Seepage Model for PA Including Drift Collapse Rev 02, ICN 00
 
MDL-NBS-HS-000002

July 2003

1. PURPOSE 
The purpose of this Model Report is to document the predictions and analyses performed using 
the Seepage Model for Performance Assessment (SMPA) for both the Topopah Spring middle 
nonlithophysal (Tptpmn) and lower lithophysal (Tptpll) lithostratigraphic units at Yucca 
Mountain, Nevada. Look-up tables of seepage flow rates into a drift (and their uncertainty) are 
generated by performing numerical simulations with the SMPA for many combinations of the 
three most important seepage-relevant parametersthe fracture permeability, the capillarystrength 
parameter 1/ a, and percolation flux. Moreover, multiple realizations of the underlying 
stochastic permeability field are conducted. Selected sensitivity studies are performed, including 
the effects of an alternative drift geometry representing a partially collapsed drift from an 
independent drift-degradation analysis (BSC 2001 [156304]). The intended purpose of the 
SMPA is to provide results of drift-scale seepage rates under a series of parameters and 
scenarios, in support of the Total System Performance Assessment for License Application 
(TSPA-LA). 
The SMPA serves as a link between the Seepage Calibration Model (SCM; BSC 2003 [162267]) 
and the upcoming revision of Seepage Abstraction (CRWMS M&O 2001 [154291]). The SCM 
evaluates available field data from air-injection and liquid-release tests performed in niches and 
the Enhanced Characterization of Repository Block (ECRB) Cross Drift, uses an equivalent 
fracture continuum model, and calibrates parameter values to reproduce the observed seepagerate 
data. The SMPA then adopts the same conceptual framework from the SCM to 
systematically evaluate seepage into waste emplacement drifts by performing flow simulations 
with multiple realizations of the permeability field around the drift, using a wide range of key 
parameters. Sensitivity analyses are performed, in which the three-dimensional (3-D) flow of 
water in the fractured host rock and potential seepage into emplacement drifts are simulated for a 
variety of hydrogeologic conditions. In particular, a disturbed-drift seepage case evaluates the 
sensitivity of seepage results to the effects of partial drift collapse as well as of ground support 
using rock bolts. However, the effects of potential igneous disruptive events and enhanced drift 
degradation resulting from the loss of rock cohesive strength are not included in the present 
Model Report. They will be addressed in the upcoming revision of Abstraction of Drift Seepage 
(CRWMS M&O 2001 [154291]) described in the Technical Work Plan (TWP) for: Performance 
Assessment Unsaturated Zone (BSC 2002 [160819], Section 1.13.5). The main results from the 
SMPA are in the form of calculated seepage rates as a function of fracture medium permeability 
kFC, the van Genuchten 1/a parameter, and percolation flux Qp. The seepage rates are presented 
as mean values and standard deviations over statistical realizations at each combination of the 
parameter set. These are then fed into Seepage Abstraction (CRWMS M&O 2001 [154291]) to 
be eventually used for TSPA-LA. 
The work scope of this Model Report is based on the TWP (BSC 2002 [160819], Section 1.13.4). 
It is carried out through the following steps: 
(1) Develop the SMPA, which is a process model simulating unsaturated flow and seepage 
into a segment of a waste emplacement drift.

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(2) Review the parameter sets covering both Tptpmn and Tptpll units developed in the 
SCM and the percolation flux predictions from the Unsaturated Zone (UZ) Site Scale 
Flow and Transport Model (UZ Model) to derive ranges of permeability as well as van 
Genuchten capillary-strength parameters and percolation fluxes to be examined by the 
SMPA. The results from coupled thermal-hydro-chemical and coupled thermal-hydromechanical 
models are to be considered in the selection of parameter ranges. 
(3) Design a set of simulations for evaluating drift seepage, using a model structure 
consistent with that of the SCM. 
(4) Perform multiple realizations of the heterogeneous permeability field and subsequently 
simulate drift seepage using the SMPA. 
(5) Review information from existing drift collapse models provided by the Yucca 
Mountain Project (YMP) Engineered Barrier System (EBS) department and develop a 
representation of the geometry of a partially collapsed drift. 
(6) Perform simulations using the degraded drift profiles. 
(7) Use the SMPA to evaluate the impact of the presence of a rock bolt used for ground 
support. 
(8) Provide the basis for screening arguments concerning certain seepage-related features, 
events, and processes (FEPs); see Section 6.2.1. 
The primary caveats and limitations on the results from the SMPA are that its basis is limited to 
the current repository design, available site data, and upstream models. This includes the drift 
configuration defined by the current design and analysis, available hydrological properties data 
from the site, limitations reported in Model Reports that directly support this Model Report, and 
consideration of seepage under ambient conditions only. Thus, thermal-hydrological and 
thermal-hydrological-mechanical effects are not considered in this Model Report. Some 
discussions of these effects on long-term hydrological properties, especially those resulting from 
irreversible processes, are discussed in Section 6.7. Furthermore, the model is based on and 
consistent with the conceptualization of the SCM; it therefore considers the same features and 
seepage mechanisms. For example, the seepage calculations do not include water dripping as a 
result of condensate accumulation on the drift surface or other in-drift moisture redistributing 
processes. 
Note that the purpose of this Model Report is to document the predictions from the SMPA and 
not to draw conclusions about final PA predictions. It forms the link between field data, 
calibrated-model parameters, and the PA effort. Developed results of the SMPA are summarized 
in the following Output-DTNs: LB0304SMDCREV2.001, LB0304SMDCREV2.002, 
LB0304SMDCREV2.003, and LB0304SMDCREV2.004 (see Attachment I). 
The technical scope, content, and management of this Model Report are controlled by the TWP 
(BSC 2002 [160819]). There were no deviations from the TWP.

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2. QUALITY ASSURANCE 
Development of this Model Report and the supporting modeling activities have been determined 
to be subject to the Yucca Mountain Projects quality assurance (QA) program as indicated in 
Technical Work Plan for: Performance Assessment Unsaturated Zone, TWP-NBS-HS-000003 
REV 02 (BSC 2002 [160819], Section 8.2, Work Package AUZM09). Approved QA procedures 
identified in the TWP (BSC 2002 [160819], Section 4) have been used to conduct and document 
the activities described in this model report. The TWP also identifies the methods used to 
control the electronic management of data (BSC 2002 [160819], Section 8.4, Work Package 
AUZM09) during the modeling and documentation activities. 
This Model Report examines the properties of a natural barrier that are important to the 
demonstration of compliance with the postclosure performance objectives prescribed in 10 CFR 
63 [156605], Section 63.113. Natural barriers are classified as a Quality Level  1 with regard 
to importance to waste isolation, as defined in AP-2.22Q, Classification Criteria and 
Maintenance of the Monitored Geologic Repository Q-List. The report contributes to the analysis 
and modeling data used to support performance assessment; the conclusions do not directly 
impact engineered features important to preclosure safety, as defined in AP-2.22Q.

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3. USE OF SOFTWARE 
The software programs used in this study are listed in Table 3-1. These are appropriate for the 
intended application and were used only within the range of validation. They were obtained from 
Software Configuration Management and qualified under AP-SI.1Q, Software Management. 
They were all run in the versions of operating system as listed in the Software Baseline Report. 
Table 3-1. Qualified Software Programs Used in This Report 
Software Name Version Software Tracking Number Reference 
iTOUGH2 5.0 10003-5.0-00 LBNL 2002 [160106] 
GSLIB V1.0SISIM1.204 10397-1.0SISIMV1.204-00 LBNL 2000 [153100] 
MoveMesh 1.0 10358-1.0-00 LBNL 2000 [152824] 
AddBound 1.0 10357-1.0-00 LBNL 2000 [152823] 
Perm2Mesh 1.0 10359-1.0-00 LBNL 2000 [152826] 
CutDrift 1.0 10375-1.0-00 LBNL 2000 [152816] 
TOUGH2 1.4 10007-1.4-01 LBNL 2000 [146496] 
EXT 1.0 10047-1.0-00 LBNL 1999 [134141] 
CutNiche 1.3 10402-1.3-00 LBNL 2000 [152828] 
The use of the software programs identified in Table 3-1 is documented in Section 6 and in the 
supporting Scientific Notebooks (SNs, Table 6-1). A summary description of the programs and 
their use is given below. 
The program iTOUGH2 V5.0 (LBNL 2002 [160106]) hasamong other featuresthe 
capability to perform extensive parameter sensitivity analyses based on the TOUGH2 simulator 
(BSC 2002 [161067], Section 1.2). The program is used in this Model Report for predicting 
seepage rates. 
The GSLIB V1.0SISIM1.204 (LBNL 2000 [153100]) generates 3-D, spatially correlated random 
fields by means of sequential indicator simulations. It is used in this Model Report to generate 
spatially correlated fields of log-permeability modifiers. The TOUGH2 V1.4 (LBNL 2000 
[146496]) is used for a fine-grid analysis of the rock bolt problem. 
The following utility programs support the generation of computational meshes. The software 
program MoveMesh V1.0 (LBNL 2000 [152824]) adds a constant to the coordinates of a mesh 
file translating the coordinate system. This allows the relabelling of a subdomain of the mesh file 
to be used for detailed calculations. The software program AddBound V1.0 (LBNL 2000 
[152823]) adds boundary elements to a mesh file. The software program Perm2Mesh V1.0 
(LBNL 2000 [152826]) maps a field of log-permeability modifiers onto a mesh file. The 
software program CutDrift V1.0 (LBNL 2000 [152816]) cuts a drift portion with diameter of 5.5 
m from the mesh domain. The software program CutNiche V1.3 (LBNL 2000 [152828]) cuts a 
rock-fall volume above the drift in the mesh domain. The software program EXT V1.0 (LBNL 
1999 [134141]) generates 3D Tecplot formatted data from iTOUGH2 output files. Table 3-2

Seepage Model for PA Including Drift Collapse U0075 
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summarizes the commercial, off-the-shelf software used in support of this Model Report. These 
software products are exempt from qualification under AP-SI.1Q. 
Table 3-2. Software Products Exempt from Qualification under AP-SI.1Q 
Software 
Name 
Version Platform Information Used for 
MS EXCEL 2000 (9.0.3821 SR-1) PC, Windows 98 
PC, Windows 2000 Professional 
Data reduction, computation, 
graphical representation of 
output in all figures in Section 
6.6, and in Table 7.1. Details 
given in Attachments IIIV. 
Tecplot 8.0-0-6, 9.0-0-9 and 
9.0-3-0 
PC, Windows 98 
PC, Windows 2000 Professional 
Technical 3D figures (Figures 
6.1, 6.46.8, 6.14, 6.16, 6.18, 
and 6.20)

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4. INPUTS 
4.1 DATA AND PARAMETERS 
This Model Report presents calculated potential seepage rates over ranges of parameter values. 
The PA abstraction and evaluation will be presented in a separate Model Report, in which 
probability weighting factors will be discussed for parameter values and scenarios that are 
appropriate to the repository horizon at Yucca Mountain (see the upcoming revision of the 
Model Report, Abstraction of Drift Seepage CRWMS M&O (2001 [154291]). Hence, for this 
Model Report, while some data are used as direct input to model calculations, other data have 
been used mainly to establish the limits of the parameter ranges to be used. Also, information on 
rock-fall scenarios is taken to design special cases to study their potential impact on the seepage 
results. Table 4-1 through 4-3 present direct-input data, and Table 4-4 presents data used to 
establish parameter ranges and scenarios used in the current Model Report. Discussions of 
parameter ranges, scenarios, and uncertainties are given in Section 6. 
First, the hydrologic parameters used as direct input are the van Genuchten parameter m, residual 
liquid saturation Slr in the fracture continuum, and satiated saturation Sls. These values and their 
sources are given in Table 4-1. 
Table 4-1. Hydrogeologic Input Parameters 
Description Input Source Value Units 
Fracture Properties for Tptpmn Unit, tsw34 
van Genuchten 
Parameter, m 
LB997141233129.001 [104055] 0.608 [dimensionless] 
Residual Liquid 
Saturation, Slr 
LB997141233129.001 [104055] 0.01 [dimensionless] 
Satiated Saturation, Sls LB997141233129.001 [104055] 1.00 [dimensionless] 
Fracture Properties for Tptpll Unit, tsw35 
van Genuchten 
Parameter, m 
LB997141233129.001 [104055] 0.611 [dimensionless] 
Residual Liquid 
Saturation, Slr 
LB997141233129.001 [104055] 0.01 [dimensionless] 
Satiated Saturation, Sls LB997141233129.001 [104055] 1.00 [dimensionless] 
Note that the parameter values for Tptpmn and Tptpll are the same except for the m parameter 
which is within 0.5% of each other. Geometric parameters used in the present Model Report are 
given in Table 4-2.

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Table 4-2. Geometric Parameter Used 
Description Input Source Value Units 
Emplacement Drift Diameter 800-IED-EBS0-00200-000-00A (BSC 2002 [160798]) 5.5 m 
Average Waste Package 
Length (average for 44-BWR 
and 24-BWR packages) 
800-IED-EBS0-00100-000-00A (BSC 2002 [160317]) 5.1 m 
In Section 6.7, a sensitivity study of the thermal-hydrological-mechanical (THM) effect on 
seepage is conducted. Input data required for this study are listed in Table 4-3. 
Table 4-3. Parameters Used in THM Study 
Description Input Source Value/Results 
van Genuchten Parameter, 1/a LB0302SCMREV02.002 [162273] 604.3 Pa (Table 14 of BSC 2003 [162267]) 
Fracture Permeability Field LB0304DRSCLTHM.001 [163703] Figure 6.5.1-1, Figure 6.5.4-3 (d), and 
Figure 6.5.4-4 (d) of BSC 2003 [163501] 
Information and data used in this report for establishing parameter ranges are given in Table 4-4. 
The appropriateness of the data is discussed in Section 6.3. 
Table 4-4. Data and Information Used in This Model Report for Establishing Parameter Ranges 
Description Input Source Comments 
Results from 
Seepage 
Calibration Model: 
kFC, 1/a 
DTN: LB0302SCMREV02.002 [162273] Statistics of post-excavation air 
permeabilities and calibrated 1/ a parameter 
for niches and systematic testing boreholes 
in both Tptpmn and Tptpll units. 
DTN: LB0012AIRKTEST.001 [154586] Pre-excavation air-permeability data from 
Niche 1620 in the Tptpll unit (also referred to 
as Niche 5). 
DTN: LB980901233124.101 [136593] Pre-excavation air-permeability data from 
Niches 3107 (Niche 3) and 4788 (Niche 4) in 
the Tptpmn unit. 
DTN: LB0011AIRKTEST.001 [153155] Pre-excavation air-permeability data from 
Niche 3650 (Niche 2) and 3566 (Niche 1) in 
the Tptpmn unit. 
Air-Permeability 
Data: kFC 
DTN: LB0205REVUZPRP.001 [159525] Air permeability analysis. 
Flow Field 
Simulations for 
Infiltration 
Scenarios: Qp 
DTN: LB0302PTNTSW9I.001 [162277] Present-day, monsoon, and glacial transition 
low-, median-, and high-infiltration flow fields 
from UZ Model. Fluxes are given at the 
PTn/TSw interface. 
Degraded Drift 
Profiles 
DTN: MO0109RDDAAMRR.003 [156306] Degraded drift profiles for Tptpmn and Tptpll 
units at worst and 75 percentile cases 
NOTE: These data are used to establish parameter ranges and are not direct input. They are designated as reference 
only.

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In addition to data in Table 4-4 used to establish parameter ranges, information on rock bolt 
length and annulus thickness given by BSC (2001 [155187], Section 6.5.1.2.2 and Table 4-10) is 
used as corroborative data to help in designing a case studied in Section 6.5. 
4.2 CRITERIA 
The general requirements to be satisfied by the TSPA are stated in 10 CFR 63 [156605], Section 
63.114. Technical requirements to be satisfied by the TSPA are identified in the Yucca 
Mountain Project Requirements Document (Canori and Leitner 2003 [161770]). The acceptance 
criteria that will be used by the Nuclear Regulatory Commission (NRC) to determine whether the 
technical requirements have been met are identified in Yucca Mountain Review Plan, 
Information Only (YMRP; NRC 2003 [162418]). Pertinent requirements and criteria for this 
Model Report are summarized in Table 4-5 and described below. 
Table 4-5. Project Requirements and YMRP Acceptance Criteria Applicable to This Model Report 
Requirement 
Numbera 
Requirement Titlea 10 CFR 
63 Link 
YMRP Acceptance Criteriab 
PRD-002/T-015 Requirements for 
Performance Assessment 
10 CFR 
63.114 
[156605] 
Criteria 1 to 4 for Quantity and 
Chemistry of Water Contacting Waste 
Packages and Waste Forms apply to 10 
CFR 63.114 (ac). 
PRD-002/T-016 Requirements for Multiple 
Barriers 
10 CFR 
63.115 
[156605] 
Criteria 1 to 3 for System Description 
and Demonstration of Multiple Barriers 
apply to 10 CFR 63.115 (a, b) 
NOTE: a from Canori and Leitner (2003 [161770]) 
b from NRC (2003 [162418], Sections 2.2.1.3.3.3 and 2.2.1.1.3) 
The acceptance criteria identified in Section 2.2.1.3.3.3 of the YMRP (NRC 2003 [162418]) are 
given below. That these criteria are met by the present Model Report is discussed in Section 8. 
 Acceptance Criterion 1, System Description and Model Integration Are Adequate: 
The physics of the seepage phenomenon is to be adequately incorporated into the 
SMPA. 
 Acceptance Criterion 2, Data Are Sufficient for Model Justification: 
Ranges of hydrological values used in the SMPA are to be adequately justified and 
described. 
 Acceptance Criterion 3, Data Uncertainty Is Characterized and Propagated through 
the Model Abstraction 
The parameters and their ranges used in simulations in the SMPA are to cover data 
uncertainties and variabilities.

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 Acceptance Criterion 4, Model Uncertainty Is Characterized and Propagated through 
the Model Abstraction: 
Model uncertainty is to be characterized in the SMPA and adequately discussed and 
propagated through the Model Abstraction. 
The acceptance criteria identified in Section 2.2.1.1.3 of the YMRP (NRC 2003 [162418] are 
given below. That these criteria are met by the present Model Report is discussed in Section 8. 
 Acceptance Criterion 1, Identification of Barriers is Adequate: 
Barriers are to be adequately identified in the SMPA and linked to their capability. 
 Acceptance Criterion 2, Description of Barrier Capability to Isolate Waste is Acceptable: 
The capability of the barrier to prevent or substantially reduce the rate of movement of 
water is to be described in the SMPA, including the uncertainty associated with the 
barriers capability. 
 Acceptance Criterion 3, Technical Basis for Barrier Capability is Adequately Presented: 
The technical basis for assertions of barrier capability is to be adequately discussed in the 
SMPA. 
Note that the above criteria are updated from those listed in the TWP (BSC 2002 [160819], 
Table 3.1) to be consistent with the revised YMRP. 
4.3 CODES AND STANDARDS 
No other standards or code requirements than those referenced in Section 4.2 apply to this 
modeling activity.

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5. ASSUMPTIONS 
The SMPA is described in detail in Section 6. One assumption is used. 
Assumption: the calculated worst-case and 75 percentile-case drift degradation profiles, 
presented in Figures 39 and 40, Table 43, (Seismic Level 3, for the Tptpmn and Tptpll units) of 
the report BSC (2001 [156304]), used in Section 6.4 of the current Model Report, are assumed to 
be appropriate for the objectives of this study. 
Rationale: these degradation profiles were specifically developed for the Tptpmn and Tptpll 
units at Yucca Mountain, and they were the best information to refer to at the time of conducting 
these calculations. 
Discussion: the EBS Department is conducting degradation analysis, under Technical Work Plan 
for: Engineered Barrier System Department Modeling and Testing FY03 Work Activities (BSC 
2003 [163840], Section 1.2.3), involving the following activities. 
 Conduct a thermal-mechanical (TM) assessment of the repository block at Yucca 
Mountain to determine thermal stress inputs to the drift degradation models. 
 Conduct a fracture degradation assessment to account for long-term strength 
degradation. This assessment provides strength degradation inputs to the drift 
degradation models. 
 Develop a drift degradation structural model for nonlithophysal rock that includes 
thermal and seismic loading. 
 Develop a drift degradation lithophysal model that includes thermal and seismic loading. 
The ongoing EBS analysis may generate additional profiles beyond the ones used in Section 6.4. 
Confirmation is needed when new profiles are established.

