 Stokoe, K.H.; Rosenblad, B.L.; Wong, I.G.; Bay, J.A.; Thomas, P.A.; and Silva, W.J. 
2004. Deep VS Profiling Along the Top of Yucca Mountain Using a Vibroseis 
Source and Surface Waves. 13th World Conference on Earthquake Engineering, 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 9-16 November 2004 
Vancouver, B.C., Canada, August 1-6, 2004. Paper No. 538, Ottawa, Ontario, 
Canada: Canadian Society of Earthquake Engineering. TIC: 256632. 
164689 Stokoe, K.H., II and Valle, C. 2003. Dynamic Laboratory Tests: Naturally 
Cemented Sand from Capitol Aggregates Site, Austin, Texas. Summary Report: 
GR-03-5. Austin, Texas: University of Texas at Austin, College of Engineering. 
TIC: 254998. 
157265 Stokoe, K.H., II; Wright, S.G.; Bay, J.A.; and Roesset, J.M. 1994. 
Characterization of Geotechnical Sites by SASW Method. Volume Prepared by 
ISSMFE Technical Committee # 10 for XIII ICSMFE, 1994, New Delhi, India. 
Woods, R.D., ed. New York, New York: International Science Publisher. 
TIC: 251421. 
163661 Streeter, V.L.; Wylie, E.B.; and Richart, F.E. Jr. 1974.  Soil Motion 
Computations by Characteristics Method. Journal of the Geotechnical 
Engineering Division, 100, (GT3), 247-263. New York, New York: America 
Society of Civil Engineers. TIC: 254814. 
163182 Su, F.; Aki, K.; Teng, T.; Zeng, Y.; Koyanagi, S.; and Mayeda, K. 1992. The 
Relation Between Site Amplification Factor and Surficial Geology in Central 
California. Bulletin of the Seismological Society of America, 82, (2), 580-602. 
[El Cerrito, California]: Seismological Society of America. TIC: 254672. 
100087 Su, F.; Anderson, J.G.; Brune, J.N.; and Zeng, Y. 1996. A Comparison of Direct 
S-Wave and Coda-Wave Site Amplification Determined from Aftershocks of the 
Little Skull Mountain Earthquake. Bulletin of the Seismological Society of 
America, 86, (4), 1006-1018. El Cerrito, California: Seismological Society of 
America. TIC: 236585. 
163663 Taylor, P.W. and Larkin, T.J. 1978. Seismic Site Response of Nonlinear Soil 
Media. Journal of the Geotechnical Engineering Division, 104, (GT3), 369-383. 
New York, New York: American Society of Civil Engineers. TIC: 254813. 
163720 Toro, G.R. 2003. PSHA Calculations for Annual Exceedance Probabilities as 
Low as 1E-9. Scientific Notebook SN-M&O-SCI-038-V1. 
ACC: MOL.20030723.0324; MOL.20030723.0325; MOL.20030723.0326; 
MOL.20030723.0327. 
172034 Toro, G.R. 2004. PSHA Calculations for Annual Exceedance Probabilities as 
Low as 1E-9 [partial submittal]. Scientific Notebook SN-M&O-SCI-038-V2. 
Pages 1-90. ACC: MOL.20040816.0180; MOL.20041025.0043; 
MOL.20040816.0181; MOL.20040816.0182; MOL.20040816.0183; 
MOL.20040816.0184; MOL.20040816.0185; MOL.20040816.0186; 
MOL.20040816.0187; MOL.20040816.0188; MOL.20040816.0189; 
MOL.20040816.0190; MOL.20040816.0191; MOL.20040816.0192; 
MOL.20040816.0193; MOL.20040816.0194; MOL.20040816.0195; 
MOL.20040816.0196; MOL.20040816.0197; MOL.20040816.0198; 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 9-17 November 2004 
MOL.20040816.0199; MOL.20040816.0200; MOL.20040816.0201; 
MOL.20040816.0202; MOL.20040816.0203; MOL.20040816.0204; 
MOL.20040816.0205; MOL.20040816.0206; MOL.20040816.0207; 
MOL.20040816.0208; MOL.20040816.0209; MOL.20040816.0210; 
MOL.20040816.0211; MOL.20040816.0212; MOL.20040816.0213; 
MOL.20040816.0214; MOL.20040816.0215; MOL.20040816.0216; 
MOL.20040816.0217; MOL.20040816.0218; MOL.20040816.0219; 
MOL.20040816.0220; MOL.20040816.0221; MOL.20040816.0222; 
MOL.20040816.0223; MOL.20040816.0224; MOL.20040816.0225; 
MOL.20040816.0226; MOL.20040816.0227; MOL.20040816.0228; 
MOL.20040816.0229; MOL.20040816.0230; MOL.20040816.0231; 
MOL.20040816.0232; MOL.20040816.0233; MOL.20040816.0234; 
MOL.20040816.0235; MOL.20040816.0236; MOL.20040816.0237; 
MOL.20040816.0238; MOL.20041025.0044; MOL.20041025.0045; 
MOL.20041025.0046; MOL.20041025.0047; MOL.20041025.0048; 
MOL.20041025.0049; MOL.20041025.0050; MOL.20041025.0051; 
MOL.20041025.0052; MOL.20041025.0053; MOL.20041025.0054; 
MOL.20041025.0055; MOL.20041025.0056. 
163181 Tucker, B.E. and King, J.L. 1984. Dependence of Sediment-Filled Valley 
Response on the Input Amplitude and the Valley Properties. Bulletin of the 
Seismological Society of America, 74, (1), 153-165. [El Cerrito, California]: 
Seismological Society of America. TIC: 254682. 
163890 Van Hoff, D.J. 1993. Evaluation of the Dynamic Properties of Artificially 
Cemented Sand at Low Confining Pressures. Masters thesis. Austin, Texas: 
University of Texas at Austin. TIC: 254684. 
170522 von Seggern, D. 2004. Borehole Accelerometer Array Observations Near the 
North Portal of the ESF. TR-04-001. Las Vegas, Nevada: University and 
Community College. System of Nevada. ACC: MOL.20040819.0022. 
164084 Wald, D.J. and Heaton, T.H. 1994a. A Dislocation Model of the 1994 Northridge, 
California, Earthquake Determined from Strong Ground Motions. Open-File 
Report 94-278. Pasadena, California: U.S. Geological Survey. TIC: 254820. 
164085 Wald, D.J. and Heaton, T.H. 1994b. Spatial and Temporal Distribution of Slip 
for the 1992 Landers, California, Earthquake. Bulletin of the Seismological 
Society of America, 84, (3), 668-691. [El Cerrito, California: Seismological 
Society of America]. TIC: 254815. 
164086 Wald, D.J.; Helmberger, D.V.; and Heaton, T.H. 1991. Rupture Model of the 
1989 Loma Prieta Earthquake for the Inversion of Strong-Motion and Broadband 
and Teleseismic Data. Bulletin of the Seismological Society of America, 81, (5), 
1540-1572. [El Cerrito, California: Seismological Society of America]. 
TIC: 254817. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 9-18 November 2004 
107201 Wells, D.L. and Coppersmith, K.J. 1994. New Empirical Relationships Among 
Magnitude, Rupture Length, Rupture Width, Rupture Area, and Surface 
Displacement. Bulletin of the Seismological Society of America, 84, (4), 974- 
1002. El Cerrito, California: Seismological Society of America. TIC: 226273 
163926 Wesnousky, S.G. 1986. Earthquakes, Quaternary Faults, and Seismic Hazard in 
California. Journal of Geophysical Research, 91, (B12), 12,587-12,631. 
[Washington, D.C.]: American Geophysical Union. TIC: 241686. 
163671 Wiggins, J.H., Jr. 1964. Effect of Site Conditions on Earthquake Intensity. 
Journal of the Structural Division, 90, (ST2), 279-313. [New York, New York]: 
American Society of Civil Engineers. TIC: 254666. 
105550 Wong, I.; Kelson, K.; Olig, S.; Kolbe, T.; Hemphill-Haley, M.; Bott, J.; Green, 
R.; Kanakari, H.; Sawyer, J.; Silva, W.; Stark, C.; Haraden, C.; Fenton, C.; Unruh, 
J.; Gardner, J.; Reneau, S.; and House, L. 1995. Seismic Hazards Evaluation of 
the Los Alamos National Laboratory. Volume 1. Oakland, California: 
Woodward-Clyde Federal Services. TIC: 247191. 
163201 Wong, I. and Silva, W., 2003. Development of Seismic Design Ground Motion 
Inputs. Scientific Notebook SN-M&O-SCI-037-V1. 
ACC: MOL.20030324.0235. 
170443 Wong, I. and Silva, W., 2004a. Development of Seismic Design Ground Motion 
Inputs. Scientific Notebook SN-M&O-SCI-037-V2. Pages 1-60 Pages 61-143. 
ACC: MOL.20040914.0069. 
170444 Wong, I. and Silva, W., 2004b. Development of Seismic Design Ground Motion 
Inputs. Scientific Notebook SN-M&O-SCI-037-V3. Pages 1-77 Pages 72-125. 
ACC: MOL.20031027.0158; MOL.20040918.0004. 
170446 Wong, I. and Silva, W., 2004c. Ground Motion Site Response Model 
Confirmation Studies. Scientific Notebook SN-M&O-SCI-046-V1. 
ACC: MOL.20040914.0168. 
172075 Wong, I. and Silva, W., 2004d. Development of Seismic Design Ground Motion 
Inputs [partial submittal]. Scientific Notebook SN-M&O-SCI-037-V4. Pages 1- 
62. ACC: MOL.20040918.0002; MOL.20041029.0033. 
163848 Wong, I.G. and Toro, G.R. 2003. Statistical Analysis of Velocity Profiles at the 
Repository Block and at the Potential Site of the Waste Handling Building. 
Scientific Notebook SN-M&O-SCI-036-V1. ACC: MOL.20030723.0322; 
MOL.20030723.0323. 
170544 Wong. I.; Olig, S.; Dober, M.; Silva, W.; Wright, D.; Thomas, P.; Gregor, N.; 
Sanford, A.; Lin, K.; and Love, D. 2004. Earthquake Scenario and Probabilistic 
Ground-Shaking Hazard Maps for the Albuquerque-Belen-Santa Fe, New 
Mexico, corridor. New Mexico Geology, 26, (1), 3-33. Albuquerque, New 
Mexico: New Mexico Bureau Geology and Mineral Resources. TIC: 256271. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 9-19 November 2004 
163672 Wood, H.O. 1908. Distribution of Apparent Intensity in San Francisco. 
Volume I of The California Earthquake of April 18, 1906, Report of the State 
Earthquake Investigation Commission, 220-245. Washington, DC: Carnegie 
Institute of Washington. TIC: 254840. 