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6. MODEL DISCUSSION 
6.1 MODEL OBJECTIVES 
The objectives of the SMPA are to calculate potential drift seepage under long-term, steady-state 
conditions for a range of percolation-flux values at the depth of the drift, as a function of the 
fracture continuum permeability and van Genuchten 1/a parameter. The results are presented as 
look-up tables of seepage rates and their uncertainties, to be used as input to PA. Furthermore, 
the effects on seepage resulting from excavation-induced drift degradation (i.e., drift collapse) 
and the presence of rock bolts are also calculated. 
This section first discusses the processes and features involved in the SMPA. Then, the 
geometry used and the ranges of parameters will be described, and the choice of conditions 
presented and rationalized. Finally, results are given, together with a discussion of alternative 
models. 
Key scientific notebooks (with relevant page numbers) used for modeling activities described in 
this Model Report are listed in Table 6-1. 
Table 6-1. Scientific Notebooks 
LBNL Scientific 
Notebook ID Citation 
M&O Scientific 
Notebook Register 
Identification Number 
Page Numbers 
YMP-LBNL-CFT-GL-2 Wang 2003 [162319] SN-LBNL-SCI-189-V1 136151 
YMP-LBNL-DSM-MC-1 Cushey 2000 [153481] SN-LBNL-SCI-052-V1 142 
YMP-LBNL-SAF-3 Wang 2003 [162319] SN-LBNL-SCI-228-V1 3841 
YMP-LBNL-JR-2 Wang 2003 [162319] SN-LBNL-SCI-204-V2 149163 
Note that the results in this Model Report (Rev 02) are very different from those of the earlier 
version (Rev 01). This is because these new results made use of information from the revised 
SCM (BSC 2003 [162267], Sections 5 and 6), and the following changes were adopted: 
(1) The SMPA uses the same conceptual framework as in the SCM, with the same level of 
grid-design refinement. Thus, the SMPA is consistent with the SCM, enabling the 
SMPA to take full advantage of the SCM, which has been calibrated to account for 
features not explicitly modeled, such as surface roughness of the drift walls. 
(2) New calibrated parameters from the SCM (BSC 2003 [162267], Table 16) are used 
with other information to guide the selection of parameter ranges. 
(3) Twenty realizations of the heterogeneous permeability fields are used for each case in 
the main simulations as a function of mean fracture permeability, inverse van 
Genuchten a parameter, and percolation flux, thus allowing an estimate of the spread 
of results from a geostatistical representation of the site. For supplementary sensitivity 
studies, 10 realizations are used for each case.

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6.2 THE SMPA AND THE PHYSICAL PROCESSES 
The SMPA builds on the SCM (BSC 2003 [162267], Section 6), and is also described in 
Birkholzer et al. (1999 [105170], pp. 358362). The SCM provides the scientific and technical 
background for this Model Report. The conceptual model is a drift opening in a heterogeneous 
permeability field representing the fracture continuum, generated with parameters discussed 
below, using the SISIM module of the GSLIB package (LBNL 2000 [153100]). 
Water that penetrates the ground surface and reaches a depth that is unaffected by 
evapotranspiration, percolates downwards under gravity and capillary forces. The detailed flow 
paths are determined by the degree of fracturing, fracture geometry, orientation, and 
connectivity, as well as the hydrogeologic properties of the fractures and the matrix. Depending 
on these factors, the continuous water phase in the unsaturated fracture network will either 
disperse or focus along flow paths or channels. Tilted contacts between hydrogeologic units 
(especially between welded and nonwelded tuffs) may affect the overall flow pattern and lead to 
a change in the frequency and spacing of flow channels. Flow focusing and dispersion of flow 
paths also happens within a rough-walled fracture, where asperity contacts and locally larger 
fracture openings lead to small-scale redistribution of water within the fracture. A general 
discussion of channeling effects under unsaturated flow conditions can be found in Birkholzer 
and Tsang (1997 [119397]). Flow focusing is important for seepage, because seepage depends on 
the local percolation flux at the approximate scale of the average fracture spacing. 
As water approaches a waste emplacement drift (one to several meters from the drift ceiling), 
conditions change in several ways, all affecting the amount of water that will eventually seep 
into the opening. The water may first encounter a dryout zone caused by drift ventilation. The 
dryout zone may also develop as a result of increased temperature, in which case it is referred to 
as a boiling zone. Under these thermal conditions, the dryout zone may be surrounded by a twophase 
zone in which heat-pipe effects determine water, vapor, heat fluxes, and a condensation 
zone with increased saturation. 
In addition, formation properties around the openings are likely to be altered as a result of stress 
redistribution during drift excavation. This alteration leads to local opening or partial closing of 
fractures and potentially the creation of new fractures. Thermal expansion of the rock matrix 
may also induce changes in apertures. Finally, the local chemical environment, which is altered 
by evaporation and thermal effects, may lead to dissolution and precipitation of minerals, again 
affecting porosity, permeability, and capillarity of the fracture system as well as fracture-matrix 
interaction. All these conditions lead to a flow pattern in the vicinity of a waste emplacement 
drift different from that in the undisturbed formation under ambient conditions. 
Assuming that liquid water penetrates the boiling or dryout zone, it reaches the immediate 
vicinity of the drift wall, where (at least under ambient conditions) a layer of increased saturation 
is expected to develop as a result of the capillary barrier effect of the drift opening (Philip 1989 
[152651]). The water is prevented from seeping into the drift because of capillary suction, which 
retains the wetting fluid in the pore space of the rock. This barrier effect leads to a local 
saturation build-up in the rock next to the interface between the geologic formation and the drift. 
If the permeability as well as the capillarity of the fracture network within this layer is 
sufficiently high, all or a portion of the water is diverted around the drift under partially saturated

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conditions. Locally, however, the water potential in the formation may be higher than that in the 
drift, and then water exits the formation and enters the drift. 
6.2.1 Features, Events, and Processes Addressed 
The features, events, and processes (FEPs) listed in Table 6-2 are addressed in the present Model 
Report. They are taken from the LA FEP List (DTN: MO0301SEPFEPS1.000 [161496]), with 
descriptions slightly modified to apply to this Model Report. The LA FEP List is a revision to 
the previous project FEP list (Freeze et al. 2001 [154365]) used to develop the list of included 
FEPs in the Technical Work Plan for: Performance Assessment Unsaturated Zone (BSC 2002 
[160819], Table 2-6). The cross-reference for each FEP to the relevant section (or sections) of 
this report is also given below. The UZ Departments documentation for the FEPs listed in Table 
6-2 is compiled from this and other model reports and can be found in the model abstraction 
reports as described in Section 2.1.2, Tables 2-3a through 2-3g of the TWP (BSC 2002 
[160819]), and the UZ FEPs AMR as described in Section 1.12.10, Table 1.12-1 of the TWP 
(BSC 2002 [160819]). 
Table 6-2. FEPs Addressed in This Model Report 
FEP No. FEP Name Summary Description 
1.1.01.01.0B 
Influx through holes 
drilled in drift wall or 
crown 
Detailed simulations are made of the effect of a rock bolt in 
drift crown on potential seepage into the drift. See Section 
6.5. 
1.2.02.01.0A Fractures 
Fracture properties are taken from post-excavation airpermeability 
data and through calibrated seepage-relevant 
fracture continuum capillary-strength parameter. See 
Sections 6.3.26.3.4. 
1.3.01.00.0A Climate change, 
global 
The change in percolation flux at the repository level due to 
climatic change is accounted for by a choice in the range of 
flux values to cover those changes. See Section 6.3.6 
1.4.01.01.0A Climate modification 
increases recharge 
The change in percolation flux at the repository level due to 
climatic change is accounted for by a choice in the range of 
flux values to cover those changes. See Section 6.3.6. 
2.1.08.01.0A Water influx at the 
repository 
An increase in the unsaturated water flux at the repository 
affects thermal, hydrological, chemical, and mechanical 
behavior of the system. Increases in flux could result from 
climate change, and the flux will increase probability of 
seepage. See Section 6.3.6. 
2.1.08.02.0A Enhanced influx at 
the repository 
The impact of an underground opening on the unsaturated 
flow field (including dryout from evaporation, capillary barrier 
effect, and flow diversion around the drift) is captured in the 
seepage process model by solving the equations governing 
unsaturated flow in fractured porous media and by specifying 
appropriate boundary conditions at the drift wall. It leads to 
reduced (not enhanced) influx. See Section 6.3.6.

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 REV02 26 July 2003 
Table 6-2. FEPs Addressed in This Model Report (Continued) 
FEP No. FEP Name Summary Description 
2.2.01.01.0A Mechanical effects of 
excavation/ 
construction in the 
near field 
Excavation effects are taken into account through the use of 
post-excavation air-permeability data and the estimation of a 
capillary-strength parameter determined from seepage data 
that reflect seepage from an excavation-disturbed zone 
around a drift. See Sections 6.3.2 and 6.4. 
2.2.03.01.0A Stratigraphy Stratigraphic information is necessary information for the 
performance assessment. For seepage into drift, the Tptpmn 
and Tptpll units at the repository level are considered. See 
Sections 6.3.26.3.4. 
2.2.03.02.0A Rock properties of 
host rock and other 
units 
Location-specific rock properties are taken (1) from UZ Model, 
(2) from local air-permeability data (including measures of 
heterogeneity and spatial correlation), and (3) from inverse 
modeling. Variability is accounted for on various scales. See 
Sections 4.1, 6.3.26.3.4. 
2.2.07.02.0A Unsaturated 
groundwater flow in 
the geosphere 
Unsaturated flow processes are accounted for in the 
conceptual and mathematical model. See Section 6.2, 2nd and 
5th paragraphs, and Section 6.3, 5th paragraph. 
2.2.07.03.0A Capillary rise in the UZ The effects of capillary forces on flow in the UZ are accounted 
for in the conceptual and mathematical model. See Sections 
6.2 and 6.3.4 
2.2.07.04.0A Focusing of 
unsaturated flow 
(fingers, weeps) 
Explicitly modeled heterogeneity induces flow focusing. Impact 
of small-scale flow focusing effects on seepage is included in 
effective parameters. See Sections 6.3.3 and 6.3.5. 
2.2.07.08.0A Fracture flow in the UZ Liquid flow through unsaturated fractures is simulated using 
site-specific fracture properties; explicit inclusion of 
heterogeneity leads to flow channeling. See Sections 6.3.2 
6.3.3 
2.2.07.09.0A Matrix imbibition in the 
UZ 
Matrix imbibition is considered small under steady seepage 
conditions and is therefore neglected. See Section 6.3, 6th 
paragraph. 
2.2.07.18.0A Film flow into the 
repository 
Water entering waste emplacement drifts occur by a film flow 
process. This differs from the traditional view of a flow in a 
capillary network where the wetting phase exclusively 
occupies capillaries with apertures smaller than some level 
defined by the capillary pressure. As a result, a film flow 
process could allow water to enter a waste emplacement drift 
at non-zero capillary pressure. Dripping into the drifts could 
also occur through collection of the film flow on the local 
minima of surface roughness features along the crown of the 
drift. For seepage evaluation, this effect is implicitly accounted 
for through calibration of the SCM against field data. See 
Section 6.3, 4th paragraph. 
2.2.07.20.0A Flow diversion around 
repository drifts 
The impact of an underground opening on the unsaturated 
flow field (including capillary barrier effect and flow diversion 
around the drift) is captured in the seepage process model by 
solving the equations governing unsaturated flow in fractured 
porous media and by specifying appropriate boundary 
conditions at the drift wall. See Section 6.2, 5th paragraph. 
2.2.07.21.0A Drift shadow forms 
below repository 
Drift shadow is simulated as a result of seepage exclusion. 
See Section 6.6.1.

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 REV02 27 July 2003 
6.3 THE SMPA AND SELECTION OF PARAMETER RANGES 
Similar to the SCM (BSC 2003 [162267]), the continuum approach is used in the SMPA to 
calculate percolation flux and drift seepage at Yucca Mountain. It is considered appropriate for 
seepage studies if it is capable of predicting seepage rates for a drift in the fractured formation at 
Yucca Mountain. Though water flow and seepage from the tuff formation at Yucca Mountain 
occurs predominantly through the fracture network, it is important to recognize that flow 
diversion around the drift opening occurs within the fracture plane. As flow within the fracture 
plane encounters the drift opening, which acts as a capillary barrier, it is diverted around it, as 
described by Philip et al. (1989 [105743]). This process is appropriately captured by a twodimensional 
(2-D), heterogeneous fracture continuum model even for a single fracture. In-plane 
flow from multiple fractures can be readily combined into a 3-D fracture continuum. The need to 
engage multiple fractures arises only if the flow path within the fracture plane is insufficient for 
flow diversion around the drift. 
At Yucca Mountain, the formation at the repository horizon has a high fracture density, and these 
fractures form a well-connected 3-D system at all scales. This is evidenced in fracture data from 
the Exploratory Studies Facility (ESF) main drift. An examination of the data (Cushey 2000 
[153481], pp. 4042) shows the presence of many fractures, from very short to 3 m or more, and 
that the fracture spacings are less than fracture trace lengths for each cumulative subset of 
fractures (see also BSC 2001 [156304], Table 6). Further, Table 5 of BSC (2001 [156304]) 
indicates that the fracture sets in Tptpmn and Tptpll (lower lithophysal zone of the Topopah 
Spring Tuff) units span 3-D orthogonal directions. These data together indicate a wellconnected, 
densely fractured medium that can be represented by a fracture continuum. Thus, a 
3-D, heterogeneous fracture-continuum model captures the relevant processes more realistically 
than, for example, a 2-D discrete-fracture-network model. 
In addition, the appropriateness of the continuum approach to simulate flow through fractured 
rock was studied by Jackson et al. (2000 [141523]), using synthetic and actual field data. They 
concluded that heterogeneous continuum representations of fractured media are self-consistent, 
i.e., appropriately estimated effective continuum parameters are able to represent the underlying 
fracture-network characteristics. 
Furthermore, Finsterle (2000 [151875]) demonstrated that simulating seepage into underground 
openings excavated from a fractured formation could be performed using a continuum model, 
provided that the model is calibrated against seepage-relevant data (such as data from liquidrelease 
tests). Synthetically generated data from a model that exhibits discrete flow and seepage 
behavior were used to calibrate a simplified fracture continuum model. The calibrated continuum 
model was used to predict average seepage rates into a sufficiently large section of an 
underground opening under low percolation flux conditions. Thus, the study corresponds to the 
extrapolation from the calibration runs against high-rate liquid-release tests performed with the 
SCM to the predictive simulations that are performed by the SMPA. As discussed in Finsterle 
(2000 [151875]), the extrapolated seepage predictions performed with the continuum model were 
consistent with the synthetically generated data from the discrete fracture model under low 
percolation conditions. This demonstrates that (1) the calibrated continuum model and discrete 
fracture model yield consistent estimates of average seepage rates, and (2) that the continuum 
approach is appropriate for performing seepage predictions even if extrapolated to percolation

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 REV02 28 July 2003 
fluxes that are significantly lower than the injection rates of the liquid-release tests used for 
model calibration. 
Within the continuum approach, relative permeability and capillary pressure are described as 
continuous functions of effective liquid saturation, following the expressions given by the van 
Genuchten-Mualem model (van Genuchten 1980 [100610], pp. 892893) as implemented in the 
iTOUGH2 code (BSC 2002 [161066], Section 4.3.2). Capillary strength (represented by the 1/a 
parameter) and permeability are not correlated, because the functional relationship describing the 
potential correlation between permeability and capillary strength is unknown for a fractured 
medium. An increase in permeability may be attributed to larger fracture apertures (which would 
reduce capillary strength) or to an increase in fracture density (which would not affect capillary 
strength). The capillary-strength parameter 1/a is taken to be constant for a given test bed, and 
its value is to be estimated through calibration. In this, the SMPA has the same formulation as 
the SCM, and the consistent conceptualization in the SMPA and the SCM make this a valid 
approach. The SMPA provides results on seepage for a wide range of permeability and capillarystrength 
values. However, the use of the results should center on the SCM calibrated values and 
explore variations from them. This will avoid a combination of extreme choices of these two 
parameters that may represent a nonphysical condition. 
Within the SMPA, the flux exchange between fractures and matrix in a steady-state fracturematrix 
system is negligible and does not need to be modeled explicitly in the SMPA. In general, 
matrix permeability is low, and the potential for imbibition of substantial amounts of water into 
the matrix is limited, because of its relatively low porosity and relatively high initial liquid 
saturation. In a fracture-matrix system, the transient flow between fracture and matrix is 
restricted to intermediate times, i.e., they are insignificant (1) for a short-term liquid-release test 
with insufficient time for matrix imbibition and (2) for a long-term seepage experiment, in which 
near-steady late-time data are no longer affected by matrix imbibition. The ability of a single 
fracture-continuum model to reproduce and predict average seepage from a discrete fracturematrix 
system has been demonstrated by Finsterle (2000 [151875]) using synthetic data. 
Also within the SMPA, the effect of lithophysal cavities on seepage is represented through the 
use of an effective capillary-strength parameter, without the explicit inclusion of lithophysal 
cavities into the process model. This approach is considered appropriate for the following 
reasons: (1) the effect of lithophysal cavities is included by the SCM (BSC 2003 [162267]) in the 
calibration conditioned to data from Tptpll testing; (2) because of capillary effects, flow will be 
mainly through fractures rather than the cavities; and (3) omitting lithophysal cavities is 
consistent with the SCM, and consistency between the calibration model (the SCM) and the 
prediction model (the SMPA) removes the impact of a potential bias. 
6.3.1 Drift Geometry and Grid Design 
As provided in design drawings 800-IED-EBS0-00200-000-00A (BSC 2002 [160798]) and 800- 
IED-EBS0-00100-000-00A (BSC 2002 [160317]) respectively, the drift diameter is 5.5 m and 
the waste package length is 5.1 m. The 3-D calculational domain for this Model Report is chosen 
to be 10 m high, 4 m wide, and 2.4384 m long, covering the upper left-hand half of the drift with 
diameter of 5.5 m (See Figure 6-1). Thus a vertical plane through the axis of the drift forms the 
right-hand boundary, and the drift axis is 0.5 m above the lower boundary. The length along the

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 REV02 29 July 2003 
drift axis is chosen to be 8 ft (2.4384 m), which is 8 grid cells of 1 foot (0.3048 m) length. Thus, 
the calculated seepage will be over an area of half the drift (cut along its axis) and the length of 
2.4384 m, which amounts to an area of (5.5/2)  2.4384 = 6.706 m2. On the other hand, the 
cross-sectional area of the drift containing one waste package is 5.1  5.5 = 28.05 m2. 
Consequently, the seepage rate at steady state calculated in the simulation domain needs to be 
scaled-up by a factor of (28.05/6.706 = 4.183) to obtain the seepage rate for the full drift per 
waste package, expressed as m3 of water per year per waste package (m3/yr/wp). Seepage 
percentage is defined as this seepage rate divided by the product of percolation flux (m/yr), the 
diameter of the drift (5.5 m), and the length of the waste package (5.1 m). This product is the 
amount of percolation water incident on the footprint of the drift section with one waste package. 
The calculation of seepage percentage does not require consideration of the scale-up factor of 
4.183, if the calculated seepage from this model is divided by the total percolation water incident 
on the model area of 6.706 m2. 
The grid cells in the plane normal to the drift axis are 0.1  0.1 m. The limited size of the 
calculational domain was chosen to allow the use of a fine mesh at the same refinement level as 
the SCM, and yet contain a reasonable number of grid cells so as not to make the computational 
time too long. The left-hand boundary is placed at (42.75) = 1.25 m beyond the left-hand limit 
of the drift to capture the main flow feature, i.e., flow diversion around the drift (Philip et al. 
1989 [105743], p. 21, Figure 1). The side boundary conditions are no-flow, and the lower 
boundary condition is gravity drainage, implemented by setting the capillary pressure gradient to 
zero across the bottom connections. The upper boundary surface is simulated by an extra grid 
cell with constant percolation flux connected to all the grid cells in the first row. Flow is thus 
free to move into these cells according to local property parameters. Since all calculations were 
run to steady state, the initial conditions are not important and are set to zero saturation over the 
domain.

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 REV02 30 July 2003 
0
1
2
3
4
5
6
7
8
9
10
Z (m) 
0 
1 
2 
3 
4 
X 
(m) 
0 
1 
2 
Y 
(m) 
Output - DTN: LB0304SMDCREV2.002 
NOTE: As shown, the lines are drawn through the centers of grid cells and not the sides, so that n lines shown 
represent n cells and not (n-1) cells. 
Figure 6-1. Model Domain and Mesh Design. The point shown at (z = 0 and x = 0) indicates the axis of 
the drift. 
Regarding the no-flow boundary condition on the two planes normal to the drift axis and on the 
right-hand vertical boundary: for a homogeneous, constant-property medium, these planes are 
symmetry planes, and a no-flow boundary condition is justified. For a heterogeneous system, the 
issue is the length of the flow domain versus the spatial correlation length .. Except for the cases 
used in a sensitivity study of the spatial correlation length, the spatial correlation length . is 
chosen to be 0.3 m (see Section 6.3.5 below). Thus, the length of flow domain in the direction of 
the drift axis is 8 times the spatial correlation length, and its width is 13 times the correlation 
length. Given this setup, no-flow boundaries should not have a significant effect on flow results. 
At the drift wall, the nodal distance between the drift surface and the grid cell representing the 
drift is set to be very small, so that the boundary condition can be applied directly at the drift 
wall. The length of the last vertical connection between the drift wall and the neighboring 
gridblocks representing the formation is set equal to 0.05 m, to make this model consistent with 
the SCM (BSC 2003 [162267]). The choice of this 0.05 m vertical connection to the drift wall 
implies a direct gravity-controlled vertical flow, with no horizontal diversion, over this 0.05 m 
distance.

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 REV02 31 July 2003 
Flow calculation was performed using iTOUGH2 V5.0 (LBNL 2002 [160106]). The selection of 
parameter ranges and particular cases to be modeled is based on available relevant data and is 
presented below, along with the rationale for the selection. Much information and data are 
available for the Topopah Spring middle nonlithophysal zone (UZ model layer tsw34, 
lithostratigraphic unit Tptpmn). However, additional data from the lower lithophysal unit have 
also been analyzed in the SCM (BSC 2003 [162267]); the parameter values for this unit are also 
covered by the selected range of parameters. The parameters most likely to affect drift seepage 
are fracture continuum permeability kFC, van Genuchten 1/a value, and the percolation flux Qp. 
For each combination of these three parameters (i.e., at each grid point in 3-D parameter space), 
seepage model calculations will be made for 20 realizations of the generated heterogeneous 
permeability field. 
Though the choices of parameter ranges for which seepage calculations are performed are based 
on a review of available relevant data, these data are not directly used as input to the model to 
produce seepage results, but rather as references to establish parameter ranges. 
6.3.2 Fracture Continuum Permeability kFC 
For the SMPA, a range of kFC values needs to be established, that, when coupled with other 
parameters, forms a set of cases. Potential seepage rates as a function of percolation flux on top 
of the simulation domain are then calculated for each case. The kFC range has been selected based 
on a review of the available site data at Yucca Mountain (see below) and the needs of the 
upcoming revision of the Seepage Abstraction Model (CRWMS M&O 2001 [154291]). The 
series of kFC values in terms of log10 kFC (m2) are from 14 to 10, at steps of 0.25. Data and 
information leading to the selection of this group of kFC values are described below. 
A number of air-permeability measurements have been made in the Topopah Spring middle 
nonlithophysal unit. BSC (2003 [161773]) presents a systematic study of these data, and Table 7 
of BSC (2003 [161773]) indicates that the mean log10kFC values for Tptpmn (tsw34) unit are 
about 12.81 to 12.48, values without the effect of excavation. For drift seepage simulations, 
what is probably more suitable are the post-excavation data, which accounted for stress release 
due to the excavation, resulting in a change in fracture permeabilities in the rock near the drift 
wall. BSC (2003 [162267], Table 10) presents an analysis of post-excavation data and gives the 
mean log10 kFC for Tptpmn unit as 12.14 to 11.66 (Niches 3107, 3650, and 4788 in the Table) 
log10 with a mean of 11.86. Thus, there is an increase of about 1.2 to 0.3 in log10 compared with 
the pre-excavation values. BSC (2003 [163501]) conducted a coupled thermal-hydrologicalmechanical 
analysis of rock permeability changes on the drift scale. This analysis shows (BSC 
2003 [163501], Figure 6.4.1-1) that drift excavation induces a change in vertical permeability, 
averaged over 1 drift radius above the crown of the drift, of about 1.3 (log10 change of 0.11) and 
a change in horizontal permeability, in the same region, of about 10 (log10 change of 1.0). For 
drift seepage, a larger increase in horizontal permeability and a small increase in vertical 
permeability near the drift crown will facilitate the flow of water laterally around the drift and 
hence reduce seepage probability. Also, note that the flow diversion effect of the capillary 
barrier, as presented by the drift, acts in a rock layer very close to the drift wall. The thickness of 
this rock layer depends on the capillary strength. For a van Genuchten 1/a parameter of 600 Pa, 
this thickness is less than 20 cm. BSC (2003 [163501]) shows a horizontal permeability increase 
of 10 or more extending about 0.5 m into the rock above the crown of the drift. Further

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 REV02 32 July 2003 
discussions on excavation enhanced kFC values are given in Section 6.7 and also in BSC (2003 
[163501]). 
For the Tptpll unit, there are much less data. They are found from measurements in Niche 1620 
and the borehole SYBT-ECRB-LA#2. Generally the air permeability values are an order of 
magnitude larger than those of the Tptpmn unit. BSC (2003 [162267], Table 10) presents an 
analysis of the data and gives the mean log10 kFC (m2) from Niche 1620 data as 10.95 and that 
from SYBT-ECRB-LA#2 as 10.73, with an average of 10.84. These numbers are within the 
range chosen for the log10 kFC parameter, 14 to 10. 
6.3.3 Standard Deviation of log kFC 
For the three niches (Niches 3107, 3650, and 4788) in the middle nonlithophysal zone, the SCM 
(BSC 2003 [162267], Table 10) gives values for the standard deviation s of fracture continuum 
permeability in log base 10, which vary from 0.72 to 0.84. For the lower lithophysal unit, the 
same source gives a log base 10 standard deviation of 0.21 for the ECRB test and 1.31 for the 
niche test. 
In a numerical study of seepage from a heterogeneous fracture continuum into a drift, Birkholzer 
et al. (1999 [105170], p. 371, Figure 14) found that drift seepage tracks the probability for 
finding local ponding in the heterogeneous field and, further, that the ponding probability is 
smaller for smaller permeability standard deviations (Birkholzer et al. 1999 [105170], p. 375, 
Figure 17). Hence, less seepage is expected for smaller s values. This Model Report uses s = 1.0 
as the base case. Then a sensitive study on seepage rates will be made for s = 0.5 and 2.0, and 
the results compared with those of s = 1. It is shown (Section 6.6.2) that while the calculated 
seepage percentage is sensitive to s for low s values, it does not vary much for s = 1 to 2. 
6.3.4 van Genuchten Parameters 
It is a conclusion from the SCM analysis (BSC 2003 [162267], Section 6.6.3.1) that seepage is 
not sensitive to the van Genuchten parameter n. Therefore, in this analysis, n is not varied, but 
set to 2.55 (corresponding to the van Genuchten parameter m = (n1)/n = 0.608, Table 4-2). 
This is consistent with the approach in the SCM (BSC 2003 [162267]). This value of m is used 
for both the Tptpmn and Tptpll units. Table 4-2 gives m values for the Tptpll unit to be 0.611; 
the 0.5% change of this parameter will have negligible impact on simulation results of this 
Model Report. 
In the SCM (BSC 2003 [162267], Table 16), the 1/a values have a calibrated mean of 582 Pa in 
the lower lithophysal unit, with standard deviation of 105 Pa. For the middle nonlithophysal 
zone, the SCM (BSC 2003 [162267], Table 16) gives the calibrated mean for (1/a) as 604 Pa, 
with the standard deviation of 131 Pa. In this Model Report, ten 1/a values, namely 100 to 1000 
Pa, at 100 Pa steps, are chosen to cover well beyond these numbers. 
6.3.5 Spatial Correlation Length . of kFC 
In general, this is a difficult parameter to determine in the field. As indicated by the SCM (BSC 
2003 [162267], Section 6.6.2.1), the analysis of air-injection tests suggests that the permeability

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 REV02 33 July 2003 
is random without a noticeable or significant spatial correlation for the middle nonlithophysal 
zone. These results can be taken to indicate a spatially uncorrelated structure. Thus, for the main 
set of calculations covered in this report, the spatial correlation length is set equal to grid size in 
the direction of the drift axis, i.e., 0.3 m, and apply this also to the plane normal of the drift axis. 
Since grid size in the normal plane is 0.1 m, this correlation length is equal to 3 grid lengths in 
this plane. 
Since . is not an easily determined parameter in situ, cases with alternative . values were 
calculated to investigate its sensitivity. Cases with . = 1 m and . = 2 m are calculated, and ten 
realizations of the heterogeneous field are considered for each of these cases. 
6.3.6 Percolation Flux, Qp 
For the SMPA calculations, 15 values of Qp are used, ranging from 1 to 1,000 mm/yr; or, more 
specifically, Qp = 1, 5, 10, 20, 50, and then 100 to 1000 mm/yr at 100 mm/yr steps. The range is 
chosen to cover various estimates of percolation fluxes. Wu et al. (1999 [117161], p. 210) 
calculated the percolation flux expected at the repository level, based on a 3-D UZ model of 
Yucca Mountain. They obtained an average fracture flow of 4 to 5 mm/yr at the repository level 
under present climate conditions. Ritcey and Wu (1999 [139174], p. 262) found that under a 
climate scenario simulating the most recent glacial period, the percolation flux at the repository 
level ranges from 0 to 120 mm/yr, with the peak of the probability distribution to be around 
20 mm/yr. More recent predictions of percolation flux have been summarized in DTN: 
LB0302PTNTSW9I.001 [162277]. These are reviewed to arrive at the parameter range used in 
this Model Report. In particular, the upper limit of Qp is chosen to accommodate potential flow 
focusing in the geologic layers above the drift and to safely bracket a large uncertainty range. 
6.3.7 Summary on Parameter Ranges 
Table 6-3 shows parameter values for simulations in two categories. The first category is an 
extensive set of systematic calculations conducted for all combinations of log10 kFC (m2), 1/a 
(Pa) and Qp (mm/yrs) values shown in the table. Standard deviations of seepage rates over 20 
realizations of the heterogeneous permeability field are also evaluated. Second, sensitivity 
studies are made for s of log10kFC and ., with 10 realizations for each case.

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 REV02 34 July 2003 
Table 6-3. Ranges of Key Parameters 
Parameter Values 
Systematic Simulations (20 Realizations) 
log10 kFC (m2) 
1/a (Pa) 
Qp (mm/yr) 
14.0 to 10.0 (steps of 0.25) 
100 to 1000 (steps of 100) 
1, 5,10, 20, 50, 100 to 1000 (steps of 100) 
Sensitivity Studies: log10 kFC (m2) = 12; 1/a = 600 Pa; Qp = 200 mm/yr (10 realizations) 
s of log10 kFC (m2) 0.5, 1.0 (Base Case), 2.0 
. (m) 0.3 (Base Case), 1.0, 2.0 
Output - DTN: LB0304SMDCREV2.001 
6.4 IMPACT OF DRIFT DEGRADATION ON SEEPAGE 
Because of excavation, stress is redistributed and fractures are generally expected to dilate near 
the crown of the drift. Such fracture dilation depends on the orientation of the fracture set and 
generally occurs within one drift radius (Brekke et al. 1999 [119404], Figures E-5, E-11 and E- 
13). An increase in fracture aperture generally causes an increase in fracture permeability and a 
decrease in 1/a value. The measured increase in permeability from the pre-excavation to the 
post-excavation values (Wang et al. 1999 [106146], p. 328; DTN: LB0011AIRKTEST.001 
[153155]) is a result of this effect. Calibrated parameters from calculations based on in situ postexcavation 
data, as presented by the SCM (BSC 2003 [162267]), have already taken this into 
account. This means that the rock properties already represent the total effect of the near-field 
disturbed zone and the far field, and no additional calculations are necessary. 
The possibility exists that new fractures may be formed due to the excavation or subcritical crack 
growth over time. In general, an increase in kFC could result from either an increase in the 
number of fractures or an increase in apertures. It is only in the latter case that 1/a will decrease. 
The part of increase in kFC resulting from the creation of new fractures will be accompanied by 
no decrease in 1/a values. This scenario is, however, not studied because it would lead to less 
seepage. 
Over time, extended rock failure may also occur at the roof of the drift. Kaiser (Brekke et al. 
1999 [119404], pp. D-11, D-12) estimated the failure at the roof to be 0.11 m in depth, and 
0.41.2 m in depth if seismic effects were included. Generally, Kaiser expected stress-induced 
failure at the drift crown to occur over a distance of 1/2 drift radius, i.e., ~1.375 m. On the other 
hand, a much more extended failure region up to one drift radius above the drift roof can be 
assumed (see Section 5). In this Model Report, the authors make a study of the impact of drift 
degradation using the worst case and 75 percentile cases of degraded drift profiles for Tptpmn 
and Tptpll units referenced in Section 5. The drift profiles and the fall-off rock volumes are used 
to construct 3-D cases. This was done first by taking away rock grid cells in a plane normal to 
drift axis to approximately match the profile in that plane, and then by taking away grid cells 
along the drift axis to approximately match the fall-off rock volume. Note that since the 
calculational domain represents only part of the drift (Section 6.3.1 and Figure 6.1), if the rockfall 
is across the model boundary, the rock-fall volume is factored accordingly. Now, on these 
discretized drift profiles, seepage was calculated with 10 realizations of the heterogeneous

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 REV02 35 July 2003 
permeability field. Calculations were carried out for both the Tptpmn and the Tptpll units. For 
Tptpmn, available data at three niche locations for log10kFC are 12.14, 11.66, 11.79 (BSC 
2003 [162267], Table 10), with an average of 11.86, which was taken for this particular set of 
calculations. Similarly for Tptpll, available data for two niche locations are 10.95 and 10.73 
(BSC 2003 [162267], Table 10), with an average of 10.84, taken for calculations of seepage 
into the degraded drifts. The other key parameter values are 1/a= 600 Pa and Qp =200 mm/yr. 
No-degradation results with the same parameter values were also calculated for comparison to 
study the impact of drift degradation on seepage. 
6.5 EFFECTS OF ROCK BOLTS ON SEEPAGE 
Using grouted rock bolts is one proposed method of ground support for emplacement drifts at 
Yucca Mountain (BSC 2001 [155187]). Rock bolts are steel rods grouted into a borehole normal 
to the drift wall. Typically they are 3 m long (BSC 2001 [155187], Section 6.5.1.2.2) with a 
diameter of 1 inch (0.0254 m) and a grout annulus thickness of 1/4 inch (0.00635 m) (BSC 2001 
[155187], Table 4-10). Rock bolts pose a concern with respect to seepage because they provide a 
direct flow conduit to the drift wall and may increase the likelihood of seepage into drifts. 
A refined model has been prepared that includes a range of properties for the formation and the 
grout (including no-grout for a mechanically anchored bolt), as well as a range of percolation 
rates. Figure 6-2 shows a sketch of the model. The model uses a two-dimensional, radially 
symmetric grid with a vertical symmetry axis generated using the software TOUGH2 V1.4 
(LBNL 2000 [146496]). Grid size is 10 cm, with finer discretization (down to 0.1 mm) at the 
interface between the grout and the surrounding rock. Because this is a radially symmetric grid, 
the drift opening, created using the routines MoveMesh V1.0 (LBNL 2000 [152824]) and 
CutNiche V1.3 (LBNL 2000 [152828]), is spherical instead of cylindrical. Knight et al. (1989 
[154293], p. 37) find that seepage exclusion from a cylindrical cavity is similar to that of a 
spherical cavity of twice the radius. This is explained by relating the seepage exclusion potential 
of an opening to the total curvature of the boundary of the opening. For a cylindrical cavity, the 
radius of curvature is infinite along the axis of the cylinder and finite perpendicular to the axis. 
For a spherical cavity, the radius of curvature is finite and equal in any direction. As a result, to 
have the same curvature, the equivalent radius of the spherical drift in the model is twice that 
of the design drift radius. This relationship is used in the calculation of seepage enhancement 
owing to the presence of rock bolts.

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 REV02 36 July 2003 
1m 
3m 
5.5m 
2m 5.5m 
Figure 6-2. Model to Evaluate Impact of Rock Bolt. Note that the radius of the spherical drift is taken to 
be 5.5 m, making its curvature equal to that of a cylindrical drift with a radius of 2.75 m. The 
rock bolt hole is at the crown of the drift with length of 3 m. 
As a base case, seepage into the opening without any rock bolts is modeled. Since this is treated 
as a sensitivity study, the low and high percolation rates of 5 and 500 mm/yr are applied 
uniformly to the upper model boundary. A constant zero capillary pressure is specified at the 
drift wall boundary, a gravity-drainage condition at the lower boundary (assigned in the grid 
using the routine AddBound V1.0 (LBNL 2000 [152823])), and a no-flow condition on the 
lateral boundary. The fracture-continuum permeability is chosen to be the mean of data for the 
Tptpmn unit, i.e., log KFC = 11.86 (see Section 6.4). The mean value for the Tptpll unit is  
10.84 (see Section 6.4), which would allow for more water diversion and less seepage, and 
hence, it is not calculated. The 1/a values of 200 and 400 Pa are used for the rock. An additional 
calculation with 1/a = 589 Pa (a number in between the calibrated values for Tptpmn and Tptpll 
units, BSC 2003 [162267], Table 16) was also made, as part of the sensitivity analysis. 
To investigate the impact of a rock bolt on seepage, only the case of a rock-bolt borehole 
extending vertically upward from the crown of the drift is modeled. If there is negligible effect, 
then this case is sufficient to resolve the question of impact on seepage caused by the presence of 
the rock-bolt borehole. Three slightly different grids are prepared to explore diversion capacity 
away from the rock-bolt borehole. Case 1 allows flow between the rock-bolt borehole and the 
surrounding rock along the entire length of the rock-bolt hole. Case 2 prevents flow between the 
rock-bolt borehole and the surrounding rock for 10 cm above the crown of the drift. Case 3 
restricts flow between the rock-bolt borehole and the surrounding rock for 50 cm above the 
crown of the drift. Cases 2 and 3 represent scenarios in which the first feature capable of carrying 
flow away from the rock-bolt borehole is found 10 cm or 50 cm, respectively, into the borehole. 
A 1-inch (0.0254 m) radius rock-bolt borehole with a -inch (0.0127 m) radius rock bolt and a 
-inch (0.0127 m) grout annular thickness is modeled. The modeled grout annular thickness is 
twice as large as the design value (BSC 2001 [155187], Table 4-10). This configuration results in 
a conservative model, because the modeled bolt hole has less potential as a capillary barrier to 
exclude in-flow, but a larger surface area to intercept flow, thus allowing a greater opportunity to 
conduct flow to the drift wall.

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 REV02 37 July 2003 
Because the greatest impact of the rock bolts on seepage may come many thousands of years in 
the future (after cool down and rewetting of the repository horizon), the grout is not likely to 
retain its designed hydraulic properties. It may even completely disintegrate, leaving an open 
hole. So, for the present sensitivity studies, instead of single values, a range of properties for the 
grout is used. Figure 6-3 shows the combinations of grout properties evaluated. In particular, 
shown in the lower left is a combination (case G1), where the grout permeability equals 1018 m2 
and 1/a equals 107 Pa, corresponding to a slightly degraded grout. The upper right shows a 
combination (case G2) in which the grout permeability equals 1010 m2 and 1/a equals 10 Pa, 
which corresponds essentially to an open rock-bolt borehole. Thus, the G2 case particularly 
corresponds to the case of an open, mechanically anchored bolt design. 
+
+ 
+
+
+ 
+
+
+ 
+
+
+ 
+
+ 
log10 (kFC [m2]) 
log10 (1/a [Pa ]) 
-18 -16 -14 -12 -10 
1.0 
2.0 
3.0 
4.0 
5.0 
6.0 
7.0 
G2 
G1 
Output - DTN: LB0304SMDCREV2.002 
Figure 6-3. Grout Parameter Combinations 
6.6 RESULTS 
Seepage percentage is defined as the ratio of the seepage rate into a drift section to the 
percolation rate applied to the top of the model over the projected cross-sectional area of that 
drift section. 
6.6.1 Seepage over (kFC, 1/a, Qp) Space 
Figure 6-4a gives the calculated seepage rate in cubic meters of water per year per waste package 
(m3/yr/wp) as contour sheets in a space spanned by log10kFC, 1/a, and Qp. This corresponds to 
simulated total seepage rates into a drift of 5.5 m diameter and 5.1 m length (length of a waste 
canister). The contour sheets are labeled by the seepage rates averaged over 20 realizations of the 
generated heterogeneous permeability field. Thus, to get the seepage rate for a particular set of 
log10kFC, 1/a and Qp values, the corresponding point in 3-D space is located and interpolated 
between sheets of seepage rate values. In practice, detailed seepage results for all 20 realizations 
are provided for every combination of kFC , 1/a, and Qp values in the form of look-up tables, and 
are submitted to TDMS (Output-DTN: LB0304SMDCREV2.002). As one would expect, 
seepage is large for large Qp, small 1/a, and small kFC values. The threshold for seepage is shown

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 REV02 38 July 2003 
as the lowest sheet (red) in the figure. The parameter space below this sheet represents cases in 
which no seepage is expected to occur. 
(a) 
0 
200 
400 
600 
800 
1000 
Percolation Flux [mm/year] 
-14 
-13 
-12 
-11 
-10
log(Permeability 
[m2]) 
200 
400 
600 
800 
1000 
1/a 
[Pa] 
Seepage 
[m3/yr/WP] 
25 
20 
15 
10
5
0 
(Seepage Threshold) 
(b) 
0 
200 
400 
600 
800 
1000 
Percolation Flux [mm/year] 
-14 -13 -12 -11 -10 
log(Permeability 
[m2]) 
200 
400 
600 
800 
1000 
1/a 
[Pa] 
Standard Deviation 
[m3/yr/WP] 
0
4
3
2
1 
Output - DTN: LB0304SMDCREV2.002 
Figure 6-4. Distribution of Mean (a) and Standard Deviation (b) of Seepage Rate as a Function of 
Permeability, van Genuchten 1/a, and Percolation Flux 
Figure 6-4b shows the standard deviation over the 20 seepage results for the 20 realizations. The 
arrangement is the same as in Figure 6-4a. Thus, for any particular set of log10kFC, 1/a, and Qp 
parameter values, one can go to Figure 6-4a to obtain the mean seepage rate and then go to 
Figure 6-4b to obtain the corresponding standard deviation over 20 realizations for this particular 
case. The results indicate that the geostatistical spread is larger for large seepage rates, and it is 
generally less than ~20%.