163519 Younker, J. 2003. Independent Technical Review of the RVT-Based Equivalent 
Linear Site Response Model by R. Dobry, W. Foxall, and L. Hutchings. E-mail 
from J. Younker to R. Quittmeyer, August 29, 2003, with attachment. 
ACC: MOL.20031014.0163; MOL.20030602.0392. 
100521 YMP (Yucca Mountain Site Characterization Project). 1997a. Preclosure Seismic 
Design Methodology for a Geologic Repository at Yucca Mountain. Topical 
Report YMP/TR-003-NP, Rev. 2. Las Vegas, Nevada: Yucca Mountain Site 
Characterization Office. ACC: MOL.19971009.0412. 
100522 YMP (Yucca Mountain Site Characterization Project). 1997b. Methodology to 
Assess Fault Displacement and Vibratory Ground Motion Hazards at Yucca 
Mountain. Topical Report YMP/TR-002-NP, Rev. 1. Las Vegas, Nevada: 
Yucca Mountain Site Characterization Office. ACC: MOL.19971016.0777. 
154817 YMP (Yucca Mountain Site Characterization Project) 2001. Q-List. 
YMP/90-55Q, Rev. 7. Las Vegas, Nevada: Yucca Mountain Site 
Characterization Office. ACC: MOL.20010409.0366. 
9.2 STATUTES AND REGULATIONS 
126059 10 CFR 60. 1999. Energy: Disposal of High-Level Radioactive Wastes in 
Geologic Repositories. Readily available. 
156605 10 CFR 63. Energy: Disposal of High-Level Radioactive Wastes in a Geologic 
Repository at Yucca Mountain, Nevada. Readily available. 
9.3 DATA 
158242 GS020483114233.004. Geotechnical Field and Laboratory Test Results from 
Waste Handling Building Foundation Investigation. Submittal date: 04/15/2002. 
159542 GS020783114233.005. Gradation Analysis Test Results and Graphical Plots 
from Tests Performed on Materials Excavated from In-Situ Density Test 
Locations in Test Pits from the Waste Handling Building Foundation 
Investigations. Submittal date: 07/23/2002. 
164561 GS030783114233.001. Geotechnical Borehole Logs for the Waste Handling 
Building, Yucca Mountain Project, Nevada Test Site, Nevada, Version 7/16/03. 
Submittal date: 07/23/2003. 
152631 GS990908314224.010. Geology of the ECRB Cross Drift: Graphical Data. 
Submittal date: 09/14/1999. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 9-20 November 2004 
170768 LA0407DK831811.001. Physical Parameters of Basaltic Magma and Eruption 
Phenomena. Submittal date: 07/15/2004 
164559 LB0306VSP95DAT.001. Processed VSP and Velocity Survey Data: UZ#16, 
NRG-6, WT-2, RF-4, RF-7A,SD-12, G-2, G-4. Submittal date: 06/25/2003. 
149092 MO0004MWDRIFM3.002. Results of the Yucca Mountain Probabilistic Seismic 
Hazard Analysis (PSHA). Submittal date: 04/14/2000. 
153777 MO0012MWDGFM02.002. Geologic Framework Model (FGM2000). Submittal 
date: 12/18/2000. 
157295 MO0110DVDBOREH.000. Downhole Velocity Data from Boreholes RF-13 and 
RF-17. Submittal date: 10/17/2001. 
158076 MO0110SASWVDYM.000. SASW Velocity Data from the Top of Yucca 
Mountain. Submittal date: 10/02/2001. 
157969 MO0110SASWWHBS.000. SASW Velocity Data from the Waste Handling 
Building Site Characterization Area. Submittal date: 10/02/2001. 
157296 MO0111DVDWHBSC.001. Downhole Velocity Data at the Waste Handling 
Building Site Characterization Area. Submittal date: 11/08/2001. 
158078 MO0202DVDWHBSC.002. Downhole Velocity Data from the Top of Yucca 
Mountain. Submittal date: 02/11/2002. 
158082 MO0203DHRSSWHB.001. Dynamic Laboratory Test Data for Rock and Soil 
Samples from the Waste Handling Building Site Characterization Area. 
Submittal date: 03/19/2002. 
158084 MO0203SEPSASWD.000. SASW Velocity Data from the Top of Yucca 
Mountain. Submittal date: 03/28/2002. 
159744 MO0204RIB00130.000. Rock Bulk Density (Dry). Submittal date: 04/03/2002. 
158086 MO0204SEISDWHB.001. Suspension Seismic Data for Borehole UE-25 RF#13 
at the Waste Handling Building Site Characterization Area. Submittal date: 
04/08/2002. 
158088 MO0204SEPBSWHB.001. Borehole Suspension Data for Waste Handling 
Building Site Characterization Area. Submittal date: 04/10/2002. 
158125 MO0204SEPGAMDM.000. Statistical Analysis of Gamma-Gamma Density 
Measurements by Lithostratigraphic Unit. Submittal date: 04/22/2002. 
159081 MO0206SASWROCK.000. SASW Velocity Data from Rock Sites on the Crest 
of Yucca Mountain and in the ESF. Submittal date: 06/19/2002. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 9-21 November 2004 
163777 MO0206SASWVSP1.001. Velocity Profiles for the Repository Block. Submittal 
date: 06/03/2002. 
163723 MO0206UNHAZ106.001. Uniform Hazard, Reference Event and Deaggregation 
Event Spectra at 10-6 Annual Exceedance Frequency Based on the Probabilistic 
Seismic Hazard Analyses for Yucca Mountain. Submittal date: 06/03/2002. 
164203 MO0208PGVDEAG6.001. PGV Deaggregation at 10-6 Annual Exceedance 
Frequency. Submittal date: 08/19/2002. 
163722 MO0208UNHZ5X10.000. Uniform Hazard, Reference Event and Deaggregation 
Event Spectra at 5x10-4 Annual Exceedance Frequency Based on the Results of 
the Probabilistic Seismic Hazard Analyses for Yucca Mountain. Submittal 
date: 08/06/2002. 
163801 MO0208VCPRBWHB.000. Velocity Correlation Parameters for the Yucca 
Mountain Repository Block and Waste Handling Building Site. Submittal 
date: 08/20/2002. 
163724 MO0209UNHAZ107.000. Uniform Hazard, Reference Event and Deaggregation 
Event Spectra at 10-7 Annual Exceedance Frequency Based on the Results of the 
Probabilistic Seismic Hazard Analyses for Yucca Mountain. Submittal 
date: 09/25/2002. 
163798 MO0209VELPRWHB.000. Velocity Profiles for the Waste Handling Building 
Site Characterization Area. Submittal date: 09/23/2002. 
164205 MO0210PGVD1E07.000. PGV Deaggregation at 10-7 Annual Exceedance 
Frequency. Submittal date: 10/10/2002. 
162713 MO0210PGVPB107.000. Design Peak Ground Velocity for the Repository Level 
(Point B) at 10-7 Annual Exceedance Probability. Submittal date: 10/17/2002. 
170423 MO0211DERES104.000. Reference Event and Deaggregation Event Spectra at 
10-4 Annual Exceedance Frequency Based on the Results of the Probabilistic 
Seismic Hazard Analyses for Yucca Mountain. Submittal date: 11/04/2002. 
170424 MO0211REDES103.000. Reference Event and Deaggregation Event Spectra at 
10-3 Annual Exceedance Frequency Based on the Results of the Probabilistic 
Seismic Hazard Analyses for Yucca Mountain. Submittal date: 11/04/2002. 
165935 MO0301DPGVB106.001. Design Peak Ground Velocity For The Repository 
Level (Point B) At 10-6 Annual Exceedance Probability. Submittal date: 
01/22/2003. 
161868 MO0301TMHIS106.001. Acceleration, Velocity, and Displacement Time 
Histories for the Repository Level at 10-6 Annual Exceedance Frequency. 
Submittal date: 01/28/2003. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 9-22 November 2004 
164207 MO0301TMHSB107.000. Time Histories Spectrally Conditioned To Point B For 
The Repository Level At 10-7 Annual Exceedance Frequency. Submittal 
date: 01/20/2003. 
162712 MO0303DPGVB106.002. Design Peak Ground Velocity for the Repository 
Level (Point B) at 10-6 Annual Exceedance Probability. Submittal date: 
03/10/2003. 
163721 MO03061E9PSHA1.000. Spectral Acceleration and Velocity Hazard Curves 
Extended to 1E-9 Based on the Results of the PSHA for Yucca Mountain. 
Submittal date: 06/09/2003. 
164033 MO0306SDSAVDTH.000. Seismic Design Spectra and Acceleration, Velocity, 
and Displacement Time Histories for the Emplacement Level at 10-4 Annual 
Exceedance Frequency. Submittal date: 06/26/2003. 
170425 MO0308UNHAZ105.000. Uniform Hazard, Reference Event and Deaggregation 
Event Spectra at 10-5 Annual Exceedance Frequency Based on the Results of the 
Probabilistic Seismic Hazard Analyses for Yucca Mountain. Submittal date: 
08/06/2003. 
170426 MO0309PGVDEAGG.000. PGV Deaggregation at 10-5 Annual Exceedance 
Frequency. Submittal date: 09/09/2003. 
170427 MO0312SEPRSRLB.019. 5% Damped Response Spectra for the Emplacement 
Level (Point B) at 10-5 Annual Exceedance Frequency. Submittal date: 
02/18/2003. 
166962 MO0401MWDRPSHA.000. Results of the Yucca Mountain Probabilistic 
Seismic Hazard Analysis (PSHA). Submittal date: 01/21/2004. 
169099 MO0401SEPPGVRL.022. Preliminary Seismic Design Peak Ground Velocity for 
the Repository Level (Point B) for 10-5 Annual Exceedance Probability. 
Submittal date: 01/26/2004. 
168890 MO0402AVDTM105.001. Acceleration, Velocity, and Displacement Time 
Histories for the Repository Level at 10-5 Annual Exceedance Frequency. 
Submittal date: 02/09/2004. 
168891 MO0403AVDSC106.001. Acceleration, Velocity, and Displacement Time 
Histories for the Repository Level at 10-6 Annual Exceedance Frequency. 
Submittal Date: 03/22/2004. 
168892 MO0403AVTMH107.003. Acceleration, Velocity, and Displacement Time 
Histories for the Repository Level at 10-7 Annual Exceedance Frequency. 