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 REV02 39 July 2003 
Figure 6-5 corresponds to Figure 6-4a, but expresses the results as seepage percentage. Figures 
6-6 to 6-8 show the same results as Figure 6-5, but as mean seepage-percentage contours on 
planes representing two out of the three parameters. Thus, the calculated results from Figure 6-5 
are projected on planes corresponding to constant values for one of the three parameters. 
0 
200 
400 
600 
800 
1000 
Percolation Flux [mm/year] 
-14 
-13 
-12 
-11 
-10
log(Permeability 
[m 
2]) 
200 
400 
600 
800 
1000 
1/a 
[Pa] 
Seepage 
[%] 
99 
90 
70 
50 
10
0 
30
Output - DTN: LB0304SMDCREV2.002 
Figure 6-5. Trend of the Mean of Seepage Percentage as a Function of Permeability, van Genuchten 
1/a, and Percolation Flux 
0 
200 
400 
600 
800 
1000 
Percolation Flux [mm/year] 
-14 
-13 
-12 
-11 
-10log(Permeability 
[m2]) 
200 
400 
600 
800 
1000 
1/a 
[Pa] 
100 
90 
80 
70 
60 
50 
40 
30 
20 
10 
0 
Seepage 
[%] 
Output - DTN: LB0304SMDCREV2.002 
Figure 6-6. The Mean of Seepage Percentage on Vertical Planes of van Genuchten 1/a = 200, 400, 600, 
800, and 1,000 Pa Respectively

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 REV02 40 July 2003 
0 
200 
400 
600 
800 
1000 
Percolation Flux [mm/year] 
-14 
-13 
-12 
-11 
-10
log(Permeability 
[m2]) 
200 
400 
600 
800 
1000 
1/a 
[Pa] 
100 
90 
80 
70 
60 
50 
40 
30 
20 
10 
0 
Seepage 
[%] 
Output - DTN: LB0304SMDCREV2.002 
Figure 6-7. The Mean of Seepage Percentage on Vertical Planes of Permeability Field for log10kFC 
(m3) = 14, 13, 12, 11, and 10 
0 
200 
400 
600 
800 
1000 
Percolation Flux [mm/year] 
-14 
-13 
-12 
-11 
-10
log(Permeability 
[m2]) 
200 
400 
600 
800 
1000 
1/a 
[Pa] 
100 
90 
80 
70 
60 
50 
40 
30 
20 
10 
0 
Seepage 
[%] 
Output - DTN: LB0304SMDCREV2.002 
Figure 6-8. The Mean of Seepage Percentage on Horizontal Planes of Percolation Flux for Qp = 1,10, 50, 
200, 400, 600, 800, and 1,000 mm/yr

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 REV02 41 July 2003 
As a further illustration, dependence of seepage percentage on one of the three parameters 
(kFC, 1/a, Qp), one at a time, is shown in Figures 6-9 to 6-11. In these figures, the red squares 
show results for each of the 20 realizations, and the blue-filled dots give their average values. 
These figures demonstrate clearly that seepage decreases with larger kFC and 1/a, and increases 
with larger Qp. They also show that the geostatistical spread is quite large. 
Seepage-Percentage(%) 
0 200 400 600 800 1000 0 
20 
40 
60 
80 
100 
120 
single realization result 
average value 
1/a (Pa) 
Output - DTN: LB0304SMDCREV2.002 
Figure 6-9. Seepage Percentage as a Function of van Genuchten 1/a, with log10 kFC = 12, Qp = 200 
mm/yr 
Qp (mm/yr) 
Seepage Percentage (%) 
200 400 600 800 1000 0 
20 
40 
60 
80 
100 
120 
single value 
average value 
Output - DTN: LB0304SMDCREV2.002 
Figure 6-10. Seepage Percentage as a Function of Percolation Flux, with log10 kFC = 12, 1/a = 400 Pa

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 REV02 42 July 2003 
log (k[m2]) 
Seepage Percentage (%) 
-14 -13.5 -13 -12.5 -12 -11.5 -11 -10.5 -10 0 
20 
40 
60 
80 
100 
120 
single value 
average value 
Output - DTN: LB0304SMDCREV2.002 
Figure 6-11. Seepage Percentage as a Function of Mean Permeability, with Qp = 200 mm/yr, 1/a = 400 
Pa 
6.6.2 Sensitivity to . and s 
The sensitivities of calculated seepage rates to . and s values are calculated for one particular 
combination of parameters, namely: 
log10 kFC = 12.0 
1/a = 600 Pa 
Qp = 200 mm/yr 
This parameter set is chosen to be approximately at the center of the (log10kFC, 1/a) plane, having 
a large, but not extremely large, percolation flux rate of 200 mm/yr. In this analysis, 10 
realizations of the heterogeneous permeability fields are used. 
Figure 6-12 shows the results for three values of .: 
. = 0.3 m (base case). 
. = 1 m 
. = 2 m 
The red squares give results for individual realizations, and the blue-filled circles give the 
average over the 10 realizations for each case. As can be expected, the geostatistical spread 
results from the multiple realizations increases with ..

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 REV02 43 July 2003 
. 
Seepage-Percentage(%) 
0 0.5 1 1.5 2 2.5 0 
20 
40 
60 
80 
100 single realization result 
average value 
(m) 
Output - DTN: LB0304SMDCREV2.002 
Figure 6-12. Seepage Percentage as a Function of Correlation Length, with log10 kFC = 12, Qp = 200 
mm/yr, 1/a = 600 Pa 
Figure 6-13 presents the results of sensitivity to the standard deviation, s, in log kFC of the 
heterogeneous permeability field, using the same notation as before. Three values were used: 
s = 0.5 
s = 1 (base case) 
s = 2 
The figure shows that results for the base case are comparable to those for s = 2, but are higher 
(thus more conservative) than those for s = 0.5. 
s 
Seepage-Percentage(%) 
0 0.5 1 1.5 2 2.5 0 
20 
40 
60 
80 
100 
single realization result 
average value 
Output - DTN: LB0304SMDCREV2.002 
Figure 6-13. Seepage Percentage as a Function of Standard Deviation s, with log10 kFC = 12, Qp = 200 
mm/yr, 1/a = 600 Pa

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 REV02 44 July 2003 
6.6.3 Results for Degraded-Drift Scenario 
As described in Section 6.4, the calculated drift-degradation profiles (see Section 5) are used. 
Figure 6-14 (a) shows two vertical sections of the discretized profiles matching the case of 75 
percentile of drift degradation in the Tptpmn unit (Section 5). The 75 percentile means that 75% 
of the cases calculated in the drift-degradation simulation have smaller fall-off volume than this 
case. The normal drift profile without degradation is shown in Figure 6-14(b) for comparison. 
The color contours in this figure show the calculated liquid saturation distribution for Qp= 200 
mm/yr. Degradation created a more square-like profile (left profile in Figure 6-14a), which 
creates less flow diversion than a smooth circular profile. One can therefore see a slightly larger 
area of high saturation near this location. Figure 6-15 presents the seepage rates for a range of 
Qp for this case. Results of seepage percentage for ten realizations of the degraded drift for the 
model (with cross-sectional area of 6.706 m2, see Section 6.3.1, first paragraph) are shown as red 
squares in the figure. Note that the rock-fall is at about the middle of this model domain. To 
obtain the mean seepage over the drift containing one waste canister (with area of 28.05 m2, see 
Section 6.3.1, first paragraph), one needs to recognize that the extra area 28.05  6.706 = 21.344 
m2 (i.e., the area of drift minus the area of the part of the drift containing the rock-fall) does not 
contain rock-fall. Since the mean seepage without drift degradation has been calculated (blue 
filled circles in Figure 6-15), one can calculate the mean seepage with degradation by combining 
the calculated seepage with and without degradation in the ratio of 6.706 to 21.344. The results 
are shown as black open circles in Figure 6-15. It turns out that the mean for the degraded case 
has actually slightly less seepage, though the geostatistical spread is quite large. 
(a) 
-1 
0
1
2
3
4
5
6
7
8
9 
Z (m) 
0 1 2 3 4 
X 
(m) 
0 
0.5
1 
1.5
2 
Y 
(m) 
(b) 
-1 
0
1
2
3
4
5
6
7
8
9 
Z (m) 
0 1 2 3 4 
X 
(m) 
0 
0.5
1 
1.5
2 
Y 
(m) 
Sliq 
0.9 
0.8 
0.7 
0.6 
0.5 
0.4 
0.3 
0.2 
0.1 
Output-DTN: LB0304SMDCREV2.002 
Figure 6-14. Liquid Saturation (Sliq) Distribution for the 75 Percentile Case Profile in Tptpmn Unit (left) 
and No-Degradation Base Case (right) (log10 kFC = 11.86, Qp = 200 mm/yr, 1/a = 600 Pa)

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 REV02 45 July 2003 
Qp (mm/yr) 
Seepage Percentage (%) 
0 200 400 600 800 1000 0 
20 
40 
60 
80 
100 
120 
single value of Ptptmn 75% case 
average value of Ptptmn 75% case 
average value of base case 
Output - DTN: LB0304SMDCREV2.002 
Figure 6-15. Seepage Percentage as a Function of Percolation Flux for the 75 Percentile Case Profile in 
Tptpmn Unit (log10 kFC = 11.86, 1/a = 600 Pa). Red open squares are results for 10 
realizations. The mean seepage percentages are shown as black open circles (see Text). 
For comparison, the mean over 10 realizations for no-degradation case (base case) is 
shown as blue filled circles. 
Similar results for the worst-case drift-degradation profile (Section 5) are shown in Figure 6-16 
and 6-17, for the Tptpmn unit. In this case, however, the rock-fall is extensive and is located at 
the center above the drift crown, thus cutting across the model boundary. The rock-fall volume is 
scaled accordingly, so that the mean seepage does not need to be scaled as in the case of Figure 
6-15. The results of mean seepage percentages for degraded cases are shown as black open 
circles in Figure 6-17. They show small changes in seepage percentage (Figure 6-17) compared 
to the geostatistical spread due to multiple realizations. 
(a) 
-1 
0
1
2
3
4
5
6
7
8
9 
Z 
(m) 
0 1 2 3 4 
X 
(m) 
0 
0.5
1 
1.5
2 
Y 
(m) 
(b) 
-1 
0
1
2
3
4
5
6
7
8
9 
Z (m) 
0 1 2 3 4 
X 
(m) 
0 
0.5
1 
1.5
2 
Y 
(m) 
Sliq 
0.9 
0.8 
0.7 
0.6 
0.5 
0.4 
0.3 
0.2 
0.1 
Output - DTN: LB0304SMDCREV2.002 
Figure 6-16. Liquid Saturation (Sliq) Distribution for the Worst-Case Profile in Tptpmn Unit (left) and No- 
Degradation Base Case (right) (log10 kFC = 11.86, Qp = 200 mm/yr, 1/a = 600 Pa)

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 REV02 46 July 2003 
Qp (mm/yr) 
Seepage-Percentage(%) 
0 200 400 600 800 1000 0 
20 
40 
60 
80 
100 
single realization result of Tptpmn worse case 
average value of Tptpmn worse case 
average value of base case 
Output - DTN: LB0304SMDCREV2.002 
Figure 6-17. Seepage Percentage as a Function of Percolation Flux for the Worst-Case Profile Case in 
Tptpmn Unit (log10 kFC = 11.86, 1/a = 600 Pa). Red open squares are the results for 10 
realizations, with their mean shown as black open circles. For comparison, the mean over 
10 realizations for the no-degradation case (base case) is shown as blue filled circles. 
Corresponding results for the Tptpll unit are shown in Figures 6-18 to 6-21. For Figure 6-18 and 
6-19 for the 75-percentile case, the rock-fall is located at the center above the drift crown and, 
since the model domain contains half the drift, only half of the rock-fall volume is used. Using a 
similar argument as above for results in Figure 6-15, the mean of seepage over the realizations 
with drift degradation is obtained by weighting the calculated seepage with and without 
degradation by the ratio 2  6.706 = 13.412 and 28.05  13.412 = 14.638. The results are shown 
as black open circles in Figure 6-19. Then, for Figures 6-20 and 6-21 for the worst case, the 
rock-fall is located at about the middle of the model domain. Following the argument above 
related to Figure 6-15, the mean seepage percentages for the degraded drift were then calculated 
accordingly and are shown in Figure 6-21. 
For both cases, the mean seepage for the degraded drift is somewhat higher than that of the 
nondegraded case. However, once again the geostatistical spread among the 10 realizations is 
much larger than this difference. For the 75-percentile case (Figure 6-19), nine realizations are 
bunched quite closely together (still spreading wider than the differences between the degraded 
and nondegraded cases), but one realization provides a larger seepage percentage. This is 
considered to be a geostatistically special case. Note that in the numerical results, in all cases, the 
seepage thresholds for both Tptpmn and Tptpll units appear not to have been significantly 
affected by drift degradation.

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 REV02 47 July 2003 
(a) 
-1 
0
1
2
3
4
5
6
7
8
9 
Z (m) 
0 1 2 3 4 
X 
(m) 
0 
0.5
1 
1.5
2 
Y 
(m) 
(b) 
-1 
0
1
2
3
4
5
6
7
8
9 
Z (m) 
0 1 2 3 4 
X 
(m) 
0 
0.5
1 
1.5
2 
Y 
(m) 
Sliq 
0.9 
0.8 
0.7 
0.6 
0.5 
0.4 
0.3 
0.2 
0.1 
Output - DTN: LB0304SMDCREV2.002 
Figure 6-18. Liquid Saturation (Sliq) Distribution for the 75 Percentile Case Profile in Tptpll Unit (left) and 
No-Degradation Base Case (right) (log10 kFC = 10.84, Qp = 200 mm/yr, 1/a = 600 Pa). 
Qp (mm/yr) 
Seepage Percentage (%) 
0 200 400 600 800 1000 0 
20 
40 
60 
80 
100 
120 
single value of Ptptll 75% case 
average value of Ptptll 75% case 
average value of base case 
Output - DTN: LB0304SMDCREV2.002 
Figure 6-19. Seepage Percentage as a Function of Percolation Flux for the 75 Percentile Case Profile 
in Tptpll Unit (log10 kFC = 10.84, 1/a = 600 Pa). Red open squares are results for 10 
realizations. The mean seepage percentages are shown as black open circles (see text). 
For comparison, the mean over 10 realizations for no-degradation case (base case) is 
shown as blue-filled circles.

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 REV02 48 July 2003 
(a) 
-1 
0
1
2
3
4
5
6
7
8
9 
Z (m) 
0 1 2 3 4 
X 
(m) 
0 
0.5
1 
1.5
2 
Y 
(m) 
(b) 
-1 
0
1
2
3
4
5
6
7
8
9 
Z (m) 
0 1 2 3 4 
X 
(m) 
0 
0.5
1 
1.5
2 
Y 
(m) 
Sliq 
0.9 
0.8 
0.7 
0.6 
0.5 
0.4 
0.3 
0.2 
0.1 
Output - DTN: LB0304SMDCREV2.002 
Figure 6-20. Liquid Saturation (Sliq) Distribution for the Worst-Case Profiles in Tptpll Unit (left) and No- 
Degradation Base Case (right) (log10 kFC = 10.84, Qp = 200 mm/yr, 1/a = 600 Pa) 
Qp (mm/yr) 
Seepage Percentage (%) 
0 200 400 600 800 1000 0 
20 
40 
60 
80 
100 
120 
single value of Ptptll worse case 
average value of Ptptll worse case 
average value of base case 
Output - DTN: LB0304SMDCREV2.002 
Figure 6-21. Seepage Percentage as a Function of Percolation Flux for the Worst-Case Profiles in 
Tptpll Unit (log10 kFC = 10.84, 1/a = 600 Pa). Red open squares are results for 10 
realizations. The mean seepage percentages are shown as black open circles (see text). 
For comparison, the mean over 10 realizations for no-degradation case (base case) is 
shown as blue filled circles.

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 REV02 49 July 2003 
6.6.4 Results for the Effect of Rock Bolts 
Modeling results for seepage enhancement caused by the presence of a vertical rock bolt are 
shown in Table 6-4. Here, a seepage enhancement factor is defined as: 
Enhancement Factor 
kbolts houtTheRoc SeepageWit 
lts hTheRockbo SeepageWit - =1 Eq. (6.6-1) 
Thus, the enhancement factor is negative if the seepage increases because of the presence of a 
rock bolt and is positive if it decreases. Table 6-2 shows results only for Qp = 500 mm/yr 
because, with Qp = 5 mm/yr, seepage rates in all cases are zero, and enhancements are also found 
to be zero. In Table 6-2, Cases C1, C2 and C3 represent three variations in mesh design for 
accounting connections between rock-bolt borehole and the rock, and Cases G1 and G2 
represent, respectively, the properties of grout being slightly degraded from original values and 
being very degraded, so that the rock-bolt hole is essentially open. 
From the table, one can see that seepage enhancement is negligible for the presence of the rock 
bolt for the two limiting cases G1 and G2. This result is understandable, considering that the 
cross-sectional area of the rock-bolt borehole, onto which flow may be incident, is small, and the 
borehole can exchange moisture with the rock along its length. For a vertical rock bolt, if only 
the horizontal surface is considered, the area is only about 0.002 m2. For a nonvertical rock bolt, 
while the area of rock bolt projected onto a horizontal plane is larger, the potential for flow from 
the rock-bolt borehole to the rock matrix around it is also increased. 
Also note that the results are not sensitive to the alternative mesh design, C1, C2, and C3. 
Further, since the changes are so small, even the presence of five or six rock bolts will not 
change seepage significantly. 
Table 6-4. Results on Seepage Enhancement Factor Due to a Rock Bolt in Drift Ceiling 
Seepage Enhancement Factor, Eq. 6.6-1 
(with rock bolt) 
1/a (Rock) 
Pa 
Seepage 
Percentage 
(without rock bolt) Case G1 
log k (grout) = 18 
1/a (grout) = 107Pa 
Case G2 
log k (grout) = 10 
1/a (grout) = 10 Pa 
200 100% C1 
C2 
C3 
000 
000 
400 53% C1 
C2 
C3 
000 
000 
589 0.034% C1 
C2 
C3 
0.0033 
0.0113 
0.0156 
0.0034 
0.0113 
0.0156 
Output - DTN: LB0304SMDCREV2.001

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 REV02 50 July 2003 
6.7 COMMENT ON LONG-TERM THC AND THM EFFECTS ON SEEPAGE 
Long-term coupled thermal-hydrological-chemical (THC) processes have been modeled (BSC 
2003 [163506]). Results from this modeling indicate a zone of permeability reduction 
corresponding to the boundary between the dryout zone near the drift and the condensation 
region farther away. Their calculations (BSC 2003 [163506], Section 6.8, Figures 6.8-40 and 
6.8-41) show that the reduction is in the form of a circular shell between 5 and 7 m, or farther, 
from the drift ceiling. Thus, it acts as a shield to divert water around the drift, so that the drift 
sees relatively less percolation flux. As explained in Section 6.2, the drift, acting as a capillary 
barrier, diverts water around it and, where it is unable to do so fast enough, water accumulates, 
saturation increases, and seepage into drift occurs. However, all these processes act well within 
1 m from the drift ceiling and drift wall (Philip et al. 1989 [105743]), and are not affected by 
these THC changes. Consequently, an alternative model with THC at long term is not 
considered. 
The impact of long-term coupled thermal-hydrological mechanical (THM) processes has also 
been investigated (BSC 2003 [163501]). The results (BSC 2003 [163501], Section 6.4.4) show a 
thermally induced increase (by approximately a factor of 10) in horizontal permeability at 10,000 
years, with a decrease in vertical permeability (also by approximately a factor of 10), in the 
immediate neighborhood (within 1 m) of the drift ceiling. This actually increases the likelihood 
of flow being diverted around the drift, and the changes are within the parameter ranges used in 
this Model Report. To confirm this point, calculations for Tptpmn were conducted within the 
THM modeling (BSC 2003 [163501]) using the permeability field after excavation with only 
mechanical effects (BSC 2003 [163501], Figure 6.5.1-1) and the permeability field at 10,000 
year with THM effects (BSC 2003 [163501], Figure 6.5.4-3(d), Figure 6.5.4-4 (d)). Percolation 
flux was imposed above the drift with a series of values. The 1/a value just above the drift crown 
after excavation was set to be 604.3 Pa (DTN: LB0302SCMREV02.002 [162273]). Seepage 
percentages were calculated (Wang 2003 [162319], SN-LBNL-SCI-204-V2, p. 162) and shown 
in Figure 6-22. The reduced seepage for the THM case at 10,000 years is apparent. Thus, an 
alternative model capturing THM long-term effects is not considered. 
Percolation Flux (mm/Year) 
Seepage Fraction 
0 1000 2000 3000 0 
0.1 
0.2 
0.3 
0.4 
0.5 
0.6 
0.7 
0.8 
0.9
1 
HM Excavation Effects 
THM 10,000 Years 
Output-DTN: LB0304SMDCREV2.004 (Attachment I, Table I-3) 
Figure 6-22. Seepage Percentage (Expressed in Fraction) Is Shown as a Function of Percolation Flux for 
Permeability Fields around the Drift after Excavation and Also at 10,000 Years, Accounting 
for THM Effects

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6.8 ALTERNATIVE CONCEPTUAL MODELS AND SENSITIVITY ANALYSIS 
The main alternative conceptual model is the discrete fracture-network model (DFNM). This has 
been thoroughly discussed in BSC (2003 [162267], Section 6.4.1) and will not be repeated here 
(see also Section 6.3 of this Model Report). The results of the discussions in BSC (2003 
[162267], Section 6.4.1) may be summarized as follows. The development of a defensible 
DFNM requires collecting a very large amount of geometric and hydrological data from the 
fracture network, which are mostly unavailable. Moreover, unsaturated hydrological parameters 
on the scale of individual fractures are required, along with conceptual models and simplifying 
assumptions regarding unsaturated flow within fractures and across fracture intersections. Thus, 
the parsimony of the continuum model is considered a key advantage over the complexity of the 
DFNM, which is difficult to support or justify in spite of its visual appeal. Moreover, a 2-D 
DFNM is not capable of capturing flow diversion within the fracture plane, a mechanism 
appropriately represented by a 2-D (or 3-D) continuum model. Hence, the full development of a 
DFNM as a potential alternative to the base-case continuum model is considered unwarranted. 
Another alternative conceptual model is that of a drift in a homogeneous constant-property 
medium (Philip et al. 1989 [105743], pp. 1721). Seepage into drift under conditions discussed 
in this Model Report is controlled by heterogeneity-induced channeling and local ponding 
(Birkholzer et al. 1999 [105170], pp. 358384), which occurs much earlier than if the medium is 
homogeneous. In other words, the homogenous, constant-property model would predict seepage 
to occur at a threshold that is orders of magnitude larger. In this sense, Philip's approach is not 
relevant, and Philip's boundary-layer-flow regime near the drift crown (Philip et al. 1989 
[105743], p. 21, Figure 1) should not be used to define the required grid size. Note that in this 
Model Report, the same conceptual approach and the same level of grid refinement as in the 
SCM are used. The calibration procedure accounts for the selected grid size by matching results 
with field data. 
Another possible alternative could be a 2-D conceptual model. However, the drift seepage 
problem involves the accumulation of unsaturated flow at the location near the drift wall. This 
accumulation continues until the local saturation is large and capillary suction is small. Then 
seepage into drift occurs. This problem is intrinsically a 3-D problem, because flow 
accumulation at a location in 2-D could easily disappear if it is allowed to flow away in the third 
dimension. Two-dimensional models would consequently overestimate seepage. 
The present Model Report considers spatial correlation lengths using a spherical correlation 
structure and a Gaussian field. There have been suggestions to use alternative geostatistical 
methods, such as nonparametric representations of the heterogeneity field and multiple-scale 
correlation structures. However, for a specific problem with a particular scale of a drift, such 
complications are not needed so long as the parameters used are appropriate to this scale. 
The above discussions cover uncertainty related to the conceptual model. The continuum model 
is considered the best model for the SMPA not only because of these discussions, but also 
because it makes the SMPA consistent with the SCM (BSC 2003 [162267]), which has gone 
through calibration and validation against field data and observation. This adds confidence to the 
SMPA.

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Concerning parameter uncertainty, the Model Report has made a comprehensive study by 
conducting Monte Carlo simulations on seepage into drift over wide ranges of parameters 
covering uncertainties in flow fields and rock properties. The sensitivity of different parameters 
is an integral part of the results and analysis presented in Section 6.6. It is recognized that 
parameter uncertainty is different from parameter variability. The latter is represented by the s 
and . parameters discussed in Section 6.3.3 and 6.3.5; the sensitivity of seepage on those 
parameters is discussed in Section 6.6.2. 
Uncertainty associated with geostatistics (i.e., different realizations corresponding to the same 
input parameters of kFC, s, and .) is evaluated through calculations of 20 realizations for each 
case (10 for sensitivity studies). In general, establishing geostatistical probability can require 
more realizations than 20, but the great number of 3-D simulations in this Model Report make it 
impractical to do more realizations. Nevertheless, the spread of results from the 20 realizations 
should give an indication of geostatistical variation.

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7. VALIDATION 
Validation of a model normally requires testing model results against relevant data not used in 
the original model development. For the Seepage Model for PA, these data should include 
seepage flux under low-percolation conditions over periods of years, even hundreds of years, at 
many locations in the repository block (for proper statistical representation). No such data are 
available. Further, data for adequate validation would need to cover the wide range of conditions 
studied in this Model Report. Those are not available either. This lack of data has necessitated 
the use of alternative approaches for model validation as described in Section 5.4.1 of APSIII.
10Q, Models. In accordance with requirements of Section 5.4.1(b) of AP-SIII.10Q, 
confidence building during development of the SMPA has included establishment of wide ranges 
of key parameters affecting seepage, namely fracture continuum permeability, capillary strength, 
and percolation flux. The sensitivity of seepage results to these and other parameters has been 
evaluated. It was determined from these evaluations that expected changes in permeability as a 
result of potential irreversible THM and THC processes (BSC 2003 [163501] and BSC 2003 
[163506]) are within the range of fracture-continuum permeability investigated in this Model 
Report. 
Consistent with TWP (BSC 2002 [160819], Attachment I, Section I-4-2-1), postdevelopment 
model validation activities were performed by at least one of the methods listed in AP-SIII.10Q, 
Section 5.4.1 (c). Specifically, the following method has been used: 
7.1 CORROBORATION WITH ALTERNATIVE MATHEMATICAL MODELS 
With this method, a careful comparison is made of the SMPA results with the SCM (BSC 2003 
[162267]), which has gone through calibration and validation against field data and observations. 
It is to be noted that the SCM is designed to simulate field tests in niches and boreholes with 
point liquid release, and the SMPA is designed for long-term steady-state simulations of seepage 
into drifts with percolation flux spread over the upper boundary of flow domain. As such, they 
are different. According to TWP (BSC 2002 [160819]), results from the SMPA are to be 
compared with those of the SCM (BSC 2003 [162267]) for a particular case. Agreement of the 
results within 20% will be the criterion for accepting the SMPA as having been validated 
sufficiently for the purpose of LA. The SCM calculations were carried out for the case of 
SYBT-ECRB-LA#2 (BSC 2003 [162267], Section 6.6.2.2), using a range of permeability, 
capillary, and percolation flux values on ten realizations of the heterogeneous field generated for 
the SCM (Wang 2003 [162319], SN-LBNL-SCI-228-V1, pp. 3841). The results are presented 
in Table 7-1. In this table, the first three columns indicate the many cases with different 
parameter values of (log k, 1/a, Qp), for which the simulations were performed. The fourth 
column gives the mean over 10 realizations of the seepage percentage, calculated by the SCM, 
using the definition of seepage percentage in this Model Report (Section 6.6). In the SCM, the 
drift diameter is 5 m, slightly different from the drift diameter of 5.5 m used in the SMPA, and . 
= 0.2 m as compared with . = 0.3 m in the SMPA. The SCM results are compared with those of 
the SMPA (the fifth column in Table 7-1), taken from Section 6.6.1, which are the mean seepage 
percentages calculated from results using 20 realizations of the heterogeneous permeability field 
generated for the SMPA. Differences are on the order of 2% or less, and this meets the criterion

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 REV02 54 July 2003 
for accepting the SMPA as having been validated sufficiently for the purpose of LA. This is 
strong support for the SMPA. 
Table 7-1. Comparison between Mean Seepage Percentages of the SMPA (20 Realizations) and the 
SCM (10 Realizations) 
log(k) 1/a Qp Seepage % 
SCM (mean over 10 
realizations) 
Seepage % 
SMPA (mean over 
20 realizations) 
SMPA %  SMC % 
13.00 200.00 200.00 99.28 98.64 0.64 
12.00 200.00 200.00 96.43 95.43 1.00 
11.00 200.00 200.00 85.49 83.86 1.63 
13.00 400.00 200.00 92.15 90.79 1.36 
12.00 400.00 200.00 70.17 68.65 1.52 
11.00 400.00 200.00 14.01 14.55 0.54 
13.00 600.00 200.00 79.73 77.87 1.86 
12.00 600.00 200.00 31.70 30.97 0.73 
11.00 600.00 200.00 0.01 0.00 0.01 
13.00 200.00 500.00 99.67 99.16 0.51 
12.00 200.00 500.00 98.06 97.26 0.80 
11.00 200.00 500.00 91.43 89.98 1.45 
13.00 400.00 500.00 95.68 94.88 0.80 
12.00 400.00 500.00 82.37 80.63 1.74 
11.00 400.00 500.00 39.36 38.09 1.27 
13.00 600.00 500.00 88.12 86.62 1.50 
12.00 600.00 500.00 56.28 54.40 1.88 
11.00 600.00 500.00 2.94 3.14 0.20 
13.00 200.00 800.00 99.92 99.47 0.45 
12.00 200.00 800.00 98.60 97.88 0.72 
11.00 200.00 800.00 93.58 92.26 1.32 
13.00 400.00 800.00 96.92 96.41 0.51 
12.00 400.00 800.00 86.45 84.84 1.61 
11.00 400.00 800.00 52.06 50.11 1.95 
13.00 600.00 800.00 91.15 90.02 1.13 
12.00 600.00 800.00 65.74 64.33 1.41 
11.00 600.00 800.00 8.61 9.15 0.54 
Output - DTN: LB0304SMDCREV2.002

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 REV02 55 July 2003 
7.2 INDEPENDENT TECHNICAL REVIEW 
For corroboration, the SMPA has also been published in the open scientific literature (Birkholzer 
et al. 1999 [105170], pp. 349384; and Li and Tsang 2003 [163714]), having gone through 
anonymous technical review and public scientific scrutiny. Furthermore, the basic formulations 
of physical processes implemented in the SMPA, as represented by Richards equation (Richards 
1931 [104252], pp. 318333), the van Genuchten-Mualem model (Luckner et al. 1989 [100590], 
pp. 21912192), Philips studies (Philip et al. 1989 [105743], pp. 1628), and effects of flow 
channeling resulting from heterogeneity and ponding (Birkholzer and Tsang 1997 [119397], pp. 
22212224; Birkholzer et al. 1999 [105170], pp. 370379), are all in the open literature, have 
gone through proper technical review, and have withstood scrutiny of the scientific community 
since their dates of publication. 
With the exception of confirming the assumption in Section 5, no further activities are needed to 
complete this model validation before LA for its intended use.

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MDL-NBS-HS-000002 REV02 57 July 2003 
8. CONCLUSIONS 
The present Model Report is based on the SCM (BSC 2003 [162267]) and a review of available 
in situ field data appropriate to the Tptpmn and the Tptpll. The model has been previously 
described in Birkholzer et al. (1999 [105170]). The FEPs in Table 6-2 are addressed in this 
model. In reviewing available information (Sections 6.3 to 6.5), ranges of parameters were 
selected, over which seepage calculations were conducted. All eight items in the work scope in 
Section 1 have been accomplished: the SMPA has been developed, parameter ranges selected, 
simulations designed and performed, drift-collapse results reviewed, degradation profiles 
constructed (and simulations performed accordingly), and impact of rock bolts evaluated. 
Finally, these results are in partial support of FEP evaluation, as discussed in Section 6.2.1. 
The results (Figures 6-4 to 6-21) show the impact of various factors on seepage, and calculated 
data are provided to TDMS for PA to develop probability distributions. Generally, seepage is 
found to be larger for smaller fracture continuum permeability (kFC), smaller van Genuchten 
parameter (1/a) and larger percolation flux (Qp) values. This is very reasonable, since a small kFC 
reduces flow diversion around the drift, and a small 1/a parameter represents a small capillary 
strength and thus a small capillary barrier effect. In addition, a larger Qp provides more water 
into the system to induce higher seepage. These results form a useful data set for model 
abstraction for TSPA. 
The acceptance criteria listed in Section 4.2 are met by the present Model Report, as explained 
below. 
For those identified under Section 2.2.1.3.3.3 of the YMRP (NRC 2003 [162418]): 
 Acceptance Criterion 1, System Description and Model Integration Are Adequate: 
The physics of the seepage phenomenon is adequately incorporated into the SMPA based 
on a sufficient technical basis, supported by field data and sensitivity analyses, through 
the SCM (on which the SMPA is based). See Sections 6.2 and 6.3. 
 Acceptance Criterion 2, Data Are Sufficient for Model Justification: 
Ranges of hydrological values used are adequately justified and described. Sufficient 
ranges are used for seepage simulations needed for the Seepage Abstraction Model. See 
Sections 6.3.2 through 6.3.7. 
 Acceptance Criterion 3, Data Uncertainty Is Characterized and Propagated through the 
Model Abstraction 
The parameters and their ranges are used in simulations to cover data uncertainties and 
variabilities (Section 6.3.2 to 6.3.7). The results are provided to the Seepage Abstraction 
Model as a comprehensive look-up table for easy use and traceability. 
 Acceptance Criterion 4, Model Uncertainty Is Characterized and Propagated through the 
Model Abstraction:

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 REV02 58 July 2003 
The selected modeling approach is consistent with the SCM and current scientific 
understanding. Alternative models have been discussed (see Section 6.8). Results cover 
uncertainties of parameter ranges from the SCM and other sources. These are propagated 
as tables with results of both mean and standard deviations, to be used in Model 
Abstraction. 
For those identified under Section 2.2.1.1.3 of the YMRP (NRC 2003 [162418]): 
 Acceptance Criterion 1, Identification of Barriers is Adequate: 
Barriers are adequately identified and linked to their capability. The discussion is found 
in Section 6.2. 
Acceptance Criterion 2, Description of Barrier Capability to Isolate Waste is Acceptable: 
The capability of the barrier to prevent or substantially reduce the rate of movement of 
water is consistent with the definition of a barrier in 10 CFR 63 [156605], Section 63.2 
and is adequately identified and described, including the uncertainty associated with the 
barriers capability. See Section 6.2 and 6.6. 
Acceptance Criterion 3, Technical Basis for Barrier Capability is Adequately Presented: 
The technical basis for assertions of barrier capability is commensurate with the 
importance of the barriers capability and the associated uncertainties. See Section 6.3. 
8.1 LIMITATIONS 
The results in this Model Report are based on current repository design, on available site data, 
and on the SCM (BSC 2003 [162267]), and are dependent on the continuum conceptual model. 
Further, this model report is on ambient conditions. Transient short-term THC and THM effects 
are not considered. Application of results should be within these limits. 
This report demonstrates that the impact of mechanical effects such as rock-falls and fracture 
dilation can be evaluated (Sections 6.4 and 6.5). This work builds on BSC 2001 [156304], which 
includes fracture-dilation scoping analyses. These reports also considered thermal and seismic 
effects on drift degradation in a schematic way. As further mechanical studies are made on drift 
degradation, seepage calculations should follow to provide an assessment of their impact. 
Reasonable changes in the input data used to establish ranges of parameter values used in this 
Model Report would not affect the choice of these ranges. For example, the permeability data are 
used to establish a range of values for the simulations. These permeability data could change by 
an order of magnitude, yet still be within the selected range and not affect the sets of results. On 
the other hand, smaller diameter drifts would generally result in less seepage. 
8.2 RECOMMENDATIONS 
As new data or upstream modeling results become available, they should be examined to assess 
their impact on seepage. In particular, the Model Report uses the calculated drift-degradation

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 REV02 59 July 2003 
profiles from BSC (2001 [156304]); see Section 5. As results from on-going drift degradation 
studies are available, seepage calculation should follow, so that the assumption of using currently 
available degradation profiles can be confirmed. 
8.3 DEVELOPED DATA 
Data developed in the current Model Report have been submitted to TDMS and their DTNs are 
listed below and in Section 9.4. 
LB0304SMDCREV2.001 
LB0304SMDCREV2.002 
LB0304SMDCREV2.003 
LB0304SMDCREV2.004 
Descriptions of these files are given in Attachment I. The first file gives output data for all the 
simulation runs for all cases and all realizations. The second file gives summary results, which 
are also presented as figures in Section 6.6. These two data files are to be used in the upcoming 
revision of Abstraction of Drift Seepage (CRWMS M&O 2001 [154291]) for TSPA-LA. The last 
two data files are in support of discussions in the present Model Report only. They are, 
respectively, files for calculating THM effects on seepage and files for plotting the results, 
presented in Section 6.7.

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9. INPUTS AND REFERENCES 
The following is a list of the references cited in this document. Column 1 represents the unique 
six digit numerical identifier (the Document Input Reference System [DIRS] number), which is 
placed in the text following the reference callout (e.g., BSC 2002 [160819]). The purpose of 
these numbers is to assist the reader in locating a specific reference. Within the reference list, 
multiple sources by the same author (e.g., BSC 2002) are sorted alphabetically by title. 
9.1 DOCUMENTS CITED 
119397 Birkholzer, J. and Tsang, C.F. 1997. Solute Channeling in Unsaturated 
Heterogeneous Porous Media. Water Resources Research, 33, (10), 2221-2238. 
Washington, D.C.: American Geophysical Union. TIC: 235675. 
105170 Birkholzer, J.; Li, G.; Tsang, C-F.; and Tsang, Y. 1999. Modeling Studies and 
Analysis of Seepage into Drifts at Yucca Mountain. Journal of Contaminant 
Hydrology, 38, (1-3), 349-384. New York, New York: Elsevier. TIC: 244160. 
119404 Brekke, T.L.; Cording, E.J.; Daemen, J.; Hart, R.D.; Hudson, J.A.; Kaiser, P.K.; and 
Pelizza, S. 1999. Panel Report on the Drift Stability Workshop, Las Vegas, Nevada, 
December 9-11, 1998. Las Vegas, Nevada: Management and Technical Support 
Services. ACC: MOL.19990331.0102. 
156304 BSC (Bechtel SAIC Company) 2001. Drift Degradation Analysis. ANL-EBS-MD- 
000027 REV 01 ICN 01. Las Vegas, Nevada: Bechtel SAIC Company. ACC: 
MOL.20011029.0311. 
155187 BSC (Bechtel SAIC Company) 2001. Ground Control for Emplacement Drifts for 
SR. ANL-EBS-GE-000002 REV 00 ICN 01. Las Vegas, Nevada: Bechtel SAIC 
Company. ACC: MOL.20010627.0028. 
160798 BSC (Bechtel SAIC Company) 2002. Repository Design Project, Repository/PA IED 
Emplacement Drift Configuration. 800-IED-EBS0-00200-000-00A. Las Vegas, 
Nevada: Bechtel SAIC Company. ACC: MOL.20021031.0104. 
160317 BSC (Bechtel SAIC Company) 2002. Repository Design Project, Repository/PA IED 
Typical Waste Package Components Assembly. 800-IED-EBS0-00100-000-00A. Las 
Vegas, Nevada: Bechtel SAIC Company. ACC: MOL.20021015.0310. 
161067 BSC (Bechtel SAIC Company) 2002. Requirements Document (RD) for iTOUGH2 
V5.0-00. DI: 10003-RD-5.0-0. Las Vegas, Nevada: Bechtel SAIC Company. ACC: 
MOL.20020923.0143. 
160819 BSC (Bechtel SAIC Company) 2002. Technical Work Plan for: Performance 
Assessment Unsaturated Zone. TWP-NBS-HS-000003 REV 02. Las Vegas, Nevada: 
Bechtel SAIC Company. ACC: MOL.20030102.0108.

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161066 BSC (Bechtel SAIC Company) 2002. Users Manual (UM) for iTOUGH2 V5.0. DI: 
10003-UM-5.0-00. Las Vegas, Nevada: Bechtel SAIC Company. ACC: 
MOL.20020923.0147. 
161773 BSC (Bechtel SAIC Company) 2003. Analysis of Hydrologic Properties Data. 
MDL-NBS-HS-000014 REV 00. Las Vegas, Nevada: Bechtel SAIC Company. 
ACC: DOC.20030404.0004. 
163501 BSC (Bechtel SAIC Company) 2003. Drift Scale THM Model. MDL-NBS-HS- 
000017 REV 00A. Las Vegas, Nevada: Bechtel SAIC Company. ACC: 
MOL.20030506.0239. TBV-5119 
163506 BSC (Bechtel SAIC Company) 2003. Drift-Scale Coupled Processes (DST and THC 
Seepage). MDL-NBS-HS-000001 REV 02C. Las Vegas, Nevada: Bechtel SAIC 
Company. ACC: MOL.20030507.0274. TBV-5120 
162267 BSC (Bechtel SAIC Company) 2003. Seepage Calibration Model and Seepage 
Testing Data. MDL-NBS-HS-000004 REV 02. Las Vegas, Nevada: Bechtel SAIC 
Company. ACC: DOC.20030408.0004. 
163840 BSC (Bechtel SAIC Company) 2003. Technical Work Plan for: Engineered Barrier 
System Department Modeling and Testing FY03 Work Activities. TWP-MGR-MD- 
000015 REV 04. Las Vegas, Nevada: Bechtel SAIC Company. ACC: 
DOC.20030616.0002. 
161770 Canori, G.F. and Leitner, M.M. 2003. Project Requirements Document. TER-MGRMD-
000001 REV 01. Las Vegas, Nevada: Bechtel SAIC Company. ACC: 
DOC.20030404.0003. 
154291 CRWMS M&O (Civilian Radioactive Waste Management System Management and 
Operating Contractor) 2001. Abstraction of Drift Seepage. ANL-NBS-MD-000005 
REV 01. Las Vegas, Nevada: CRWMS M&O. ACC: MOL.20010309.0019. 
153481 Cushey, M. 2000. Drift Scale Modeling (YMP-LBNL-DSM-MC-1). Scientific 
Notebook SN-LBNL-SCI-052-V1. ACC: MOL.20000824.0558. 
151875 Finsterle, S. 2000. Using the Continuum Approach to Model Unsaturated Flow in 
Fractured Rock. Water Resources Research, 36, (8), 2055-2066. [Washington, 
D.C.]: American Geophysical Union. TIC: 248769. 
154365 Freeze, G.A.; Brodsky, N.S.; and Swift, P.N. 2001. The Development of Information 
Catalogued in REV00 of the YMP FEP Database. TDR-WIS-MD-000003 REV 00 
ICN 01. Las Vegas, Nevada: Bechtel SAIC Company. ACC: 
MOL.20010301.0237.