Submittal date: 03/22/2004 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 9-23 November 2004 
169342 MO0403SCSPSFAD.001. Strain Compatible Soil Properties for the Surface 
Facilities Area (Point D) at 10-4 Annual Exceedance Frequency. Submittal date: 
03/15/2004. 
170434 MO0403SDIAWHBC.003. Normalized Shear Modulus and Material Damping 
Versus Shearing Strain Curves for Rock, Alluvium, and Engineered Fill for 
Seismic Input Analyses. Submittal date: 03/26/2004. 
168376 MO0403SPWHB5E4.005. Strain Compatible Soil Properties for the Surface 
Facilities Area (Point D) at 5E-4 Annual Exceedance Frequency. Submittal date: 
03/15/2004. 
170436 MO0404PGVAPSHA.000. Peak Ground Velocity (PGV) for Point A From the 
PSHA at 10-4 Annual Exceedance Frequency. Submittal date: 04/14/2004. 
170437 MO0404PGVRL104.000. Peak Ground Velocity for the Repository Level (Point 
B) at 10-4 Annual Exceedance Frequency. Submittal date: 04/23/2004. 
169344 MO0404SPCDAMPD.001. Strain Compatible Soil Properties for the Surface 
Facilities Area (Point D) at 10-3 Annual Exceedance Frequency. Submittal date: 
04/19/2004. 
169851 MO0405SDSTPNTB.001. Seismic Design Spectra (5% Damped) and Time 
Histories for the Emplacement Level (Point B) at 10-3 Annual Exceedance 
Frequency. Submittal date: 05/03/2004. 
170506 MO04065DSRSPTB.000. 5% Damped Response Spectra for the Emplacement 
Level (Point B) at 10-6 Annual Exceedance Frequency. Submittal date: 
06/29/2004. Imaging in process. 
170683 MO0407SDARS104.001. Seismic Design Spectra (5% Damped) for the 
Emplacement Level (Point B) at 5x10-4 Annual Exceedance Frequency. 
Submittal date: 07/14/2004. 
170760 MO0407SEPFEPLA.000. LA FEP List. Submittal date: 07/20/2004. 
170599 MO0407TMHIS104.003. Acceleration, Velocity, and Displacement Time 
Histories for the Emplacement Level (Point B) at 5X10-4 Annual Exceedance 
Frequency. Submittal date: 07/15/2004. 
171434 MO0408PGAPGVSC.001. Peak Ground Acceleration, Peak Ground Velocity, 
Strains and Curvatures as a Function of Depth for Yucca Mountain 
Corresponding to 1E-3, 5E-4, and 1E-4 Annual Exceedance Frequency. Submittal 
date: 08/18/2004 
172236 MO0410SDSDE103.002. Seismic Design Spectra and Time Histories for the 
Surface Facilities Area (Point D/E) at 10-3 Annual Exceedance Frequency. 
Submittal date: 11/02/2004. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 9-24 November 2004 
172218 MO0410SDSEHFSF.002. Response Spectra for the Surface Facilities Area North 
of Exile Hill Fault Splay (Point F) at 5E-4 Annual Exceedance Frequency. 
Submittal date: 10/08/2004. 
172237 MO0410SDSTMHIS.005. Seismic Design Spectra and Acceleration, Velocity, 
and Displacement Time Histories for the Waste Handling Building Site 
Characterization Area (Points D and E Less than 20 Ft of Soil) for 5x10-4 Annual 
Exceedance Frequency. Submittal date: 02/09/2004. 
172238 MO0410WHBDF104.002. Seismic Design Spectra and Time Histories for the 
Surface Facilities Area (Point D/E) at 10-4 Annual Exceedance Frequency. 
Submittal date: 11/02/2004. 
103792 MO9905LABDYNRS.000. Laboratory Dynamic Rock/Soil Testing UE-25 
RF #13. Submittal date: 05/06/1999. 
150042 SNL01A05059301.002. Thermal Conductivity Data from USW NRG-6 Drillhole 
Samples from Depth of 28.8 ft. to 987.0 ft. Submittal date: 07/15/1994. 
109002 SNL01A05059301.005. Laboratory Thermal Conductivity Data for Boreholes 
UE25 NRG-4, NRG-5; USW NRG-6 and NRG-7/7A. Submittal 
date: 02/07/1996. 
108415 SNL02030193001.004. Mechanical Properties Data for Drillhole USW NRG-6 
Samples from Depth 462.3 ft. to 1085.0 ft. Submittal date: 08/05/1993. 
108416 SNL02030193001.012. Mechanical Properties Data for Drillhole UE25 NRG-5 
Samples from Depth 847.2 ft. to 896.5 ft. Submittal date: 12/02/1993. 
108431 SNL02030193001.019. Mechanical Properties Data for Drillhole USW NRG- 
7/7A Samples from Depth 507.4 ft. to 881.0 ft. Submittal date: 06/29/1994. 
108432 SNL02030193001.020. Mechanical Properties Data for Drillhole USW NRG- 
7/7A Samples from Depth 554.7 ft. to 1450.1 ft. Submittal date: 07/25/1994. 
108433 SNL02030193001.021. Mechanical Properties Data (Ultrasonic Velocities, Static 
Elastic Properties, Triaxial Strength, Dry Bulk Density & Porosity) for Drillhole 
USW NRG-7/7A Samples from Depth 345.0 ft. to 1408.6 ft. Submittal 
date: 02/16/1995. 
9.4 SOFTWARE 
167994 Dynamic Graphics 2000. Software Code: EARTHVISION. Version 5.1. SGI/IRIX 
6.5. 10174-5.1-00. 
163293 Pacific Engineering and Analysis 2002a. Software Code: BASE4. Version 4.0. 
PC, DOS 6.22. 10940-4.0-00. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 9-25 November 2004 
163295 Pacific Engineering and Analysis 2002b. Software Code: CORBB. Version 1.0. 
PC, DOS 6.22. 10941-1.0-00. 
163304 Pacific Engineering and Analysis 2002c. Software Code: INTEG1. Version 1.0. 
PC, DOS 6.22. 10943-1.0-00. 
163305 Pacific Engineering and Analysis 2002d. Software Code: INTERPOL. Version 
1.0. PC, DOS 6.22. 10944-1.0-00. 
163308 Pacific Engineering and Analysis 2002e. Software Code: LOGNORM. Version 
1.0. PC, DOS 6.22. 10384-1.0-00. 
163309 Pacific Engineering and Analysis 2002f. Software Code: MAXMIN. Version 1.0. 
PC, DOS 6.22. 10945-1.0-00. 
163313 Pacific Engineering and Analysis 2002g. Software Code: NORM. Version 1.01. 
PC, DOS 6.22. 10386-1.01-00. 
163314 Pacific Engineering and Analysis 2002h. Software Code: PARINP. Version 1.1. 
PC, DOS 6.22. 10387-1.1-00. 
163315 Pacific Engineering and Analysis 2002i. Software Code: RANPAR. Version 2.0. 
PC, DOS 6.22. 10486-2.0-00. 
163367 Pacific Engineering and Analysis 2002j. Software Code: RASCALP. Version 2.01. 
PC, DOS 6.22. 10388-2.01-00. 
163316 Pacific Engineering and Analysis 2002k. Software Code: RASCALP. Version 
2.02. PC, DOS 6.22. 10388-2.02-00. 
163317 Pacific Engineering and Analysis 2002l. Software Code: RASCALS. Version 5.4. 
PC, DOS 6.22. 10389-5.4-00. 
163319 Pacific Engineering and Analysis 2002m. Software Code: SCALE1. Version 1.0. 
PC, DOS 6.22. 10946-1.0-00. 
163320 Pacific Engineering and Analysis 2002n. Software Code: SMRATIO. Version 1.0. 
PC, DOS 6.22. 10917-1.0-00. 
163322 Pacific Engineering and Analysis 2002o. Software Code: SPMEAN. Version 1.0. 
PC, DOS 6.22. 10918-1.0-00. 
163325 Pacific Engineering and Analysis 2002p. Software Code: VELAVG. Version 1.0. 
PC, DOS 6.22. 10390-1.0-00. 
163326 Pacific Engineering and Analysis 2002q. Software Code: XYMULT. Version 1.0. 
PC, DOS 6.22. 10919-1.0-00. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 9-26 November 2004 
163303 Pacific Engineering and Analysis 2003a. Software Code: DUR. Version 1.0. PC, 
DOS 6.22. 10942-1.0-00. 
163318 Pacific Engineering and Analysis 2003b. Software Code: REPLOT. Version 1.0. 
PC, DOS 6.22. 10949-1.0-00. 
163321 Pacific Engineering and Analysis 2003c. Software Code: SPCTLR. Version 1.0. 
PC, DOS 6.22. 10947-1.0-00. 
170442 Pacific Engineering and Analysis 2003d. Software Code: RANPAR. Version 2.1. 
PC, DOS 6.22. 10486-2.1-00. 
170313 Pacific Engineering and Analysis 2004. Software Code: LOGNORM. Version 
1.01. PC, DOS 6.22. 10384-1.01-00. 
163365 Risk Engineering, Inc. 2000a. Software Code: FRISK88. Version 2.0. HP-735, 
HP-UX 10.01. 10139-2.0-00. 
163312 Risk Engineering, Inc. 2000d. Software Code: MRE88. Version 1.0. HP-735. 
HP-UX 10.01. 10140-1.0-00. 
163361 Risk Engineering, Inc. 2000b. Software Code: POST88. Version 1.0. HP-735, 
HP-UX 10.01. 10136-1.0-00. 
163362 Risk Engineering, Inc. 2000c. Software Code: PREP88. Version 1.0. HP-735, 
HP-UX 10.01. 10138-1.0-00. 
163294 Risk Engineering, Inc. 2002a. Software Code: CMB_FRAC. Version 2.0. HP-735, 
HP-UX 10.01. 10464-2.0-00. 
163302 Risk Engineering, Inc. 2002b. Software Code: DESIGN_EVENTS. Version 1.0. 
PC, DOS 6.22. 10362-1.0-00. 
163307 Risk Engineering, Inc. 2002c. Software Code: LAYERING. Version 1.0. PC, 
Windows 98. 10648-1.0-00. 
163310 Risk Engineering, Inc. 2002d. Software Code: MEAN. Version 1.1. HP-735, 
HP-UX 10.01. 10463-1.1-00. 
163323 Risk Engineering, Inc. 2002e. Software Code: VEL_SIMUL. Version 1.0. PC, 
Windows 98. 10647-1.0-00. 