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 REV02 63 July 2003 
141523 Jackson, C.P.; Hoch, A.R.; and Todman, S. 2000. Self-Consistency of a 
Heterogeneous Continuum Porous Medium Representation of a Fractured Medium. 
Water Resources Research, 36, (1), 189-202. Washington, D.C.: American 
Geophysical Union. TIC: 247466. 
154293 Knight, J.H.; Philip, J.R.; and Waechter, R.T. 1989. The Seepage Exclusion 
Problem for Spherical Cavities. Water Resources Research, 25, (1), 29-37. 
[Washington, D.C.]: American Geophysical Union. TIC: 240851. 
163714 Li, G. and Tsang, C-F. 2003. Seepage into Drifts with Mechanical Degradation. 
Journal of Contaminant Hydrology, 62-63, 157-172. New York, New York: 
Elsevier. TIC: 254205. 
100590 Luckner, L.; van Genuchten, M.T.; and Nielsen, D.R. 1989. A Consistent Set of 
Parametric Models for the Two-Phase Flow of Immiscible Fluids in the Subsurface. 
Water Resources Research, 25, (10), 2187-2193. Washington, D.C.: American 
Geophysical Union. TIC: 224845. 
162418 NRC (U.S. Nuclear Regulatory Commission) 2003. Yucca Mountain Review Plan, 
Information Only. NUREG-1804, Draft Final Revision 2. Washington, D.C.: U.S. 
Nuclear Regulatory Commission, Office of Nuclear Material Safety and Safeguards. 
TIC: 254002. 
152651 Philip, J.R. 1989. The Seepage Exclusion Problem for Sloping Cylindrical 
Cavities. Water Resources Research, 25, (6), 1447-1448. [Washington, D.C.]: 
American Geophysical Union. TIC: 239729. 
105743 Philip, J.R.; Knight, J.H.; and Waechter, R.T. 1989. Unsaturated Seepage and 
Subterranean Holes: Conspectus, and Exclusion Problem for Circular Cylindrical 
Cavities. Water Resources Research, 25, (1), 16-28. Washington, D.C.: American 
Geophysical Union. TIC: 239117. 
104252 Richards, L.A. 1931. Capillary Conduction of Liquids Through Porous Mediums. 
Physics, 1, 318-333. [New York, New York: American Physical Society]. TIC: 
225383. 
139174 Ritcey, A.C. and Wu, Y.S. 1999. Evaluation of the Effect of Future Climate Change 
on the Distribution and Movement of Moisture in the Unsaturated Zone at Yucca 
Mountain, NV. Journal of Contaminant Hydrology, 38, (1-3), 257-279. New York, 
New York: Elsevier. TIC: 244160. 
100610 van Genuchten, M.T. 1980. A Closed-Form Equation for Predicting the Hydraulic 
Conductivity of Unsaturated Soils. Soil Science Society of America Journal, 44, (5), 
892-898. Madison, Wisconsin: Soil Science Society of America. TIC: 217327.

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 REV02 64 July 2003 
162319 Wang, J.S. 2003. Scientific Notebooks Referenced in Model Report U0075, 
Seepage Model for PA Including Drift Collapse, MDL-NBS-HS-000002 REV 02. 
Memorandum from J.S. Wang (BSC) to File, May 5, 2003, with attachments. ACC: 
MOL.20030506.0299. 
106146 Wang, J.S.Y.; Trautz, R.C.; Cook, P.J.; Finsterle, S.; James, A.L.; and Birkholzer, J. 
1999. Field Tests and Model Analyses of Seepage into Drift. Journal of 
Contaminant Hydrology, 38, (1-3), 323-347. New York, New York: Elsevier. TIC: 
244160. 
117161 Wu, Y-S.; Haukwa, C.; and Bodvarsson, G.S. 1999. A Site-Scale Model for Fluid 
and Heat Flow in the Unsaturated Zone of Yucca Mountain, Nevada. Journal of 
Contaminant Hydrology, 38, (1-3), 185-215. New York, New York: Elsevier. TIC: 
244160. 
Software Cited 
134141 LBNL (Lawrence Berkeley National Laboratory) 1999. Software Code: EXT. V1.0. 
Sun. 10047-1.0-00. 
153100 LBNL (Lawrence Berkeley National Laboratory) 2000. Software Code: GSLIB. 
V1.0SISIMV1.204. SUN w/Unix OS. 10397-1.0SISIMV1.204-00. 
146496 LBNL (Lawrence Berkeley National Laboratory) 2000. Software Code: TOUGH2. 
V1.4. Sun Workstation and DEC/ALPHA. 10007-1.4-01. 
152823 LBNL (Lawrence Berkeley National Laboratory) 2000. Software Routine: 
AddBound. V1.0. SUN w/Unix OS. 10357-1.0-00. 
152816 LBNL (Lawrence Berkeley National Laboratory) 2000. Software Routine: CutDrift. 
V1.0. SUN w/Unix OS. 10375-1.0-00. 
152828 LBNL (Lawrence Berkeley National Laboratory) 2000. Software Routine: CutNiche. 
V1.3. SUN w/Solaris OS. 10402-1.3-00. 
152824 LBNL (Lawrence Berkeley National Laboratory) 2000. Software Routine: 
MoveMesh. V1.0. SUN w/Unix OS. 10358-1.0-00. 
152826 LBNL (Lawrence Berkeley National Laboratory) 2000. Software Routine: 
Perm2Mesh. V1.0. SUN w/Unix OS. 10359-1.0-00. 
160106 LBNL (Lawrence Berkeley National Laboratory) 2002. Software Code: iTOUGH2. 
V5.0. SUN UltraSparc., DEC ALPHA, LINUX. 10003-5.0-00. 
9.2 CODES, STANDARDS, REGULATIONS, AND PROCEDURES 
156605 10 CFR 63. Energy: Disposal of High-Level Radioactive Wastes in a Geologic 
Repository at Yucca Mountain, Nevada. Readily available.

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 REV02 65 July 2003 
AP-2.22Q, Rev. 0, ICN 1. Classification Criteria and Maintenance of the Monitored Geologic 
Repository Q-List. Washington, D.C.: U.S. Department of Energy, Office of Civilian 
Radioactive Waste Management. ACC: DOC.20030422.0009. 
AP-SI.1Q, Rev. 5, ICN 0. Software Management. Washington, D.C.: U.S. Department of 
Energy, Office of Civilian Radioactive Waste Management. ACC: 
DOC.20030422.0012. 
AP-SIII.10Q, Rev. 1, ICN 2. Models. Washington, D.C.: U.S. Department of Energy, Office of 
Civilian Radioactive Waste Management. ACC: DOC.20030627.0003. 
9.3 SOURCE DATA, LISTED BY DATA TRACKING NUMBER 
153155 LB0011AIRKTEST.001. Air Permeability Testing in Niches 3566 and 3650. 
Submittal date: 11/08/2000. 
154586 LB0012AIRKTEST.001. Niche 5 Air K Testing 3/23/00-4/3/00. Submittal date: 
12/21/2000. 
159525 LB0205REVUZPRP.001. Fracture Properties for UZ Model Layers Developed from 
Field Data. Submittal date: 05/14/2002. 
162277 LB0302PTNTSW9I.001. PTN/TSW Interface Percolation Flux Maps for 9 
Infiltration Scenarios. Submittal date: 02/28/2003. 
162273 LB0302SCMREV02.002. Seepage-Related Model Parameters K and 1/A: Data 
Summary. Submittal date: 02/28/2003. 
163703 LB0304DRSCLTHM.001. Drift Scale THM Model Predictions: Simulations. 
Submittal date: 04/11/2003. 
136593 LB980901233124.101. Pneumatic Pressure and Air Permeability Data from Niche 
3107 and Niche 4788 in the ESF from Chapter 2 of Report SP33PBM4: Fracture 
Flow and Seepage Testing in the ESF, FY98. Submittal date: 11/23/1999. 
104055 LB997141233129.001. Calibrated Basecase Infiltration 1-D Parameter Set for the 
UZ Flow and Transport Model, FY99. Submittal date: 07/21/1999. 
156306 MO0109RDDAAMRR.003. Results from Drift Degradation Analysis. Submittal 
date: 09/24/2001. 
161496 MO0301SEPFEPS1.000. LA FEP List. Submittal date: 01/21/2003.

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 REV02 66 July 2003 
9.4 OUTPUT DATA, LISTED BY DATA TRACKING NUMBER 
LB0304SMDCREV2.001. Seepage Modeling for Performance Assessment, Including Drift 
Collapse: Input/Output Files. Submittal date: 04/11/2003. 
LB0304SMDCREV2.002. Seepage Modeling for Performance Assessment, Including Drift 
Collapse: Summary Plot Files and Tables. Submittal date: 04/11/2003. 
LB0304SMDCREV2.003. Impact of Thermal-Hydrologic-Mechanical Effects on Seepage: 
Simulations. Submittal date: 04/23/2003. 
LB0304SMDCREV2.004. Impact of Thermal-Hydrologic-Mechanical Effects on Seepage: 
Summary Plot Files and Tables. Submittal date: 04/23/2003.

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 Rev02 Attachment I-1 July 2003 
ATTACHMENT ILIST OF COMPUTER FILES SUBMITTED WITH THIS MODEL 
REPORT UNDER OUTPUT-DTNS : LB0304SMDCREV2.001; 
LB0304SMDCREV2.002; LB0304SMDCREV2.003; LB0304SMDCREV2.004 
Computer files used in this Model Report are listed below and are submitted to the TDMS under 
DTN: LB0304SMDCREV2.001; LB0304SMDCREV2.002; LB0304SMDCREV2.003; and 
LB0304SMDCREV2.004. Each file name is complemented with a short description of its 
contents and/or purpose. The detail could be found on the scientific notebook pages listed in 
Table 6-1. 
Table I-1 lists the files of numerical simulations with the SMPA for three seepage-relevant 
parameters: fracture k, the capillary-strength, and percolation flux. Multiple realizations of the 
underlying stochastic permeability field are performed. Selected sensitivity analyses are 
performed on the effects of variable stages of drift collapse. Different design scenarios are 
modeled for rock-fall and rockbolt installations. 
Table I-1. File Name and Description for Numerical Simulations DTN: LB0304SMDCREV2.001 
File/Folder Name Description 
(Related to Sections 6.3 and 6.6) 
20_k-realizations/ 
20_k-realizations/Tough2 mesh generation 
20_k-realizations/Tough2 mesh generation/Input/ 
mesh3dblock TOUGH2 input file with MESHMAKER block 
20_k-realizations/Tough2 mesh generation/Output/ 
mesh3dblock.mes TOUGH2 output file, mesh file 
SMPA TOUGH2 input file 
20_k-realizations/iTOUGH2 mesh generation/iT2 input/ 
SMPA.mes1 Mesh with permeability realization #1 
SMPA.mes2 Mesh with permeability realization #2 
SMPA.mes3 Mesh with permeability realization #3 
SMPA.mes4 Mesh with permeability realization #4 
SMPA.mes5 Mesh with permeability realization #5 
SMPA.mes6 Mesh with permeability realization #6 
SMPA.mes7 Mesh with permeability realization #7 
SMPA.mes8 Mesh with permeability realization #8 
SMPA.mes9 Mesh with permeability realization #9 
SMPA.mes10 Mesh with permeability realization #10 
SMPA.mes11 Mesh with permeability realization #11 
SMPA.mes12 Mesh with permeability realization #12 
SMPA.mes13 Mesh with permeability realization #13 
SMPA.mes14 Mesh with permeability realization #14 
SMPA.mes15 Mesh with permeability realization #15 
SMPA.mes16 Mesh with permeability realization #16 
SMPA.mes17 Mesh with permeability realization #17 
SMPA.mes18 Mesh with permeability realization #18 
SMPA.mes19 Mesh with permeability realization #19 
SMPA.mes20 Mesh with permeability realization #20 
SMPAi iTOUGH2 input file 
Parameterset.dat Input file for parameter combination

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 Rev02 Attachment I-2 July 2003 
20_k-realizations/iTOUGH2 mesh generation/iT2 output/ 
SMPAi.out1 Seepage results for permeability realization #1 
SMPAi.out2 Seepage results for permeability realization #2 
SMPAi.out3 Seepage results for permeability realization #3 
SMPAi.out4 Seepage results for permeability realization #4 
SMPAi.out5 Seepage results for permeability realization #5 
SMPAi.out6 Seepage results for permeability realization #6 
SMPAi.out7 Seepage results for permeability realization #7 
SMPAi.out8 Seepage results for permeability realization #8 
SMPAi.out9 Seepage results for permeability realization #9 
SMPAi.out10 Seepage results for permeability realization #10 
SMPAi.out11 Seepage results for permeability realization #11 
SMPAi.out12 Seepage results for permeability realization #12 
SMPAi.out13 Seepage results for permeability realization #13 
SMPAi.out14 Seepage results for permeability realization #14 
SMPAi.out15 Seepage results for permeability realization #15 
SMPAi.out16 Seepage results for permeability realization #16 
SMPAi.out17 Seepage results for permeability realization #17 
SMPAi.out18 Seepage results for permeability realization #18 
SMPAi.out19 Seepage results for permeability realization #19 
SMPAi.out20 Seepage results for permeability realization #20 
20_k-realizations/iTOUGH2 mesh generation/pre-processing/ 
onestep TOUGH2 input file to perform single time step simulation 
perm.par SISIM input file to generate heterogeneous log-permeability modifier field 
Primary.mes Primary mesh file 
sh.mesh Sequence of commands used to generate meshes for 20 realizations 
(Related to Sections 6.5 and 6.6.4) 
Rockbolt_analysis/ 
Rockboltsreadme.doc Readme file for rockbolt simulation 
Rockbolt_analysis/10cm_discrete_fracture_simulations/t21.5df1/ 
sh.22v1.4 Sequence of commands to run sensitivity study 
vh_aX22 TOUGH2 input file (1/alpha =589 Pa) 
vh_aX22.out TOUGH2 output file 
vh_aX22.seep TOUGH2 output file 
Rockbolt_analysis/10cm_discrete_fracture_simulations/t21.5df1_23/ 
sh.23v1.4 Sequence of commands to run sensitivity study 
vh_aX23 TOUGH2 input file (1/alpha =400 Pa) 
vh_aX23.out TOUGH2 output file 
vh_aX23.seep TOUGH2 output file

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 Rev02 Attachment I-3 July 2003 
Rockbolt_analysis/10cm_discrete_fracture_simulations/t21.5df1_24/ 
sh.24v1.4 Sequence of commands to run sensitivity study 
vh_aX24 TOUGH2 input file (1/alpha =200 Pa) 
vh_aX24.out TOUGH2 output file 
vh_aX24.seep TOUGH2 output file 
Rockbolt_analysis/50cm_discrete_fracture_simulations/t21.5df5/ 
sh.22v1.4 Sequence of commands to run sensitivity study 
vh_aX22 TOUGH2 input file (1/alpha =589 Pa) 
vh_aX22.out TOUGH2 output file 
vh_aX22.seep TOUGH2 output file 
Rockbolt_analysis/50cm_discrete_fracture_simulations/t21.5df5_23/ 
sh.23v1.4 Sequence of commands to run sensitivity study 
vh_aX23 TOUGH2 input file (1/alpha =400 Pa) 
vh_aX23.out TOUGH2 output file 
vh_aX23.seep TOUGH2 output file 
Rockbolt_analysis/50cm_discrete_fracture_simulations/t21.5df5_24/ 
sh.24v1.4 Sequence of commands to run sensitivity study 
vh_aX24 TOUGH2 input file (1/alpha =200 Pa) 
vh_aX24.out TOUGH2 output file 
vh_aX24.seep TOUGH2 output file 
Rockbolt_analysis/SCM_simulations/t21.5/ 
sh.22v1.4 Sequence of commands to run sensitivity study 
vh_aX22 TOUGH2 input file (1/alpha =589 Pa) 
vh_aX22.out TOUGH2 output file 
vh_aX22.seep TOUGH2 output file 
Rockbolt_analysis/SCM_simulations/t21.5_23/ 
sh.23v1.4 Sequence of commands to run sensitivity study 
vh_aX23 TOUGH2 input file (1/alpha =400 Pa) 
vh_aX23.out TOUGH2 output file 
vh_aX23.seep TOUGH2 output file 
Rockbolt_analysis/SCM_simulations/t21.5_24/ 
sh.24v1.4 Sequence of commands to run sensitivity study 
vh_aX24 TOUGH2 input file (1/alpha =200 Pa) 
vh_aX24.out TOUGH2 output file 
vh_aX24.seep TOUGH2 output file

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 Rev02 Attachment I-4 July 2003 
(Related to Section 7) 
SMPA-SCMi/T2_input/ 
SMPA-SCM TOUGH2 input file 
SMPA-SCMi/T2_output-iT2_input/ 
SMPA-SCMi iTOUGH2 input file 
run_SMPA-SCM Sequence of commands to run simulations 
SMPA-SCMi/iT2_Output/ 
SMPA-SCMi.out1 Seepage results for permeability realization #1 
SMPA-SCMi.out2 Seepage results for permeability realization #2 
SMPA-SCMi.out3 Seepage results for permeability realization #3 
SMPA-SCMi.out4 Seepage results for permeability realization #4 
SMPA-SCMi.out5 Seepage results for permeability realization #5 
SMPA-SCMi.out6 Seepage results for permeability realization #6 
SMPA-SCMi.out7 Seepage results for permeability realization #7 
SMPA-SCMi.out8 Seepage results for permeability realization #8 
SMPA-SCMi.out9 Seepage results for permeability realization #9 
SMPA-SCMi.out10 Seepage results for permeability realization #10 
(Related to Sections 6.6.2 and 6.6.3) 
k1-10_realizations_10-scenarios/ 
onestep TOUGH2 input file to perform single time step simulation 
sh.onestep Sequence of command to run one time step 
(Related to Section 6.6.2) 
k1-10_realizations_10-scenarios/Sensitivity_analysis_4-scenarios/ 
Common_input/ 
SMPAi iTOUGH2 input file 
parameterset1.dat Input file for parameter combination 
k1-10_realizations_10-scenarios/Sensitivity_analysis_4-scenarios/ 
Correlation_length/lambda=1m/Input/ 
SMPAa1.mes1 Mesh with permeability realization #1 
SMPAa1.mes2 Mesh with permeability realization #2 
SMPAa1.mes3 Mesh with permeability realization #3 
SMPAa1.mes4 Mesh with permeability realization #4 
SMPAa1.mes5 Mesh with permeability realization #5 
SMPAa1.mes6 Mesh with permeability realization #6 
SMPAa1.mes7 Mesh with permeability realization #7 
SMPAa1.mes8 Mesh with permeability realization #8 
SMPAa1.mes9 Mesh with permeability realization #9 
SMPAa1.mes10 Mesh with permeability realization #10 
Perma1.par SISIM input file to generate heterogeneous log-permeability 
modifier field 
sh.mesha1 Sequence of commands used to generate meshes for 10 
realizations

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 Rev02 Attachment I-5 July 2003 
k1-10_realizations_10-scenarios/Sensitivity_analysis_4-scenarios/ 
Correlation_length/lambda=1m/Output/ 
SMPAi.outa11 Seepage results for permeability realization #1 
SMPAi.outa12 Seepage results for permeability realization #2 
SMPAi.outa13 Seepage results for permeability realization #3 
SMPAi.outa14 Seepage results for permeability realization #4 
SMPAi.outa15 Seepage results for permeability realization #5 
SMPAi.outa16 Seepage results for permeability realization #6 
SMPAi.outa17 Seepage results for permeability realization #7 
SMPAi.outa18 Seepage results for permeability realization #8 
SMPAi.outa19 Seepage results for permeability realization #9 
SMPAi.outa110 Seepage results for permeability realization #10 
k1-10_realizations_10-scenarios/Sensitivity_analysis_4-scenarios/ 
Correlation_length/lambda=2m/Input/ 
SMPAa2.mes1 Mesh with permeability realization #1 
SMPAa2.mes2 Mesh with permeability realization #2 
SMPAa2.mes3 Mesh with permeability realization #3 
SMPAa2.mes4 Mesh with permeability realization #4 
SMPAa2.mes5 Mesh with permeability realization #5 
SMPAa2.mes6 Mesh with permeability realization #6 
SMPAa2.mes7 Mesh with permeability realization #7 
SMPAa2.mes8 Mesh with permeability realization #8 
SMPAa2.mes9 Mesh with permeability realization #9 
SMPAa2.mes10 Mesh with permeability realization #10 
Perma2.par SISIM input file to generate heterogeneous log-permeability 
modifier field 
sh.mesha2 Sequence of commands used to generate meshes for 10 
realizations 
k1-10_realizations_10-scenarios/Sensitivity_analysis_4-scenarios/ 
Correlation_length/lambda=2m/Output/ 
SMPAi.outa21 Seepage results for permeability realization #1 
SMPAi.outa22 Seepage results for permeability realization #2 
SMPAi.outa23 Seepage results for permeability realization #3 
SMPAi.outa24 Seepage results for permeability realization #4 
SMPAi.outa25 Seepage results for permeability realization #5 
SMPAi.outa26 Seepage results for permeability realization #6 
SMPAi.outa27 Seepage results for permeability realization #7 
SMPAi.outa28 Seepage results for permeability realization #8 
SMPAi.outa29 Seepage results for permeability realization #9 
SMPAi.outa210 Seepage results for permeability realization #10