163324 Risk Engineering, Inc. 2002f. Software Code: VEL_STAT. Version 1.0. PC, 
Windows 98. 10646-1.0-00. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 November 2004 
APPENDIX I 
DOCUMENTATION OF THE USE OF COMMERCIAL-OFF-THE-SHELF SOFTWARE 
PROGRAMS 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 November 2004 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 I-1 November 2004 
Appendix I consists of a CD-Rom that contains documentation of the use of commercial-off-the-self 
software programs. 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
2MDL-MGR-GS-000003 REV 01 I-2 November 2004 
INTENTIONALLY LEFT BLANK 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 November 2004 
APPENDIX II 
ACCELERATION, VELOCITY, AND DISPLACEMENT TIME HISTORIES
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 November 2004 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-1 November 2004 
0 10 20 30 40 50 
-0.15 
-0.1 
-0.05
0 
0.05 
0.1 
0.15 
Acceleration (g) 
0 10 20 30 40 50 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-10
0 
10 
Displacement (cm) 
DTN: MO0405SDSTPNTB.001 [DIRS 169851] 
Figure II-1. Point B Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-2 November 2004 
0 10 20 30 40 50 
-0.4 
-0.2
0 
0.2 
0.4 
Acceleration (g) 
0 10 20 30 40 50 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-10
0 
10 
Displacement (cm) 
DTN: MO0405SDSTPNTB.001 [DIRS 169851] 
Figure II-2. Point B Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-3 November 2004 
0 10 20 30 40 50 
-0.15 
-0.1 
-0.05
0 
0.05 
0.1 
0.15 
Acceleration (g) 
0 10 20 30 40 50 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-10
0 
10 
Displacement (cm) 
DTN: MO0405SDSTPNTB.001 [DIRS 169851] 
Figure II-3. Point B Vertical Time Histories at an Annual Exceedance Probability of 10-3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-4 November 2004 
0 10 20 30 40 50 
-0.2 
-0.1
0 
0.1 
0.2 
Acceleration (g) 
0 10 20 30 40 50 
-20 
-10
0 
10 
20 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-10
0 
10 
Displacement (cm) 
DTN: MO0407TMHIS104.003 [DIRS 170599] 
Figure II-4. Point B Horizontal-1 Time Histories at an Annual Exceedance Probability of 5x10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-5 November 2004 
0 10 20 30 40 50 
-0.2 
-0.1
0 
0.1 
0.2 
Acceleration (g) 
0 10 20 30 40 50 
-20 
-10
0 
10 
20 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-10
0 
10 
Displacement (cm) 
DTN: MO0407TMHIS104.003 [DIRS 170599] 
Figure II-5. Point B Horizontal-2 Time Histories at an Annual Exceedance Probability of 5x10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-6 November 2004 
0 10 20 30 40 50 
-0.8 
-0.4
0 
0.4 
0.8 
Acceleration (g) 
0 10 20 30 40 50 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-10
0 
10 
Displacement (cm) 
DTN: MO0407TMHIS104.003 [DIRS 170599] 
Figure II-6. Point B Vertical Time Histories at an Annual Exceedance Probability of 5x10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-7 November 2004 
0 20 40 60 80 100 
-0.4 
-0.2
0 
0.2 
0.4 
Acceleration (g) 
0 20 40 60 80 100 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 20 40 60 80 100 
Time (sec) 
-40 
-20
0 
20 
40 
Displacement (cm) 
DTN: MO0306SDSAVDTH.000 [DIRS 164033] 
Figure II-7. Point B Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-8 November 2004 
0 20 40 60 80 100 
-0.4 
-0.2
0 
0.2 
0.4 
Acceleration (g) 
0 20 40 60 80 100 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 20 40 60 80 100 
Time (sec) 
-40 
-20
0 
20 
40 
Displacement (cm) 
DTN: MO0306SDSAVDTH.000 [DIRS 164033] 
Figure II-8. Point B Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-9 November 2004 
0 20 40 60 80 100 
-0.6 
-0.4 
-0.2
0 
0.2 
0.4 
0.6 
Acceleration (g) 
0 20 40 60 80 100 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 20 40 60 80 100 
Time (sec) 
-40 
-20
0 
20 
40 
Displacement (cm) 
DTN: MO0306SDSAVDTH.000 [DIRS 164033] 
Figure II-9. Point B Vertical Time Histories at an Annual Exceedance Probability of 10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-10 November 2004 
0 10 20 30 40 50 
-0.4 
-0.2
0 
0.2 
0.4 
Acceleration (g) 
0 10 20 30 40 50 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-10
0 
10 
Displacement (cm) 
DTN: MO0410SDSDE103.002 [DIRS 172236] 
Figure II-10. Point D/E Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-3, 
Set #1 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-11 November 2004 
0 10 20 30 40 50 
-0.4 
-0.2
0 
0.2 
0.4 
Acceleration (g) 
0 10 20 30 40 50 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-10
0 
10 
Displacement (cm) 
DTN: MO0410SDSDE103.002 [DIRS 172236] 
Figure II-11. Point D/E Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-3, 
Set #1 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-12 November 2004 
0 10 20 30 40 50 
-0.3 
-0.2 
-0.1
0 
0.1 
0.2 
0.3 
Acceleration (g) 
0 10 20 30 40 50 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-10
0 
10 
Displacement (cm) 
DTN: MO0410SDSDE103.002 [DIRS 172236] 
Figure II-12. Point D/E Vertical Time Histories at an Annual Exceedance Probability of 10-3, Set 
#1 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-13 November 2004 
0 10 20 30 40 50 
-0.4 
-0.2
0 
0.2 
0.4 
Acceleration (g) 
0 10 20 30 40 50 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-10
0 
10 
Displacement (cm) 
DTN: MO0410SDSDE103.002 [DIRS 172236] 
Figure II-13. Point D/E Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-3, 
Set #2 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-14 November 2004 
0 10 20 30 40 50 
-0.4 
-0.2
0 
0.2 
0.4 
Acceleration (g) 
0 10 20 30 40 50 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-10
0 
10 
Displacement (cm) 
DTN: MO0410SDSDE103.002 [DIRS 172236] 
Figure II-14. Point D/E Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-3, 
Set #2 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-15 November 2004 
0 10 20 30 40 50 
-0.4 
-0.2
0 
0.2 
0.4 
Acceleration (g) 
0 10 20 30 40 50 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-10
0 
10 
Displacement (cm) 
DTN: MO0410SDSDE103.002 [DIRS 172236] 
Figure II-15. Point D/E Vertical Time Histories at an Annual Exceedance Probability of 10-3, Set 
#2 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-16 November 2004 
0 10 20 30 40 50 
-0.4 
-0.2
0 
0.2 
0.4 
Acceleration (g) 
0 10 20 30 40 50 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-10
0 
10 
Displacement (cm) 
DTN: MO0410SDSDE103.002 [DIRS 172236] 
Figure II-16. Point D/E Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-3, 
Set #3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-17 November 2004 
0 10 20 30 40 50 
-0.6 
-0.4 
-0.2
0 
0.2 
0.4 
Acceleration (g) 
0 10 20 30 40 50 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-10
0 
10 
Displacement (cm) 
DTN: MO0410SDSDE103.002 [DIRS 172236] 
Figure II-17. Point D/E Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-3, 
Set #3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-18 November 2004 
0 10 20 30 40 50 
-0.4 
-0.2
0 
0.2 
0.4 
Acceleration (g) 
0 10 20 30 40 50 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-10
0 
10 
Displacement (cm) 
DTN: MO0410SDSDE103.002 [DIRS 172236] 
Figure II-18. Point D/E Vertical Time Histories at an Annual Exceedance Probability of 10-3, Set 
#3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-19 November 2004 
0 10 20 30 
-0.4 
-0.2
0 
0.2 
0.4 
Acceleration (g) 
0 10 20 30 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 10 20 30 
Time (sec) 
-10
0 
10 
Displacement (cm) 
DTN: MO0410SDSDE103.002 [DIRS 172236] 
Figure II-19. Point D/E Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-3, 
Set #4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-20 November 2004 
0 10 20 30 
-0.4 
-0.2
0 
0.2 
0.4 
Acceleration (g) 
0 10 20 30 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 10 20 30 
Time (sec) 
-10
0 
10 
Displacement (cm) 
DTN: MO0410SDSDE103.002 [DIRS 172236] 
Figure II-20. Point D/E Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-3, 
Set #4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-21 November 2004 
0 10 20 30 
-0.2 
-0.1
0 
0.1 
0.2 
0.3 
Acceleration (g) 
0 10 20 30 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 10 20 30 
Time (sec) 
-10
0 
10 
Displacement (cm) 
DTN: MO0410SDSDE103.002 [DIRS 172236] 
Figure II-21. Point D/E Vertical Time Histories at an Annual Exceedance Probability of 10-3, Set 
#4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-22 November 2004 
0 10 20 30 40 50 
-0.4 
-0.2
0 
0.2 
0.4 
Acceleration (g) 
0 10 20 30 40 50 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-10
0 
10 
Displacement (cm) 
DTN: MO0410SDSDE103.002 [DIRS 172236] 
Figure II-22. Point D/E Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-3, 
Set #5 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-23 November 2004 
0 10 20 30 40 50 
-0.4 
-0.2
0 
0.2 
0.4 
Acceleration (g) 
0 10 20 30 40 50 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-10
0 
10 
Displacement (cm) 
DTN: MO0410SDSDE103.002 [DIRS 172236] 
Figure II-23. Point D/E Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-3, 
Set #5 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-24 November 2004 
0 10 20 30 40 
-0.4 
-0.2
0 
0.2 
0.4 
Acceleration (g) 
0 10 20 30 40 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-10
0 
10 
Displacement (cm) 
DTN: MO0410SDSDE103.002 [DIRS 172236] 
Figure II-24. Point D/E Vertical Time Histories at an Annual Exceedance Probability of 10-3, Set 
#5 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-25 November 2004 
0 10 20 30 40 50 
-0.8 
-0.4
0 
0.4 
0.8 
Acceleration (g) 
0 10 20 30 40 50 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-10
0 
10 
Displacement (cm) 
DTN: MO0410SDSTMHIS.005 [DIRS 172237] 
Figure II-25. Point D/E Horizontal-1 Time Histories at an Annual Exceedance Probability of 5x10-4, 
Set #1 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-26 November 2004 
0 10 20 30 40 50 
-0.8 
-0.4
0 
0.4 
0.8 
Acceleration (g) 
0 10 20 30 40 50 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-10
0 
10 
Displacement (cm) 
DTN: MO0410SDSTMHIS.005 [DIRS 172237] 
Figure II-26. Point D/E Horizontal-2 Time Histories at an Annual Exceedance Probability of 5x10-4, 
Set #1 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-27 November 2004 
0 10 20 30 40 50 
-0.6 
-0.4 
-0.2
0 
0.2 
0.4 
Acceleration (g) 
0 10 20 30 40 50 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-10
0 
10 
Displacement (cm) 
DTN: MO0410SDSTMHIS.005 [DIRS 172237] 
Figure II-27. Point D/E Vertical Time Histories at an Annual Exceedance Probability of 5x10-4, Set 
#1 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-28 November 2004 
0 10 20 30 40 50 
-0.8 
-0.4
0 
0.4 
0.8 
Acceleration (g) 
0 10 20 30 40 50 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-10
0 
10 
Displacement (cm) 
DTN: MO0410SDSTMHIS.005 [DIRS 172237] 
Figure II-28. Point D/E Horizontal-1 Time Histories at an Annual Exceedance Probability of 5x10-4, 
Set #2 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-29 November 2004 
0 10 20 30 40 50 
-0.8 
-0.4
0 
0.4 
0.8 
Acceleration (g) 
0 10 20 30 40 50 
-60 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-10
0 
10 
Displacement (cm) 
DTN: MO0410SDSTMHIS.005 [DIRS 172237] 
Figure II-29. Point D/E Horizontal-2 Time Histories at an Annual Exceedance Probability of 5x10-4, 
Set #2 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-30 November 2004 
0 10 20 30 40 50 
-0.6 
-0.4 
-0.2
0 
0.2 
0.4 
0.6 
Acceleration (g) 
0 10 20 30 40 50 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-10
0 
10 
Displacement (cm) 
DTN: MO0410SDSTMHIS.005 [DIRS 172237] 
Figure II-30. Point D/E Vertical Time Histories at an Annual Exceedance Probability of 5x10-4, Set 
#2 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-31 November 2004 
0 10 20 30 40 50 
-0.8 
-0.4
0 
0.4 
0.8 
Acceleration (g) 
0 10 20 30 40 50 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-10
0 
10 
Displacement (cm) 
DTN: MO0410SDSTMHIS.005 [DIRS 172237] 
Figure II-31. Point D/E Horizontal-1 Time Histories at an Annual Exceedance Probability of 5x10-4, 
Set #3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-32 November 2004 
0 10 20 30 40 50 
-0.8 
-0.4
0 
0.4 
0.8 
Acceleration (g) 
0 10 20 30 40 50 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-10
0 
10 
Displacement (cm) 
DTN: MO0410SDSTMHIS.005 [DIRS 172237] 
Figure II-32. Point D/E Horizontal-2 Time Histories at an Annual Exceedance Probability of 5x10-4, 
Set #3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-33 November 2004 
0 10 20 30 40 50 
-0.6 
-0.4 
-0.2
0 
0.2 
0.4 
0.6 
Acceleration (g) 
0 10 20 30 40 50 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-10
0 
10 
Displacement (cm) 
DTN: MO0410SDSTMHIS.005 [DIRS 172237] 
Figure II-33. Point D/E Vertical Time Histories at an Annual Exceedance Probability of 5x10-4, Set 
#3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-34 November 2004 
0 10 20 30 40 50 
-0.6 
-0.4 
-0.2
0 
0.2 
0.4 
0.6 
Acceleration (g) 
0 10 20 30 40 50 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-10
0 
10 
Displacement (cm) 
DTN: MO0410SDSTMHIS.005 [DIRS 172237] 
Figure II-34. Point D/E Horizontal-1 Time Histories at an Annual Exceedance Probability of 5x10-4, 
Set #4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-35 November 2004 
0 10 20 30 40 50 
-0.6 
-0.4 
-0.2
0 
0.2 
0.4 
0.6 
Acceleration (g) 
0 10 20 30 40 50 
-40 
-20
0 
20 
40 
60 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-10
0 
10 
Displacement (cm) 
DTN: MO0410SDSTMHIS.005 [DIRS 172237] 
Figure II-35. Point D/E Horizontal-2 Time Histories at an Annual Exceedance Probability of 5x10-4, 
Set #4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-36 November 2004 
0 10 20 30 40 50 
-0.4 
-0.2
0 
0.2 
0.4 
Acceleration (g) 
0 10 20 30 40 50 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-10
0 
10 
Displacement (cm) 
DTN: MO0410SDSTMHIS.005 [DIRS 172237] 
Figure II-36. Point D/E Vertical Time Histories at an Annual Exceedance Probability of 5x10-4, Set 
#4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-37 November 2004 
0 10 20 30 40 50 
-0.8 
-0.4
0 
0.4 
0.8 
Acceleration (g) 
0 10 20 30 40 50 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-10
0 
10 
Displacement (cm) 
DTN: MO0410SDSTMHIS.005 [DIRS 172237] 
Figure II-37. Point D/E Horizontal-1 Time Histories at an Annual Exceedance Probability of 5x10-4, 
Set #5 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-38 November 2004 
0 10 20 30 40 50 
-0.8 
-0.4
0 
0.4 
0.8 
Acceleration (g) 
0 10 20 30 40 50 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-10
0 
10 
Displacement (cm) 
DTN: MO0410SDSTMHIS.005 [DIRS 172237] 
Figure II-38. Point D/E Horizontal-2 Time Histories at an Annual Exceedance Probability of 5x10-4, 
Set #5 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-39 November 2004 
0 10 20 30 40 50 
-0.4 
-0.2
0 
0.2 
0.4 
Acceleration (g) 
0 10 20 30 40 50 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-10
0 
10 
Displacement (cm) 
DTN: MO0410SDSTMHIS.005 [DIRS 172237] 
Figure II-39. Point D/E Vertical Time Histories at an Annual Exceedance Probability of 5x10-4, Set 
#5 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-40 November 2004 
0 20 40 60 80 100 
-0.4 
-0.2
0 
0.2 
0.4 
Acceleration (g) 
0 20 40 60 80 100 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 20 40 60 80 100 
Time (sec) 
-40 
-20
0 
20 
40 
Displacement (cm) 
DTN: MO0410WHBDF104.002 [DIRS 172238] 
Figure II-40. Point D/E Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-41 November 2004 
0 20 40 60 80 100 
-0.4 
-0.2
0 
0.2 
0.4 
Acceleration (g) 
0 20 40 60 80 100 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 20 40 60 80 100 
Time (sec) 
-40 
-20
0 
20 
40 
Displacement (cm) 
DTN: MO0410WHBDF104.002 [DIRS 172238] 
Figure II-41. Point D/E Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-42 November 2004 
0 20 40 60 80 100 
-0.6 
-0.4 
-0.2
0 
0.2 
0.4 
0.6 
Acceleration (g) 
0 20 40 60 80 100 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 20 40 60 80 100 
Time (sec) 
-40 
-20
0 
20 
40 
Displacement (cm) 
DTN: MO0410WHBDF104.002 [DIRS 172238] 
Figure II-42. Point D/E Vertical Time Histories at an Annual Exceedance Probability of 10-4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-43 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-300 
-200 
-100
0 
100 
200 
300 
Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-43. Point B Horizontal-1 Time Histories (PGV Scaled) at an Annual Exceedance 
Probability of 10-6, Set #1 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-44 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-300 
-200 
-100
0 
100 
200 
300 
Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-44. Point B Horizontal-2 Time Histories (PGV Scaled) at an Annual Exceedance 
Probability of 10-6, Set #1 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-45 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-300 
-200 
-100
0 
100 
200 
300 
Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-45. Point B Vertical Time Histories (PGV Scaled) at an Annual Exceedance Probability 
of 10-6, Set #1 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-46 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-300 
-200 
-100
0 
100 
200 
300 
Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-46. Point B Horizontal-1 Time Histories (PGV Scaled) at an Annual Exceedance 
Probability of 10-6, Set #2 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-47 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-300 
-200 
-100
0 
100 
200 
300 
Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-47. Point B Horizontal-2 Time Histories (PGV Scaled) at an Annual Exceedance 
Probability of 10-6, Set #2 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-48 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-300 
-200 
-100
0 
100 
200 
300 
Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-48. Point B Vertical Time Histories (PGV Scaled) at an Annual Exceedance Probability 
of 10-6, Set #2 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-49 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-300 
-200 
-100
0 
100 
200 
300 
Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-49. Point B Horizontal-1 Time Histories (PGV Scaled) at an Annual Exceedance 
Probability of 10-6, Set #3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-50 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-300 
-200 
-100
0 
100 
200 
300 
Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-50. Point B Horizontal-2 Time Histories (PGV Scaled) at an Annual Exceedance 
Probability of 10-6, Set #3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-51 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-300 
-200 
-100
0 
100 
200 
300 
Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-51. Point B Vertical Time Histories (PGV Scaled) at an Annual Exceedance Probability 
of 10-6, Set #3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-52 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-300 
-200 
-100
0 
100 
200 
300 
Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-52. Point B Horizontal-1 Time Histories (PGV Scaled) at an Annual Exceedance 
Probability of 10-6, Set #4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-53 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-300 
-200 
-100
0 
100 
200 
300 
Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-53. Point B Horizontal-2 Time Histories (PGV Scaled) at an Annual Exceedance 
Probability of 10-6, Set #4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-54 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-300 
-200 
-100
0 
100 
200 
300 
Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-54. Point B Vertical Time Histories (PGV Scaled) at an Annual Exceedance Probability 
of 10-6, Set #4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-55 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-300 
-200 
-100
0 
100 
200 
300 
Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-55. Point B Horizontal-1 Time Histories (PGV Scaled) at an Annual Exceedance 
Probability of 10-6, Set #5 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-56 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-300 
-200 
-100
0 
100 
200 
300 
Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-56. Point B Horizontal-2 Time Histories (PGV Scaled) at an Annual Exceedance 
Probability of 10-6, Set #5 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-57 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-300 
-200 
-100
0 
100 
200 
300 
Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-57. Point B Vertical Time Histories (PGV Scaled) at an Annual Exceedance Probability 
of 10-6, Set #5 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-58 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-300 
-200 
-100
0 
100 
200 
300 
Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-58. Point B Horizontal-1 Time Histories (PGV Scaled) at an Annual Exceedance 
Probability of 10-6, Set #6 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-59 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-300 
-200 
-100
0 
100 
200 
300 
Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-59. Point B Horizontal-2 Time Histories (PGV Scaled) at an Annual Exceedance 
Probability of 10-6, Set #6 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-60 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-300 
-200 
-100
0 
100 
200 
300 
Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-60. Point B Vertical Time Histories (PGV Scaled) at an Annual Exceedance Probability 
of 10-6, Set #6 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-61 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-300 
-200 
-100
0 
100 
200 
300 
Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-61. Point B Horizontal-1 Time Histories (PGV Scaled) at an Annual Exceedance 
Probability of 10-6, Set #7 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-62 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-300 
-200 
-100
0 
100 
200 
300 
Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-62. Point B Horizontal-2 Time Histories (PGV Scaled) at an Annual Exceedance 
Probability of 10-6, Set #7 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-63 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-300 
-200 
-100
0 
100 
200 
300 
Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-63. Point B Vertical Time Histories (PGV Scaled) at an Annual Exceedance Probability 
of 10-6, Set #7 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-64 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-300 
-200 
-100
0 
100 
200 
300 
Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-64. Point B Horizontal-1 Time Histories (PGV Scaled) at an Annual Exceedance 
Probability of 10-6, Set #8 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-65 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-300 
-200 
-100
0 
100 
200 
300 
Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-65. Point B Horizontal-2 Time Histories (PGV Scaled) at an Annual Exceedance 
Probability of 10-6, Set #8 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-66 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-300 
-200 
-100
0 
100 
200 
300 
Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-66. Point B Vertical Time Histories (PGV Scaled) at an Annual Exceedance Probability 
of 10-6, Set #8 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-67 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
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0 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
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Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-67. Point B Horizontal-1 Time Histories (PGV Scaled) at an Annual Exceedance 
Probability of 10-6, Set #9 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-68 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
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Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-68. Point B Horizontal-2 Time Histories (PGV Scaled) at an Annual Exceedance 
Probability of 10-6, Set #9 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-69 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
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0 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-300 
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0 
100 
200 
300 
Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-69. Point B Vertical Time Histories (PGV Scaled) at an Annual Exceedance Probability 
of 10-6, Set #9 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-70 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
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0 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
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0 
100 
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Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-70. Point B Horizontal-1 Time Histories (PGV Scaled) at an Annual Exceedance 
Probability of 10-6, Set #10 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-71 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
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0 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
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0 
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Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-71. Point B Horizontal-2 Time Histories (PGV Scaled) at an Annual Exceedance 
Probability of 10-6, Set #10 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-72 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
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0 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
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0 
100 
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300 
Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-72. Point B Vertical Time Histories (PGV Scaled) at an Annual Exceedance Probability 
of 10-6, Set #10 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-73 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
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0 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
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0 
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Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-73. Point B Horizontal-1 Time Histories (PGV Scaled) at an Annual Exceedance 
Probability of 10-6, Set #11 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-74 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
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0 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-300 
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0 
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Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-74. Point B Horizontal-2 Time Histories (PGV Scaled) at an Annual Exceedance 
Probability of 10-6, Set #11 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-75 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
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0 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
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0 
100 
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300 
Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-75. Point B Vertical Time Histories (PGV Scaled) at an Annual Exceedance Probability 
of 10-6, Set #11 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-76 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
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0 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
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0 
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Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-76. Point B Horizontal-1 Time Histories (PGV Scaled) at an Annual Exceedance 
Probability of 10-6, Set #12 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-77 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
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0 
100 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-300 
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0 
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Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-77. Point B Horizontal-2 Time Histories (PGV Scaled) at an Annual Exceedance 
Probability of 10-6, Set #12 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-78 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
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-100
0 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-300 
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0 
100 
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300 
Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-78. Point B Vertical Time Histories (PGV Scaled) at an Annual Exceedance Probability 
of 10-6, Set #12 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-79 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
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0 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-300 
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0 
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Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-79. Point B Horizontal-1 Time Histories (PGV Scaled) at an Annual Exceedance 
Probability of 10-6, Set #13 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-80 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
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0 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
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Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-80. Point B Horizontal-2 Time Histories (PGV Scaled) at an Annual Exceedance 
Probability of 10-6, Set #13 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-81 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
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0 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
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0 
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Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-81. Point B Vertical Time Histories (PGV Scaled) at an Annual Exceedance Probability 
of 10-6, Set #13 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-82 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
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0 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
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Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-82. Point B Horizontal-1 Time Histories (PGV Scaled) at an Annual Exceedance 
Probability of 10-6, Set #14 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-83 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
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0 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
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0 
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Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-83. Point B Horizontal-2 Time Histories (PGV Scaled) at an Annual Exceedance 
Probability of 10-6, Set #14 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-84 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
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0 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
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0 
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Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-84. Point B Vertical Time Histories (PGV Scaled) at an Annual Exceedance Probability 
of 10-6, Set #14 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-85 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
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0 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
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Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-85. Point B Horizontal-1 Time Histories (PGV Scaled) at an Annual Exceedance 
Probability of 10-6, Set #15 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-86 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
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0 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
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Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-86. Point B Horizontal-2 Time Histories (PGV Scaled) at an Annual Exceedance 
Probability of 10-6, Set #15 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-87 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
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0 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
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Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-87. Point B Vertical Time Histories (PGV Scaled) at an Annual Exceedance Probability 
of 10-6, Set #15 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-88 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
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0 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
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Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-88. Point B Horizontal-1 Time Histories (PGV Scaled) at an Annual Exceedance 
Probability of 10-6, Set #16 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-89 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
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0 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
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Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-89. Point B Horizontal-2 Time Histories (PGV Scaled) at an Annual Exceedance 
Probability of 10-6, Set #16 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-90 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
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0 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
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300 
Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-90. Point B Vertical Time Histories (PGV Scaled) at an Annual Exceedance Probability 