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 Rev02 Attachment I-6 July 2003 
k1-10_realizations_10-scenarios/Sensitivity_analysis_4-scenarios/ 
Logk_Stdev/stdev=0.5/Input/ 
SMPAsd5.mes1 Mesh with permeability realization #1 
SMPAsd5.mes2 Mesh with permeability realization #2 
SMPAsd5.mes3 Mesh with permeability realization #3 
SMPAsd5.mes4 Mesh with permeability realization #4 
SMPAsd5.mes5 Mesh with permeability realization #5 
SMPAsd5.mes6 Mesh with permeability realization #6 
SMPAsd5.mes7 Mesh with permeability realization #7 
SMPAsd5.mes8 Mesh with permeability realization #8 
SMPAsd5.mes9 Mesh with permeability realization #9 
SMPAsd5.mes10 Mesh with permeability realization #10 
Permsd5.par SISIM input file to generate heterogeneous log-permeability 
modifier field 
sh.meshsd5 Sequence of commands used to generate meshes for 10 
realizations 
k1-10_realizations_10-scenarios/Sensitivity_analysis_4-scenarios/ 
Logk_Stdev/stdev=0.5/Output/ 
SMPAi.outsd51 Seepage results for permeability realization #1 
SMPAi.outsd52 Seepage results for permeability realization #2 
SMPAi.outsd53 Seepage results for permeability realization #3 
SMPAi.outsd54 Seepage results for permeability realization #4 
SMPAi.outsd55 Seepage results for permeability realization #5 
SMPAi.outsd56 Seepage results for permeability realization #6 
SMPAi.outsd57 Seepage results for permeability realization #7 
SMPAi.outsd58 Seepage results for permeability realization #8 
SMPAi.outsd59 Seepage results for permeability realization #9 
SMPAi.outsd510 Seepage results for permeability realization #10 
k1-10_realizations_10-scenarios/Sensitivity_analysis_4-scenarios/ 
Logk_Stdev/stdev=2.0/Input/ 
SMPAs2.mes1 Mesh with permeability realization #1 
SMPAs2.mes2 Mesh with permeability realization #2 
SMPAs2.mes3 Mesh with permeability realization #3 
SMPAs2.mes4 Mesh with permeability realization #4 
SMPAs2.mes5 Mesh with permeability realization #5 
SMPAs2.mes6 Mesh with permeability realization #6 
SMPAs2.mes7 Mesh with permeability realization #7 
SMPAs2.mes8 Mesh with permeability realization #8 
SMPAs2.mes9 Mesh with permeability realization #9 
SMPAs2.mes10 Mesh with permeability realization #10 
Perms2.par SISIM input file to generate heterogeneous log-permeability 
modifier field 
sh.meshs2 Sequence of commands used to generate meshes for 10 
realizations

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 Rev02 Attachment I-7 July 2003 
k1-10_realizations_10-scenarios/Sensitivity_analysis_4-scenarios/ 
Logk_Stdev/stdev=2.0/Output/ 
SMPAi.outs21 Seepage results for permeability realization #1 
SMPAi.outs22 Seepage results for permeability realization #2 
SMPAi.outs23 Seepage results for permeability realization #3 
SMPAi.outs24 Seepage results for permeability realization #4 
SMPAi.outs25 Seepage results for permeability realization #5 
SMPAi.outs26 Seepage results for permeability realization #6 
SMPAi.outs27 Seepage results for permeability realization #7 
SMPAi.outs28 Seepage results for permeability realization #8 
SMPAi.outs29 Seepage results for permeability realization #9 
SMPAi.outs210 Seepage results for permeability realization #10 
(Related to section 6.6.3) 
k1-10_realizations_10-scenarios/k1-10_realizations_6-scenarios/ 
k1-10_realizations_10-scenarios/k1-10_realizations_6-scenarios/ 
Common_input/ 
SMPA TOUGH2 input file 
k1-10_realizations_10-scenarios/k1-10_realizations_6-scenarios/ 
Common_input/75+wst_inputs/ 
Perm.par SISIM input file to generate heterogeneous log-permeability 
modifier field 
k1-10_realizations_10-scenarios/k1-10_realizations_6-scenarios/ 
Common_input/Tptpll_inputs/ 
parametersetrfll.dat Input file of parameter combination for Tptpll 
k1-10_realizations_10-scenarios/k1-10_realizations_6-scenarios/ 
Common_input/Tptpmn_inputs/ 
parametersetrfmn.dat Input file of parameter combination for Tptpmn 
k1-10_realizations_10-scenarios/k1-10_realizations_6-scenarios/ 
Common_input/base_case_inputs/ 
SMPA.mes1 Mesh with permeability realization #1 
SMPA.mes2 Mesh with permeability realization #2 
SMPA.mes3 Mesh with permeability realization #3 
SMPA.mes4 Mesh with permeability realization #4 
SMPA.mes5 Mesh with permeability realization #5 
SMPA.mes6 Mesh with permeability realization #6 
SMPA.mes7 Mesh with permeability realization #7 
SMPA.mes8 Mesh with permeability realization #8 
SMPA.mes9 Mesh with permeability realization #9 
SMPA.mes10 Mesh with permeability realization #10

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 Rev02 Attachment I-8 July 2003 
k1-10_realizations_10-scenarios/k1-10_realizations_6-scenarios/ 
Tptpll_75percentile_case/Input/ 
SMPAll75.mes1 Mesh with permeability realization #1 
SMPAll75.mes2 Mesh with permeability realization #2 
SMPAll75.mes3 Mesh with permeability realization #3 
SMPAll75.mes4 Mesh with permeability realization #4 
SMPAll75.mes5 Mesh with permeability realization #5 
SMPAll75.mes6 Mesh with permeability realization #6 
SMPAll75.mes7 Mesh with permeability realization #7 
SMPAll75.mes8 Mesh with permeability realization #8 
SMPAll75.mes9 Mesh with permeability realization #9 
SMPAll75.mes10 Mesh with permeability realization #10 
SMPAll75cut.mes Mesh file with 75 percentile case of the rock fall in 
Tptpll 
sh.meshll75 Sequence of commands used to generate meshes 
for 10 realizations 
k1-10_realizations_10-scenarios/k1-10_realizations_6-scenarios/ 
Tptpll_75percentile_case/Output/ 
SMPAi.outll751 Seepage results for permeability realization #1 
SMPAi.outll752 Seepage results for permeability realization #2 
SMPAi.outll753 Seepage results for permeability realization #3 
SMPAi.outll754 Seepage results for permeability realization #4 
SMPAi.outll755 Seepage results for permeability realization #5 
SMPAi.outll756 Seepage results for permeability realization #6 
SMPAi.outll757 Seepage results for permeability realization #7 
SMPAi.outll758 Seepage results for permeability realization #8 
SMPAi.outll759 Seepage results for permeability realization #9 
SMPAi.outll7510 Seepage results for permeability realization #10 
SMPAioutll75.dat Data file with processed seepage results from 10 realizations 
k1-10_realizations_10-scenarios/k1-10_realizations_6-scenarios/ 
Tptpll_base_case/Input/ 
SMPAill iTOUGH2 input file for Tptpll

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 Rev02 Attachment I-9 July 2003 
k1-10_realizations_10-scenarios/k1-10_realizations_6-scenarios/ 
Tptpll_base_case/Output/ 
SMPAi.outllb1 Seepage results for permeability realization #1 
SMPAi.outllb2 Seepage results for permeability realization #2 
SMPAi.outllb3 Seepage results for permeability realization #3 
SMPAi.outllb4 Seepage results for permeability realization #4 
SMPAi.outllb5 Seepage results for permeability realization #5 
SMPAi.outllb6 Seepage results for permeability realization #6 
SMPAi.outllb7 Seepage results for permeability realization #7 
SMPAi.outllb8 Seepage results for permeability realization #8 
SMPAi.outllb9 Seepage results for permeability realization #9 
SMPAi.outllb10 Seepage results for permeability realization #10 
SMPAioutllb.dat Data file with processed seepage results from 10 realizations 
k1-10_realizations_10-scenarios/k1-10_realizations_6-scenarios/ 
Tptpll_worst_case/Intput/ 
SMPAllw.mes1 Mesh with permeability realization #1 
SMPAllw.mes2 Mesh with permeability realization #2 
SMPAllw.mes3 Mesh with permeability realization #3 
SMPAllw.mes4 Mesh with permeability realization #4 
SMPAllw.mes5 Mesh with permeability realization #5 
SMPAllw.mes6 Mesh with permeability realization #6 
SMPAllw.mes7 Mesh with permeability realization #7 
SMPAllw.mes8 Mesh with permeability realization #8 
SMPAllw.mes9 Mesh with permeability realization #9 
SMPAllw.mes10 Mesh with permeability realization #10 
SMPAllwcut.mes Mesh file with worse case of the rock fall in Tptpll 
sh.meshllws Sequence of commands used to generate meshes 
for 10 realizations 
k1-10_realizations_10-scenarios/k1-10_realizations_6-scenarios/ 
Tptpll_worst_case/Output/ 
SMPAi.outllw1 Seepage results for permeability realization #1 
SMPAi.outllw2 Seepage results for permeability realization #2 
SMPAi.outllw3 Seepage results for permeability realization #3 
SMPAi.outllw4 Seepage results for permeability realization #4 
SMPAi.outllw5 Seepage results for permeability realization #5 
SMPAi.outllw6 Seepage results for permeability realization #6 
SMPAi.outllw7 Seepage results for permeability realization #7 
SMPAi.outllw8 Seepage results for permeability realization #8 
SMPAi.outllw9 Seepage results for permeability realization #9 
SMPAi.outllw10 Seepage results for permeability realization #10 
SMPAioutllw.dat Data file with processed seepage results from 10 realizations

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 Rev02 Attachment I-10 July 2003 
k1-10_realizations_10-scenarios/k1-10_realizations_6-scenarios/ 
Tptpmn_75percentile_case/Input/ 
SMPAmn75.mes1 Mesh with permeability realization #1 
SMPAmn75.mes2 Mesh with permeability realization #2 
SMPAmn75.mes3 Mesh with permeability realization #3 
SMPAmn75.mes4 Mesh with permeability realization #4 
SMPAmn75.mes5 Mesh with permeability realization #5 
SMPAmn75.mes6 Mesh with permeability realization #6 
SMPAmn75.mes7 Mesh with permeability realization #7 
SMPAmn75.mes8 Mesh with permeability realization #8 
SMPAmn75.mes9 Mesh with permeability realization #9 
SMPAmn75.mes10 Mesh with permeability realization #10 
SMPAmn75cut.mes Mesh file with 75 percentile case of the rock fall in 
Tptpmn 
sh.meshmn75s Sequence of commands used to generate meshes 
for 10 realizations 
k1-10_realizations_10-scenarios/k1-10_realizations_6-scenarios/ 
Tptpmn_75percentile_case/Output/ 
SMPAi.outmn751 Seepage results for permeability realization #1 
SMPAi.outmn752 Seepage results for permeability realization #2 
SMPAi.outmn753 Seepage results for permeability realization #3 
SMPAi.outmn754 Seepage results for permeability realization #4 
SMPAi.outmn755 Seepage results for permeability realization #5 
SMPAi.outmn756 Seepage results for permeability realization #6 
SMPAi.outmn757 Seepage results for permeability realization #7 
SMPAi.outmn758 Seepage results for permeability realization #8 
SMPAi.outmn759 Seepage results for permeability realization #9 
SMPAi.outmn7510 Seepage results for permeability realization #10 
SMPAioutmn75.dat Data file with processed seepage results from 10 realizations 
k1-10_realizations_10-scenarios/k1-10_realizations_6-scenarios/ 
Tptpmn_base_case/Input/ 
SMPAimn iTOUGH2 input file for Tptpmn base case

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 Rev02 Attachment I-11 July 2003 
k1-10_realizations_10-scenarios/k1-10_realizations_6-scenarios/ 
Tptpmn_base_case/Output/ 
SMPAi.outmnb1 Seepage results for permeability realization #1 
SMPAi.outmnb2 Seepage results for permeability realization #2 
SMPAi.outmnb3 Seepage results for permeability realization #3 
SMPAi.outmnb4 Seepage results for permeability realization #4 
SMPAi.outmnb5 Seepage results for permeability realization #5 
SMPAi.outmnb6 Seepage results for permeability realization #6 
SMPAi.outmnb7 Seepage results for permeability realization #7 
SMPAi.outmnb8 Seepage results for permeability realization #8 
SMPAi.outmnb9 Seepage results for permeability realization #9 
SMPAi.outmnb10 Seepage results for permeability realization #10 
SMPAioutmnb.dat Data file with processed seepage results from 10 realizations 
k1-10_realizations_10-scenarios/k1-10_realizations_6-scenarios/ 
Tptpmn_worst_case/Input/ 
SMPAmnw.mes1 Mesh with permeability realization #1 
SMPAmnw.mes2 Mesh with permeability realization #2 
SMPAmnw.mes3 Mesh with permeability realization #3 
SMPAmnw.mes4 Mesh with permeability realization #4 
SMPAmnw.mes5 Mesh with permeability realization #5 
SMPAmnw.mes6 Mesh with permeability realization #6 
SMPAmnw.mes7 Mesh with permeability realization #7 
SMPAmnw.mes8 Mesh with permeability realization #8 
SMPAmnw.mes9 Mesh with permeability realization #9 
SMPAmnw.mes10 Mesh with permeability realization #10 
SMPAmnwcut.mes Mesh file with worse case of the rock fall in Tptpmn 
sh.meshmnws Sequence of commands used to generate meshes 
for 10 realizations 
k1-10_realizations_10-scenarios/k1-10_realizations_6-scenarios/ 
Tptpmn_worst_case/Output/ 
SMPAi.outmnw1 Seepage results for permeability realization #1 
SMPAi.outmnw2 Seepage results for permeability realization #2 
SMPAi.outmnw3 Seepage results for permeability realization #3 
SMPAi.outmnw4 Seepage results for permeability realization #4 
SMPAi.outmnw5 Seepage results for permeability realization #5 
SMPAi.outmnw6 Seepage results for permeability realization #6 
SMPAi.outmnw7 Seepage results for permeability realization #7 
SMPAi.outmnw8 Seepage results for permeability realization #8 
SMPAi.outmnw9 Seepage results for permeability realization #9 
SMPAi.outmnw10 Seepage results for permeability realization #10 
SMPAioutmnw.dat Data file with processed seepage results from 10 realizations

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 Rev02 Attachment I-12 July 2003 
(Related to Section 6.6.3  Saturation Distribution) 
k1-r_6-s_moisture-mapping/ 
k1-r_6-s_moisture-mapping/T2_input/ 
SMPA TOUGH2 input file 
SMPA.mes1 Mesh with permeability realization #1 for base case 
SMPAll75.mes1 Mesh with permeability realization #1 for 75 
percentile case in Tptpll 
SMPAllw.mes1 Mesh with permeability realization #1 for the worse 
case in Tptpll 
SMPAmn75.mes1 Mesh with permeability realization #1 for 75 
percentile case in Tptpmn 
SMPAmnw.mes1 Mesh with permeability realization #1 for the worse 
case in Tptpll 
parametersetrfll.dat Data file of parameter combination for Tptpll 
parametersetrfmn.dat Data file of parameter combination for Tptpmn 
k1-r_6-s_moisture-mapping/T2_output/ 
SMPA.ll1s TOUGH2 output file for the base case in Tptpll 
SMPA.ll751s TOUGH2 output file for 75 percentile case in Tptpll 
SMPA.llw1s TOUGH2 output file for the worse case in Tptpll 
SMPA.mn1s TOUGH2 output file for the base case in Tptpmn 
SMPA.mn751s TOUGH2 output file for 75 percentile case in Tptpmn 
SMPA.mnw1s TOUGH2 output file for the worse case in Tptpmn 
k1-r_6-s_moisture-mapping/iT2_input/ 
SMPAill iTOUGH2 input file for the base case in Tptpll 
SMPAill75 iTOUGH2 input file for 75 percentile case in Tptpll 
SMPAillw iTOUGH2 input file for the worse case in Tptpll 
SMPAimn iTOUGH2 input file for the base case in Tptpmn 
SMPAimn75 iTOUGH2 input file for 75 percentile case in Tptpmn 
SMPAimnw iTOUGH2 input file for the worse case in Tptpmn 
k1-r_6-s_moisture-mapping/iT2_output/ 
SMPAi.outll1s TOUGH2 output file for the base case in Tptpll 
SMPAi.outll751s iTOUGH2 output file for 75 percentile case in Tptpll 
SMPAi.outllw1s iTOUGH2 output file for the worse case in Tptpll 
SMPAi.outmn1s iTOUGH2 output file for the base case in Tptpmn 
SMPAi.outmn751s iTOUGH2 output file for 75 percentile case in Tptpmn 
SMPAi.outmnw1s iTOUGH2 output file for the worse case in Tptpmn

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 Rev02 Attachment I-13 July 2003 
Table I-2 lists the plot files and tables in this Model Report. The .wmf files produced by TecPlot 
can be viewed by opening MS Word 97 (or newer), going to the pull-down menu for Insert . 
Picture, and then choosing the desired figure file. 
Table I-2. File for Figures and Tables in This Model Report DTN: LB0304SMDCREV2.002 
File name Folder 
fig6-1.wmf \Completed image files 
fig6-10.wmf \Completed image files 
fig6-11.wmf \Completed image files 
fig6-12.wmf \Completed image files 
fig6-13.wmf \Completed image files 
fig6-14a.wmf \Completed image files 
fig6-14b.wmf \Completed image files 
fig6-15.wmf \Completed image files 
fig6-16a.wmf \Completed image files 
fig6-16b.wmf \Completed image files 
fig6-17.wmf \Completed image files 
fig6-18a.wmf \Completed image files 
fig6-18b.wmf \Completed image files 
fig6-19.wmf \Completed image files 
fig6-20a.wmf \Completed image files 
fig6-20b.wmf \Completed image files 
fig6-21.wmf \Completed image files 
fig6-3.wmf \Completed image files 
fig6-4a.wmf \Completed image files 
fig6-4b.wmf \Completed image files 
fig6-5.wmf \Completed image files 
fig6-6.wmf \Completed image files 
fig6-7.wmf \Completed image files 
fig6-8.wmf \Completed image files 
fig6-9.wmf \Completed image files 
fig_llbmean.xls \Supporting data for tecplot input 
fig_mnbmean.xls \Supporting data for tecplot input 
fig6-10.txt \Supporting data for tecplot input 
fig6-10_1.xls \Supporting data for tecplot input 
fig6-10_2.xls \Supporting data for tecplot input 
fig6-11.txt \Supporting data for tecplot input 
fig6-11_1.xls \Supporting data for tecplot input 
fig6-11_2.xls \Supporting data for tecplot input 
fig6-12.txt \Supporting data for tecplot input 
fig6-12.xls \Supporting data for tecplot input 
fig6-13.txt \Supporting data for tecplot input 
fig6-13.xls \Supporting data for tecplot input 
fig6-15.txt \Supporting data for tecplot input 
fig6-15.xls \Supporting data for tecplot input 
fig6-15_1.xls \Supporting data for tecplot input

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 Rev02 Attachment I-14 July 2003 
Table I-2. File for Figures and Tables in This Model Report DTN: LB0304SMDCREV2.002 (Continued) 
Fig6-15_2.xls \Supporting data for tecplot input 
fig6-17.txt \Supporting data for tecplot input 
fig6-17.xls \Supporting data for tecplot input 
fig6-17_1.xls \Supporting data for tecplot input 
fig6-17_2.xls \Supporting data for tecplot input 
fig6-19.txt \Supporting data for tecplot input 
fig6-19.xls \Supporting data for tecplot input 
fig6-19_1.xls \Supporting data for tecplot input 
fig6-19_2.xls \Supporting data for tecplot input 
fig6-2.doc \Supporting data for tecplot input 
fig6-21.txt \Supporting data for tecplot input 
fig6-21.xls \Supporting data for tecplot input 
fig6-21_1.xls \Supporting data for tecplot input 
fig6-21_2.xls \Supporting data for tecplot input 
fig6-3.txt \Supporting data for tecplot input 
Fig6-35to6-8.dat \Supporting data for tecplot input 
Fig6-3to6-8.xls \Supporting data for tecplot input 
fig6-9.txt \Supporting data for tecplot input 
fig6-9_1.xls \Supporting data for tecplot input 
fig6-9_2.xls \Supporting data for tecplot input 
readme-fig3to8 Readme file for figures 3 to 8 
Table7-1.xls \Supporting data for tecplot input