of 10-6, Set #16 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-91 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
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0 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
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Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-91. Point B Horizontal-1 Time Histories (PGV Scaled) at an Annual Exceedance 
Probability of 10-6, Set #17 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-92 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
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0 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
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Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-92. Point B Horizontal-2 Time Histories (PGV Scaled) at an Annual Exceedance 
Probability of 10-6, Set #17 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-93 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
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0 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
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0 
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Displacement (cm) 
DTN: MO0301TMHIS106.001 [DIRS 161868] 
Figure II-93. Point B Vertical Time Histories (PGV Scaled) at an Annual Exceedance Probability 
of 10-6, Set #17 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-94 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
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0 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
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0 
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Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-94. Point B Horizontal-1 Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #1 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-95 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
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0 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
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0 
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Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-95. Point B Horizontal-2 Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #1 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-96 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
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0 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
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0 
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Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-96. Point B Vertical Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #1 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-97 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
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0 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
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0 
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Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-97. Point B Horizontal-1 Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #2 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-98 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
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0 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
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0 
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Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-98. Point B Horizontal-2 Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #2 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-99 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
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0 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
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0 
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Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-99. Point B Vertical Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #2 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-100 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
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0 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
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0 
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Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-100. Point B Horizontal-1 Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-101 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
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0 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
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0 
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Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-101. Point B Horizontal-2 Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-102 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
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0 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
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0 
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Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-102. Point B Vertical Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-103 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
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0 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
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0 
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Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-103. Point B Horizontal-1 Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-104 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
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0 
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Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
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400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-104. Point B Horizontal-2 Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-105 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-105. Point B Vertical Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-106 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0212AVDSC106.000 
Figure II-106. Point B Horizontal-1 Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #5 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-107 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-107. Point B Horizontal-2 Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #5 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-108 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-108. Point B Vertical Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #5 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-109 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-109. Point B Horizontal-1 Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #6 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-110 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-110. Point B Horizontal-2 Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #6 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-111 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-111. Point B Vertical Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #6 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-112 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-112. Point B Horizontal-1 Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #7 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-113 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-113. Point B Horizontal-2 Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #7 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-114 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-114. Point B Vertical Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #7 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-115 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-115. Point B Horizontal-1 Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #8 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-116 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-116. Point B Horizontal-2 Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #8 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-117 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-117. Point B Vertical Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #8 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-118 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-118. Point B Horizontal-1 Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #9 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-119 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-119. Point B Horizontal-2 Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #9 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-120 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-120. Point B Vertical Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #9 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-121 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-121. Point B Horizontal-1 Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #10 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-122 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-122. Point B Horizontal-2 Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #10 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-123 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-123. Point B Vertical Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #10 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-124 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-124. Point B Horizontal-1 Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #11 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-125 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-125. Point B Horizontal-2 Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #11 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-126 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-126. Point B Vertical Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #11 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-127 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-127. Point B Horizontal-1 Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #12 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-128 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-128. Point B Horizontal-2 Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #12 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-129 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
0 10 20 30 40 
Time (sec) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-129. Point B Vertical Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #12 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-130 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-130. Point B Horizontal-1 Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #13 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-131 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-131. Point B Horizontal-2 Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #13 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-132 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-132. Point B Vertical Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #13 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-133 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-133. Point B Horizontal-1 Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #14 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-134 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-134. Point B Horizontal-2 Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #14 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-135 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-135. Point B Vertical Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #14 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-136 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-136. Point B Horizontal-1 Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #15 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-137 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-137. Point B Horizontal-2 Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #15 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-138 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-138. Point B Vertical Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #15 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-139 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-139. Point B Horizontal-1 Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #16 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-140 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-140. Point B Horizontal-2 Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #16 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-141 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-141. Point B Vertical Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #16 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-142 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-142. Point B Horizontal-1 Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #17 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-143 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-143. Point B Horizontal-2 Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #17 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-144 November 2004 
0 10 20 30 40 
-10
0 
10 
Acceleration (g) 
0 10 20 30 40 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0403AVDSC106.001 [DIRS 168891] 
Figure II-144. Point B Vertical Spectrally Conditioned to Point A Time Histories at an Annual 
Exceedance Probability of 10-6, Set #17 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-145 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-145. Point B Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-7, Set 
#1 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-146 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-146. Point B Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-7, Set 
#1 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-147 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-147. Point B Vertical Time Histories at an Annual Exceedance Probability of 
10-7, Set #1 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-148 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-148. Point B Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-7, Set 
#2 

Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-149 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-149. Point D Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-7, Set 
#2 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-150 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-150. Point B Vertical Time Histories at an Annual Exceedance Probability of 
10-7, Set #2 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-151 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-151. Point B Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-7, Set 
#3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-152 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-152. Point B Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-7, Set 
#3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-153 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-153. Point B Vertical Time Histories at an Annual Exceedance Probability of 
10-7, Set #3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-154 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-154. Point B Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-7, Set 
#4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-155 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-155. Point B Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-7, Set 
#4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-156 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-156. Point B Vertical Time Histories at an Annual Exceedance Probability of 
10-7, Set #4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-157 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-157. Point B Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-7, Set 
#5 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-158 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-158. Point B Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-7, Set 
#5 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-159 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-159. Point B Vertical Time Histories at an Annual Exceedance Probability of 
10-7, Set #5 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-160 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-160. Point B Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-7, Set 
#6 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-161 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-161. Point B Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-7, Set 
#6 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-162 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-162. Point B Vertical Time Histories at an Annual Exceedance Probability of 
10-7, Set #6 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-163 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-163. Point B Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-7, Set 
#7 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-164 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-164. Point B Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-7, Set 
#7 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-165 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-165. Point B Vertical Time Histories at an Annual Exceedance Probability of 
10-7, Set #7 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-166 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-166. Point B Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-7, Set 
#8 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-167 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-167. Point B Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-7, Set 
#8 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-168 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-168. Point B Vertical Time Histories at an Annual Exceedance Probability of 
10-7, Set #8 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-169 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-169. Point B Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-7, Set 
#9 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-170 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-170. Point B Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-7, Set 
#9 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-171 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-171. Point B Vertical Time Histories at an Annual Exceedance Probability of 
10-7, Set #9 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-172 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-172. Point B Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-7, Set 
#10 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-173 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-173. Point B Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-7, Set 
#10 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-174 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-174. Point B Vertical Time Histories at an Annual Exceedance Probability of 
10-7, Set #10 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-175 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-175. Point B Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-7, Set 
#11 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-176 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-176. Point B Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-7, Set 
#11 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-177 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-177. Point B Vertical Time Histories at an Annual Exceedance Probability of 
10-7, Set #11 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-178 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-178. Point B Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-7, Set 
#12 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-179 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-179. Point B Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-7, Set 
#12 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-180 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-180. Point B Vertical Time Histories at an Annual Exceedance Probability of 
10-7, Set #12 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-181 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-181. Point B Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-7, Set 
#13 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-182 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-182. Point B Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-7, Set 
#13 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-183 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-183. Point B Vertical Time Histories at an Annual Exceedance Probability of 
10-7, Set #13 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-184 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-184. Point B Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-7, Set 
#14 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-185 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-185. Point B Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-7, Set 
#14 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-186 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-186. Point B Vertical Time Histories at an Annual Exceedance Probability of 
10-7, Set #14 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-187 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-187. Point B Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-7, Set 
#15 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-188 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-188. Point B Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-7, Set 
#15 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-189 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-189. Point B Vertical Time Histories at an Annual Exceedance Probability of 
10-7, Set #15 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-190 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-190. Point B Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-7, Set 
#16 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-191 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-191. Point B Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-7, Set 
#16 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-192 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-192. Point B Vertical Time Histories at an Annual Exceedance Probability of 
10-7, Set #16 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-193 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-193. Point B Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-7, Set 
#17 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-194 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-194. Point B Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-7, Set 
#17 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-195 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0403AVTMH107.003 [DIRS 168892] 
Figure II-195. Point B Vertical Time Histories at an Annual Exceedance Probability of 
10-7, Set #17 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-196 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-196. Point B Horizontal-1 Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #1 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-197 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-197. Point B Horizontal-2 Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #1 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-198 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-198. Point B Vertical Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #1 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-199 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-199. Point B Horizontal-1 Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #2 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-200 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-200. Point D Horizontal-2 Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #2 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-201 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-201. Point B Vertical Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #2 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-202 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-202. Point B Horizontal-1 Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-203 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-203. Point B Horizontal-2 Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-204 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-204. Point B Vertical Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-205 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-205. Point B Horizontal-1 to Point B Time Histories at an Annual Exceedance Probability 
of 10-7, Set #4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-206 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-206. Point B Horizontal-2 Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-207 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-207. Point B Vertical Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-208 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-208. Point B Horizontal-1 Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #5 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-209 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-209. Point B Horizontal-2 Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #5 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-210 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-210. Point B Vertical Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #5 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-211 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-211. Point B Horizontal-1 Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #6 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-212 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-212. Point B Horizontal-2 Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #6 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-213 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-213. Point B Vertical Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #6 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-214 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-214. Point B Horizontal-1 Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #7 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-215 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-215. Point B Horizontal-2 Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #7 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-216 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-216. Point B Vertical Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #7 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-217 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-217. Point B Horizontal-1 Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #8 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-218 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-218. Point B Horizontal-2 Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #8 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-219 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-219. Point B Vertical Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #8 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-220 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-220. Point B Horizontal-1 Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #9 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-221 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-221. Point B Horizontal-2 Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #9 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-222 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-222. Point B Vertical Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #9 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-223 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-223. Point B Horizontal-1 Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #10 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-224 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-224. Point B Horizontal-2 Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #10 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-225 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-225. Point B Vertical Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #10 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-226 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-226. Point B Horizontal-1 Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #11 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-227 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-227. Point B Horizontal-2 Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #11 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-228 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-228. Point B Vertical Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #11 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-229 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-229. Point B Horizontal-1 Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #12 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-230 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-230. Point B Horizontal-2 Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #12 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-231 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-231. Point B Vertical Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #12 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-232 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-232. Point B Horizontal-1 Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #13 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-233 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-233. Point B Horizontal-2 Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #13 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-234 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-234. Point B Vertical Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #13 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-235 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-235. Point B Horizontal-1 Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #14 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-236 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-236. Point B Horizontal-2 Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #14 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-237 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-237. Point B Vertical Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #14 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-238 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-238. Point B Horizontal-1 Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #15 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-239 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-239. Point B Horizontal-2 Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #15 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-240 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-240. Point B Vertical Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #15 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-241 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-241. Point B Horizontal-1 Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #16 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-242 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-242. Point B Horizontal-2 Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #16 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-243 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-243. Point B Vertical Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #16 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-244 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-244. Point B Horizontal-1 Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #17 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-245 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-245. Point B Horizontal-2 Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #17 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-246 November 2004 
0 10 20 30 40 
-20 
-10
0 
10 
20 
Acceleration (g) 
0 10 20 30 40 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Velocity (cm/sec) 
0 10 20 30 40 
Time (sec) 
-1500 
-1000 
-500
0 
500 
1000 
1500 
Displacement (cm) 
DTN: MO0301TMHSB107.000 [DIRS 164207] 
Figure II-246. Point B Vertical Spectrally Conditioned to Point B Time Histories at an Annual 
Exceedance Probability of 10-7, Set #17 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-247 November 2004 
0 10 20 30 
-4 
-2
0
2
4 
Acceleration (g) 
0 10 20 30 
-80 
-40
0 
40 
80 
Velocity (cm/sec) 
0 10 20 30 
Time (sec) 
-20
0 
20 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-247. Point B Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-5, 
Set #1 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-248 November 2004 
0 10 20 30 
-3 
-2 
-1
0
1
2
3 
Acceleration (g) 
0 10 20 30 
-80 
-40
0 
40 
80 
Velocity (cm/sec) 
0 10 20 30 
Time (sec) 
-20
0 
20 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-248. Point B Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-5, 
Set #1 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-249 November 2004 
0 10 20 30 
-3 
-2 
-1
0
1
2
3 
Acceleration (g) 
0 10 20 30 
-80 
-40
0 
40 
80 
Velocity (cm/sec) 
0 10 20 30 
Time (sec) 
-20