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 Rev02 Attachment I-15 July 2003 
Table I-3 lists computer files to simulate the impact of thermal-hydrological-mechanical effects 
on seepage (Section 6.7). The simulation result is used to compare seepage rates immediately 
after excavation and 10,000 years after spent fuel emplacement. 
Table I-3. Files for the impact of Thermal-Hydrologic-Mechanical Effects on Seepage 
DTN: LB0304SMDCREV2.003 
File name Folder 
incon TOUGH2 input file 
SVPARAM.DAT 
Hmdelb_10ky \10ky 
Tmn1_mh_1200mm_10ky_5cm.dat \10ky 
Tmn1_mh_1200mm_10ky_5cm.out \10ky 
Tmn1_mh_120mm_10ky_5cm.dat \10ky 
Tmn1_mh_120mm_10ky_5cm.out \10ky 
Tmn1_mh_1800mm_10ky.dat \10ky 
Tmn1_mh_1800mm_10ky.out \10ky 
Tmn1_mh_2400mm_10ky_5cm.dat \10ky 
Tmn1_mh_2400mm_10ky_5cm.out \10ky 
Tmn1_mh_240mm_10ky_5cm.dat \10ky 
Tmn1_mh_240mm_10ky_5cm.out \10ky 
Tmn1_mh_360mm_10ky_5cm.dat \10ky 
Tmn1_mh_360mm_10ky_5cm.out \10ky 
Tmn1_mh_6000mm_10ky.dat \10ky 
Tmn1_mh_6000mm_10ky.out \10ky 
Tmn1_mh_600mm_10ky_5cm.dat \10ky 
Tmn1_mh_600mm_10ky_5cm.out \10ky 
Tmn1_mh_60mm_10ky_5cm.dat \10ky 
Tmn1_mh_60mm_10ky_5cm.out \10ky 
Hmdelb_001y_excavation \post-excavation 
Tmn1_mh_1200mm_exc_5cm.dat \post-excavation 
Tmn1_mh_1200mm_exc_5cm.out \post-excavation 
Tmn1_mh_120mm_exc_5cm.dat \post-excavation 
Tmn1_mh_120mm_exc_5cm.out \post-excavation 
Tmn1_mh_1800mm_exc_5cm.dat \post-excavation 
Tmn1_mh_1800mm_exc_5cm.out \post-excavation 
Tmn1_mh_2400mm_exc_5cm.dat \post-excavation 
Tmn1_mh_2400mm_exc_5cm.out \post-excavation 
Tmn1_mh_240mm_exc_5cm.dat \post-excavation 
Tmn1_mh_240mm_exc_5cm.out \post-excavation 
Tmn1_mh_360mm_exc_5cm.dat \post-excavation 
Tmn1_mh_360mm_exc_5cm.out \post-excavation 
Tmn1_mh_6000mm_exc_5cm.dat \post-excavation 
Tmn1_mh_6000mm_exc_5cm.out \post-excavation 
Tmn1_mh_600mm_exc_5cm.dat \post-excavation 
Tmn1_mh_600mm_exc_5cm.out \post-excavation 
Tmn1_mh_60mm_exc_5cm.dat \post-excavation 
Tmn1_mh_60mm_exc_5cm.out \post-excavation

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 Rev02 Attachment I-16 July 2003 
Below gives the plot file in this Model Report and support data files for the impact of Thermal- 
Hydrologic-Mechanical effects on seepage. The .wmf files produced by TecPlot can be viewed 
by opening MS Word 97 (or newer), going to the pull-down menu for Insert . Picture, and then 
choosing the desired figure file. 
Table I-4. Files for plotting results of the impact of Thermal-Hydrologic-Mechanical Effects on Seepage; 
DTN: LB0304SMDCREV2.004 
Fig6-22.tec Tecplot file 
Fig6-22.wmf Image file 
Fig6-22.xls Microsoft Excel file

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 Rev02 Attachment II-1 July 2003 
ATTACHMENT IIDATA REDUCTION STEPS FOR ResponseSurfaceSMPA.dat 
Section 6.6.1 discusses the seepage results. The seepage percentage is defined as the ratio of the 
seepage rate into a drift section to the percolation rate applied to the top of the model over the 
projected cross-sectional area of that drift section. The seepage rate for model calculation is 
transformed to response surface of seepage into drift in kilograms of water per year per waste 
package (kg/yr/wp) of 5.5 m diameter and 5.1 m length (design drawings 800-IED-EBS0-00200- 
000-00A (BSC 2002 [160798]) and 800-IED-EBS0-00100-000-00A (BSC 2002 [160317])). The 
data reductions were performed using standard functions of the exempt software EXCEL (2000 
SR-1). Detailed simulation results for all 20 realizations with every combination of kFC , 1/a, and 
Qp values were submitted to TDMS (Output-DTN: LB0304SMDCREV2.002). The following 
steps explain the data reduction to obtain ResponseSurfaceSMPA.dat. 
Steps:
1 In SMPAi.out*, delete all lines containing word "MESSAGE" and the empty line that 
follows it 
2 Copy SMPAi.out to ResponseSurfaceSMPA.dat 
3 Remove all lines with "MESSAGE" and surrounding empty lines 
4 Remove lines 1-227 and 2778-end of file; remove columns 5 and 6 
5 Copy column 5 between lines 228 and 2777 from files SMPAi.out2 to SMPAi.out20 
and add as column 5-23 to file ResponseSurfaceSMPA.dat 
6 Open file ResponseSurfaceSMPA.dat in EXCEL and sort rows according to first three 
columns 
7 Insert new columns 4-7; column 1 is log(k), column 2 is 1/alpha, column 3 is 
percolation flux, columns 8-27 are the seep flow rates for 20 realizations; In file 
SMPAi, an adjustment factor of 10 should be imposed as part of unit conversion 
8 Column 4 = (average of columns 8-27)*10; this is the average seepage flux 
(kg/year/wp); the adjustment factor of 10 is multiplied to results 
9 Column 5 = (std. dev. of columns 8-27)*10; this is the standard deviation of the 
seepage flux 
10 Column 6 = column 4 / (5.5*5.1*column 3) * 100; this is the average seepage 
percentage 
11 Column 7 = column 5 / (5.5*5.1*column 3) * 100; this is the seepage percentage 
standard deviation 
12 Save Columns 1-7 as formatted text file to ResponseSurfaceSMPA.prn

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 Rev02 Attachment II-2 July 2003 
13 Copy ResponseSurfaceSMPA.prn to ResponseSurfaceSMPA.dat 
14 Replace results from runs with convergence failure with a seepage percentage of 100% 
and std. dev. of 14% 
15 Add following header for Tecplot plotting: 
16 variables = "log(k [m^2]" "1/`a [Pa]" "Percolation [mm/yr]" "Mean Seepage 
[kg/yr/wp]" "Std. Dev. Seepage [kg/yr/wp]" "Mean Seepage [%]" "Std. Dev. 
Seepage [%]" 
17 ZONE i=15 j=10 k=17 
Table II-1. Portion of the EXCEL spreadsheet ResponseSurfaceSMPA.dat 
log(k 
[m^2]) 1/alpha [Pa] Q [mm/yr] 
Mean Seepage 
[kg/yr/WP] 
Std. Dev. Seepage 
[kg/yr/WP] 
Mean Seepage 
[%] 
Std. Dev. Seepage 
[%] 
14.00 100.00 1.00 27.73 4.09 98.86 14.59 
14.00 100.00 5.00 138.92 20.55 99.05 14.65 
14.00 100.00 10.00 277.90 41.19 99.07 14.68 
14.00 100.00 20.00 555.87 82.54 99.09 14.71 
14.00 100.00 50.00 1391.67 205.57 99.23 14.66 
14.00 100.00 100.00 2793.55 406.70 99.59 14.50 
14.00 100.00 200.00 5647.67 785.46 100.67 14.00 
14.00 100.00 300.00 8549.04 1138.98 101.59 13.54 
14.00 100.00 400.00 11501.48 1444.29 102.51 12.87 
14.00 100.00 500.00 14438.54 1717.99 102.95 12.25 
14.00 100.00 600.00 17465.25 2000.48 103.77 11.89 
14.00 100.00 700.00 20002.63 3090.90 101.87 15.74 
14.00 100.00 800.00 23071.27 2838.05 102.81 12.65 
14.00 100.00 900.00 25411.46 3312.18 100.66 13.12 
14.00 100.00 1000.00 27391.33 4644.34 97.65 16.56 
14.00 200.00 1.00 26.14 4.21 93.21 15.00 
14.00 200.00 5.00 136.40 20.51 97.26 14.62 
14.00 200.00 10.00 275.20 40.73 98.11 14.52 
14.00 200.00 20.00 553.39 81.32 98.64 14.49 
14.00 200.00 50.00 1390.78 201.98 99.16 14.40 
14.00 200.00 100.00 2791.65 395.09 99.52 14.09 
14.00 200.00 200.00 5640.64 772.08 100.55 13.76 
14.00 200.00 300.00 8535.17 1112.75 101.43 13.22 
14.00 200.00 400.00 11470.97 1423.23 102.24 12.68 
14.00 200.00 500.00 14390.11 1766.79 102.60 12.60 
14.00 200.00 600.00 16614.64 3155.42 98.72 18.75 
14.00 200.00 700.00 18537.22 4460.73 94.41 22.72 
14.00 200.00 800.00 19405.12 5588.98 86.48 24.91 
14.00 200.00 900.00 20536.87 5452.22 81.35 21.60

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 Rev02 Attachment III-1 July 2003 
ATTACHMENT IIIDATA REDUCTION STEPS FOR FIGURE 6-9 TO 6-11 
Figures 6-9 to 6-11 discuss the seepage results in the form of seepage percentage. The seepage 
percentage is defined as the ratio of the seepage rate into a drift section to the percolation rate 
applied to the top of the model over the projected cross-sectional area of that drift section. It 
corresponds to simulated total seepage rates into a drift of 5.5 m diameter and 5.1 m length 
(design drawings 800-IED-EBS0-00200-000-00A (BSC 2002 [160798]) and 800-IED-EBS0- 
00100-000-00A (BSC 2002 [160317])). The data reductions were performed using standard 
functions of the exempt software EXCEL (2000 SR-1). Detailed simulation results were 
submitted to TDMS (Output-DTN: LB0304SMDCREV2.002). The following steps explain the 
data reduction for seepage results, using worksheets fig6-10_1.xls and fig6-10_2.xls as 
examples. 
Steps:
1 Generate a new file qq* from SMPAi.out* by using command  grep - 
0.1200000E+02 0.5000000E+03 SMPAi.out* > qq* 
2 Copy qq* to qqq.dat 
3 Open file qqq.dat and save as fig6-10_1 in EXCEL and delete columns A, B, E and F 
4 Insert new column 2; column 1 is log(k), column 3 is the seepage flow rate 
5 Insert new row 1 and add header 
6 Column 2 = column 2 *10 / (5.5*5.1* 200) * 100; this is the seepage percentage; the 
factor of 10 1s an adjustment factor for unit conversion and 200 is the percolation flux 
7 Save fig6-10_1 as formatted text file 
8 Open EXCEL file fig6-10_1 and save as fig6-10_2 in EXCEL 
9 Copy rows C17 to C31 as D2 to D16; C32 to C46 as E2 to E16;  C287 to C301 as 
V2 to V16; columns C to V are 20 realizations 
10 Column 2 = (average of columns C-V)*10 / (5.5*5.1*200) * 100; this is the average 
seepage percentage 
11 Save fig6-10_2 as formatted text file 
12 Keep columns 1 and 2 in the text files fig6-10_1 and fig6-10_2 and save together as a 
fig6-10 for Tecplot plotting

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 Rev02 Attachment III-2 July 2003 
Table III-1. Portion of the EXCEL Spreadsheet fig6-10_1 
Qp(mm/yr) Seep.(%) Real. 
1.00E+00 0.00 1.00E-50 
5.00E+00 0.00 1.00E-50 
1.00E+01 0.16 4.60E-02 
2.00E+01 5.44 3.05E+00 
5.00E+01 31.65 4.44E+01 
1.00E+02 42.98 1.21E+02 
2.00E+02 50.59 2.84E+02 
3.00E+02 54.40 4.58E+02 
4.00E+02 56.90 6.38E+02 
5.00E+02 58.78 8.24E+02 
6.00E+02 60.13 1.01E+03 
7.00E+02 61.25 1.20E+03 
8.00E+02 62.12 1.39E+03 
9.00E+02 62.90 1.59E+03 
1.00E+03 63.59 1.78E+03 
1.00E+00 0.00 1.00E-50 
5.00E+00 0.00 1.00E-50 
1.00E+01 0.01 4.08E-03 
2.00E+01 19.01 1.07E+01 
5.00E+01 50.01 7.01E+01 
1.00E+02 73.56 2.06E+02 
2.00E+02 87.52 4.91E+02 
3.00E+02 92.69 7.80E+02 
4.00E+02 96.09 1.08E+03 
Table III-2. Portion of the EXCEL Spreadsheet fig6-10_2 
Qp(mm/yr) Mean Seep. (%) Real.1 Real. 2 Real. 3 Real. 4 Real. 5 Real. 6 Real. 7 
1.00E+00 0.00 1.00E-50 1.00E-50 1.00E-50 1.00E-50 1.00E-50 1.00E-50 1.00E-50 
5.00E+00 0.22 1.00E-50 1.00E-50 1.00E-50 1.00E-50 1.00E-50 1.00E-50 1.00E-50 
1.00E+01 3.82 4.60E-02 4.08E-03 9.06E-02 7.41E-02 6.82E-01 1.00E-50 3.81E-01 
2.00E+01 14.55 3.05E+00 1.07E+01 6.66E+00 2.93E+00 1.28E+01 5.24E+00 3.50E+00 
5.00E+01 38.09 4.44E+01 7.01E+01 4.99E+01 6.60E+01 7.29E+01 4.56E+01 3.31E+01 
1.00E+02 55.27 1.21E+02 2.06E+02 1.50E+02 2.01E+02 1.94E+02 1.45E+02 1.22E+02 
2.00E+02 68.65 2.84E+02 4.91E+02 3.69E+02 4.83E+02 4.45E+02 3.79E+02 3.54E+02 
3.00E+02 74.55 4.58E+02 7.80E+02 5.97E+02 7.68E+02 7.00E+02 6.20E+02 5.95E+02 
4.00E+02 78.19 6.38E+02 1.08E+03 8.28E+02 1.06E+03 9.73E+02 8.68E+02 8.44E+02 
5.00E+02 80.63 8.24E+02 1.38E+03 1.06E+03 1.36E+03 1.25E+03 1.12E+03 1.10E+03 
6.00E+02 82.39 1.01E+03 1.68E+03 1.30E+03 1.66E+03 1.53E+03 1.37E+03 1.36E+03 
7.00E+02 83.75 1.20E+03 1.98E+03 1.54E+03 1.96E+03 1.81E+03 1.62E+03 1.62E+03 
8.00E+02 98.86 1.39E+03 2.29E+03 1.78E+03 2.26E+03 2.10E+03 1.87E+03 1.88E+03 
9.00E+02 85.74 1.59E+03 2.59E+03 2.02E+03 2.57E+03 2.38E+03 2.13E+03 2.14E+03 
1.00E+03 86.51 1.78E+03 2.89E+03 2.25E+03 2.88E+03 2.67E+03 2.38E+03 2.40E+03

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 Rev02 Attachment IV-1 July 2003 
ATTACHMENT IVDATA REDUCTION STEPS FOR FIGURES OF ROCK FALL 
Section 6.6.3 discusses the seepage results of rock fall. The seepage percentage is defined as the 
ratio of the seepage rate into a drift section to the percolation rate applied to the top of the model 
over the projected cross-sectional area of that drift section. It corresponds to simulated total 
seepage rates into a drift of 5.5 m diameter and 5.1 m length (design drawings 800-IED-EBS0- 
00200-000-00A (BSC 2002 [160798]) and 800-IED-EBS0-00100-000-00A (BSC 2002 
[160317])). The data reductions were performed using standard functions of the exempt software 
EXCEL (2000 SR-1). Detailed simulation results were submitted to TDMS (Output-DTN: 
LB0304SMDCREV2.002). The following steps explain the data reduction for seepage results, 
using worksheets fig6-17_1.xls and fig6-17_2.xls as examples. 
Steps:
1 In SMPAi.outmnw*, delete all lines containing word "MESSAGE" and the empty line 
that follows it and only keep the seepage results 
2 Copy SMPAi.outmnw* to SMPAioutmnw.dat 
3 Open file to SMPAioutmnw.dat and save as fig6-17_1 in EXCEL and delete columns 
1, 2, 5 and 6 
4 Insert new column 2; column 1 is log(k), column 3 is the seepage flow rate 
5 Insert row 1 and add header 
6 Column 2 = column 3 *10 / (5.5*5.1* 200) * 100; this is the seepage percentage; the 
factor of 10 1s an adjustment factor for unit conversion and 200 is the percolation flux 
7 Save fig6-17_1 as formatted text file 
8 Open EXCEL file fig6-17_1 and save as fig6-17_2 in EXCEL 
9 Open EXCEL file fig6-17_2 and copy rows C17 to C31 as D2 to D16; C32 to C46 as 
E2 to E16;  C137 to C151 as L2 to L16; columns C to L are 10 realizations 
10 Column 2 = (average of columns C-L)*10 / (5.5*5.1*200) * 100; this is the average 
seepage percentage 
11 Save fig6-17_2 as formatted text file 
12 Use above steps to calculate the average seepage percentage for base case on data 
SMPAimnb.dat and get formatted text file fig_mnbmean 
13 Keep columns A and B in the text files fig6-17_1, fig6-17_2, and fig_mnbmean and 
save together as a fig6-17 for Tecplot plotting

Seepage Model for PA Including Drift Collapse U0075 
MDL-NBS-HS-000002 Rev02 Attachment IV-2 July 2003 
Table IV-1. Portion of the EXCEL Spreadsheet fig6-17_1 
Qp(mm/yr) Seep.(%) Seep. 
1.00E+00 0.00 1.00E-50 
5.00E+00 0.00 1.00E-50 
1.00E+01 0.00 1.00E-50 
2.00E+01 0.00 1.00E-50 
5.00E+01 0.00 1.00E-50 
1.00E+02 2.19 6.13E+00 
2.00E+02 21.69 1.22E+02 
3.00E+02 30.40 2.56E+02 
4.00E+02 35.33 3.96E+02 
5.00E+02 38.62 5.42E+02 
6.00E+02 40.93 6.89E+02 
7.00E+02 42.93 8.43E+02 
8.00E+02 44.66 1.00E+03 
9.00E+02 46.08 1.16E+03 
1.00E+03 47.27 1.33E+03 
1.00E+00 0.00 1.00E-50 
5.00E+00 0.00 1.00E-50 
1.00E+01 0.00 1.00E-50 
2.00E+01 0.00 1.00E-50 
5.00E+01 0.00 1.00E-50 
1.00E+02 8.54 2.39E+01 
Table IV-2. Portion of the EXCEL Spreadsheet fig6-17_2 
Qp(mm/yr) 
Mean 
Seep.(%) Real.1 Real.2 Real.3 Real.4 Real.5 Real.6 Real.7 Real.8 
1.00E+00 0.00 1.00E-50 1.00E-50 1.00E-50 1.00E-50 1.00E-50 1.00E-50 1.00E-50 1.00E-50 
5.00E+00 0.00 1.00E-50 1.00E-50 1.00E-50 1.00E-50 1.00E-50 1.00E-50 1.00E-50 1.00E-50 
1.00E+01 0.00 1.00E-50 1.00E-50 1.00E-50 1.00E-50 1.00E-50 1.00E-50 1.00E-50 1.00E-50 
2.00E+01 0.00 1.00E-50 1.00E-50 1.00E-50 1.00E-50 1.00E-50 1.00E-50 1.00E-50 1.00E-50 
5.00E+01 2.62 1.00E-50 1.00E-50 6.17E+00 1.00E-50 2.29E+00 1.00E-50 1.00E-50 1.64E+01 
1.00E+02 12.59 6.13E+00 2.39E+01 4.72E+01 1.73E+01 7.56E+01 3.11E+01 9.12E+00 7.03E+01 
2.00E+02 31.75 1.22E+02 1.88E+02 1.63E+02 1.68E+02 2.34E+02 1.83E+02 1.09E+02 2.20E+02 
3.00E+02 41.60 2.56E+02 4.05E+02 3.03E+02 3.66E+02 4.10E+02 3.39E+02 2.36E+02 4.14E+02 
4.00E+02 48.09 3.96E+02 6.40E+02 4.66E+02 5.80E+02 6.11E+02 5.05E+02 3.78E+02 6.26E+02 
5.00E+02 52.88 5.42E+02 9.03E+02 6.43E+02 8.07E+02 8.24E+02 6.88E+02 5.34E+02 8.46E+02 
6.00E+02 56.77 6.89E+02 1.17E+03 8.30E+02 1.05E+03 1.06E+03 8.78E+02 7.05E+02 1.08E+03 
7.00E+02 60.05 8.43E+02 1.44E+03 1.03E+03 1.31E+03 1.29E+03 1.08E+03 8.79E+02 1.33E+03 
8.00E+02 62.80 1.00E+03 1.72E+03 1.23E+03 1.58E+03 1.53E+03 1.29E+03 1.07E+03 1.59E+03 
9.00E+02 65.12 1.16E+03 2.00E+03 1.44E+03 1.86E+03 1.77E+03 1.50E+03 1.29E+03 1.85E+03 
1.00E+03 67.12 1.33E+03 2.28E+03 1.65E+03 2.14E+03 2.02E+03 1.72E+03 1.51E+03 2.10E+03