0 
20 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-249. Point B Vertical Time Histories at an Annual Exceedance Probability of 10-5, 
Set #1 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-250 November 2004 
0 10 20 30 
-3 
-2 
-1
0
1
2
3 
Acceleration (g) 
0 10 20 30 
-80 
-40
0 
40 
80 
Velocity (cm/sec) 
0 10 20 30 
Time (sec) 
-20
0 
20 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-250. Point B Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-5, 
Set #2 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-251 November 2004 
0 10 20 30 
-4 
-2
0
2
4 
Acceleration (g) 
0 10 20 30 
-100
0 
100 
Velocity (cm/sec) 
0 10 20 30 
Time (sec) 
-40 
-20
0 
20 
40 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-251. Point B Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-5, 
Set #2 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-252 November 2004 
0 10 20 30 
-6 
-4 
-2
0
2
4 
Acceleration (g) 
0 10 20 30 
-100
0 
100 
Velocity (cm/sec) 
0 10 20 30 
Time (sec) 
-40 
-20
0 
20 
40 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-252. Point B Vertical Time Histories at an Annual Exceedance Probability of 10-5, 
Set #2 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-253 November 2004 
0 10 20 30 
-6 
-4 
-2
0
2
4 
Acceleration (g) 
0 10 20 30 
-100
0 
100 
Velocity (cm/sec) 
0 10 20 30 
Time (sec) 
-40 
-20
0 
20 
40 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-253. Point B Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-5, 
Set #3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-254 November 2004 
0 10 20 30 
-4 
-2
0
2
4
6 
Acceleration (g) 
0 10 20 30 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 
Time (sec) 
-80 
-40
0 
40 
80 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-254. Point B Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-5, 
Set #3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-255 November 2004 
0 10 20 30 
-4 
-2
0
2
4 
Acceleration (g) 
0 10 20 30 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 
Time (sec) 
-100
0 
100 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-255. Point B Vertical Time Histories at an Annual Exceedance Probability of 10-5, 
Set #3 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-256 November 2004 
0 10 20 30 
-2 
-1
0
1
2 
Acceleration (g) 
0 10 20 30 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 
Time (sec) 
-100
0 
100 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-256. Point B Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-5, 
Set #4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-257 November 2004 
0 10 20 30 
-2 
-1
0
1
2 
Acceleration (g) 
0 10 20 30 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 
Time (sec) 
-100
0 
100 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-257. Point B Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-5, 
Set #4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-258 November 2004 
0 10 20 30 
-2 
-1
0
1
2 
Acceleration (g) 
0 10 20 30 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 
Time (sec) 
-100
0 
100 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-258. Point B Vertical Time Histories at an Annual Exceedance Probability of 10-5, 
Set #4 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-259 November 2004 
0 10 20 30 
-2 
-1
0
1
2
3 
Acceleration (g) 
0 10 20 30 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 
Time (sec) 
-80 
-40
0 
40 
80 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-259. Point B Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-5, 
Set #5 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-260 November 2004 
0 10 20 30 
-2 
-1
0
1
2 
Acceleration (g) 
0 10 20 30 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 
Time (sec) 
-80 
-40
0 
40 
80 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-260. Point B Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-5, 
Set #5 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-261 November 2004 
0 10 20 30 
-2 
-1
0
1
2
3 
Acceleration (g) 
0 10 20 30 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 
Time (sec) 
-80 
-40
0 
40 
80 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-261. Point B Vertical Time Histories at an Annual Exceedance Probability of 10-5, 
Set #5 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-262 November 2004 
0 10 20 30 
-1.5 
-1 
-0.5
0 
0.5
1 
Acceleration (g) 
0 10 20 30 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 
Time (sec) 
-100
0 
100 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-262. Point B Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-5, 
Set #6 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-263 November 2004 
0 10 20 30 
-1.2 
-0.8 
-0.4
0 
0.4 
0.8 
Acceleration (g) 
0 10 20 30 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 10 20 30 
Time (sec) 
-20
0 
20 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-263. Point B Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-5, 
Set #6 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-264 November 2004 
0 10 20 30 
-2 
-1
0
1
2 
Acceleration (g) 
0 10 20 30 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 
Time (sec) 
-100
0 
100 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-264. Point B Vertical Time Histories at an Annual Exceedance Probability of 10-5, 
Set #6 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-265 November 2004 
0 10 20 30 
-0.8 
-0.4
0 
0.4 
0.8 
Acceleration (g) 
0 10 20 30 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 
Time (sec) 
-100
0 
100 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-265. Point B Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-5, 
Set #7 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-266 November 2004 
0 10 20 30 
-0.8 
-0.4
0 
0.4 
0.8 
Acceleration (g) 
0 10 20 30 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 
Time (sec) 
-100
0 
100 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-266. Point B Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-5, 
Set #7 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-267 November 2004 
0 10 20 30 
-3 
-2 
-1
0
1
2
3 
Acceleration (g) 
0 10 20 30 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 
Time (sec) 
-200 
-100
0 
100 
200 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-267. Point B Vertical Time Histories at an Annual Exceedance Probability of 10-5, 
Set #7 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-268 November 2004 
0 10 20 30 
-1.5 
-1 
-0.5
0 
0.5
1 
1.5 
Acceleration (g) 
0 10 20 30 
-100
0 
100 
Velocity (cm/sec) 
0 10 20 30 
Time (sec) 
-40 
-20
0 
20 
40 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-268. Point B Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-5, 
Set #8 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-269 November 2004 
0 10 20 30 
-2
0
2 
Acceleration (g) 
0 10 20 30 
-100
0 
100 
Velocity (cm/sec) 
0 10 20 30 
Time (sec) 
-40 
-20
0 
20 
40 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-269. Point B Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-5, 
Set #8 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-270 November 2004 
0 10 20 30 
-2
0
2 
Acceleration (g) 
0 10 20 30 
-100
0 
100 
Velocity (cm/sec) 
0 10 20 30 
Time (sec) 
-40 
-20
0 
20 
40 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-270. Point B Vertical Time Histories at an Annual Exceedance Probability of 10-5, 
Set #8 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-271 November 2004 
0 10 20 30 
-2
0
2 
Acceleration (g) 
0 10 20 30 
-100
0 
100 
Velocity (cm/sec) 
0 10 20 30 
Time (sec) 
-80 
-40
0 
40 
80 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-271. Point B Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-5, 
Set #9 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-272 November 2004 
0 10 20 30 
-2
0
2 
Acceleration (g) 
0 10 20 30 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 
Time (sec) 
-100
0 
100 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-272. Point B Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-5, 
Set #9 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-273 November 2004 
0 10 20 30 
-8 
-4
0
4
8 
Acceleration (g) 
0 10 20 30 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 
Time (sec) 
-100
0 
100 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-273. Point B Vertical Time Histories at an Annual Exceedance Probability of 10-5, 
Set #9 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-274 November 2004 
0 10 20 30 
-2
0
2 
Acceleration (g) 
0 10 20 30 
-100
0 
100 
Velocity (cm/sec) 
0 10 20 30 
Time (sec) 
-40 
-20
0 
20 
40 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-274. Point B Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-5, 
Set #10 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-275 November 2004 
0 10 20 30 
-0.8 
-0.4
0 
0.4 
0.8 
Acceleration (g) 
0 10 20 30 
-40 
-20
0 
20 
40 
Velocity (cm/sec) 
0 10 20 30 
Time (sec) 
-20
0 
20 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-275. Point B Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-5, 
Set #10 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-276 November 2004 
0 10 20 30 
-2 
-1
0
1
2 
Acceleration (g) 
0 10 20 30 
-80 
-40
0 
40 
80 
Velocity (cm/sec) 
0 10 20 30 
Time (sec) 
-20
0 
20 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-276. Point B Vertical Time Histories at an Annual Exceedance Probability of 10-5, 
Set #10 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-277 November 2004 
0 10 20 30 
-2 
-1
0
1
2 
Acceleration (g) 
0 10 20 30 
-100
0 
100 
Velocity (cm/sec) 
0 10 20 30 
Time (sec) 
-80 
-40
0 
40 
80 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-277. Point B Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-5, 
Set #11 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-278 November 2004 
0 10 20 30 
-2 
-1
0
1
2 
Acceleration (g) 
0 10 20 30 
-100
0 
100 
Velocity (cm/sec) 
0 10 20 30 
Time (sec) 
-80 
-40
0 
40 
80 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-278. Point B Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-5, 
Set #11 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-279 November 2004 
0 10 20 30 
-2 
-1
0
1
2 
Acceleration (g) 
0 10 20 30 
-100
0 
100 
Velocity (cm/sec) 
0 10 20 30 
Time (sec) 
-100
0 
100 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-279. Point B Vertical Time Histories at an Annual Exceedance Probability of 10-5, 
Set #11 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-280 November 2004 
0 10 20 30 40 50 
-0.8 
-0.4
0 
0.4 
0.8 
Acceleration (g) 
0 10 20 30 40 50 
-100
0 
100 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-100
0 
100 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-280. Point B Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-5, 
Set #12 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-281 November 2004 
0 10 20 30 40 50 
-0.8 
-0.4
0 
0.4 
0.8 
Acceleration (g) 
0 10 20 30 40 50 
-100
0 
100 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-100
0 
100 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-281. Point B Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-5, 
Set #12 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-282 November 2004 
0 10 20 30 40 50 
-0.8 
-0.4
0 
0.4 
0.8 
Acceleration (g) 
0 10 20 30 40 50 
-100
0 
100 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-100
0 
100 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-282. Point B Vertical Time Histories at an Annual Exceedance Probability of 10-5, 
Set #12 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-283 November 2004 
0 10 20 30 40 50 
-0.8 
-0.4
0 
0.4 
0.8 
Acceleration (g) 
0 10 20 30 40 50 
-100
0 
100 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-100
0 
100 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-283. Point B Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-5, 
Set #13 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-284 November 2004 
0 10 20 30 40 50 
-2 
-1
0
1
2 
Acceleration (g) 
0 10 20 30 40 50 
-100
0 
100 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-100
0 
100 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-284. Point B Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-5, 
Set #13 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-285 November 2004 
0 10 20 30 40 50 
-2 
-1
0
1
2 
Acceleration (g) 
0 10 20 30 40 50 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-200
0 
200 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-285. Point B Vertical Time Histories at an Annual Exceedance Probability of 10-5, 
Set #13 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-286 November 2004 
0 10 20 30 40 50 
-0.8 
-0.4
0 
0.4 
0.8 
Acceleration (g) 
0 10 20 30 40 50 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-200
0 
200 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-286. Point B Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-5, 
Set #14 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-287 November 2004 
0 10 20 30 40 50 
-0.8 
-0.4
0 
0.4 
0.8 
Acceleration (g) 
0 10 20 30 40 50 
-80 
-40
0 
40 
80 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-80 
-40
0 
40 
80 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-287. Point B Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-5, 
Set #14 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-288 November 2004 
0 10 20 30 40 50 
-0.8 
-0.4
0 
0.4 
0.8 
Acceleration (g) 
0 10 20 30 40 50 
-80 
-40
0 
40 
80 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-80 
-40
0 
40 
80 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-288. Point B Vertical Time Histories at an Annual Exceedance Probability of 10-5, 
Set #14 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-289 November 2004 
0 10 20 30 40 50 
-0.4 
-0.2
0 
0.2 
0.4 
Acceleration (g) 
0 10 20 30 40 50 
-100
0 
100 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-200 
-100
0 
100 
200 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-289. Point B Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-5, 
Set #15 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-290 November 2004 
0 10 20 30 40 50 
-0.4 
-0.2
0 
0.2 
0.4 
Acceleration (g) 
0 10 20 30 40 50 
-80 
-40
0 
40 
80 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-200 
-100
0 
100 
200 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-290. Point B Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-5, 
Set #15 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-291 November 2004 
0 10 20 30 40 50 
-0.4 
-0.2
0 
0.2 
0.4 
Acceleration (g) 
0 10 20 30 40 50 
-400 
-200
0 
200 
400 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-400 
-200
0 
200 
400 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-291. Point B Vertical Time Histories at an Annual Exceedance Probability of 10-5, 
Set #15 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-292 November 2004 
0 10 20 30 40 50 
-0.4 
-0.2
0 
0.2 
0.4 
Acceleration (g) 
0 10 20 30 40 50 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-200 
-100
0 
100 
200 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-292. Point B Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-5, 
Set #16 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-293 November 2004 
0 10 20 30 40 50 
-0.4 
-0.2
0 
0.2 
0.4 
Acceleration (g) 
0 10 20 30 40 50 
-80 
-40
0 
40 
80 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-80 
-40
0 
40 
80 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-293. Point B Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-5, 
Set #16 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-294 November 2004 
0 10 20 30 40 50 
-0.8 
-0.4
0 
0.4 
0.8 
Acceleration (g) 
0 10 20 30 40 50 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-80 
-40
0 
40 
80 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-294. Point B Vertical Time Histories at an Annual Exceedance Probability of 10-5, 
Set #16 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-295 November 2004 
0 10 20 30 40 50 
-0.4 
-0.2
0 
0.2 
0.4 
Acceleration (g) 
0 10 20 30 40 50 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-200 
-100
0 
100 
200 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-295. Point B Horizontal-1 Time Histories at an Annual Exceedance Probability of 10-5, 
Set #17 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-296 November 2004 
0 10 20 30 40 50 
-0.4 
-0.2
0 
0.2 
0.4 
Acceleration (g) 
0 10 20 30 40 50 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-200 
-100
0 
100 
200 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-296. Point B Horizontal-2 Time Histories at an Annual Exceedance Probability of 10-5, 
Set #17 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-297 November 2004 
0 10 20 30 40 50 
-0.8 
-0.4
0 
0.4 
0.8 
Acceleration (g) 
0 10 20 30 40 50 
-200 
-100
0 
100 
200 
Velocity (cm/sec) 
0 10 20 30 40 50 
Time (sec) 
-200 
-100
0 
100 
200 
Displacement (cm) 
DTN: MO0402AVDTM105.001 [DIRS 168890] 
Figure II-297. Point B Vertical Time Histories at an Annual Exceedance Probability of 10-5, 
Set #17 
Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance 
Assessment of a Geologic Repository at Yucca Mountain, NV 
MDL-MGR-GS-000003 REV 01 II-298 November 2004 
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