In Situ Field Testing of Processes Rev 00, ICN 00

ANL-NBS-HS-000005

March 2000 

1. PURPOSE 
The purpose of this Analysis/Model Report (AMR) is to document the data and subsequent 
analyses from the ambient field testing activities performed in the Exploratory Studies Facility 
(ESF). This is in accordance with the AMR Development Plan for U0015 In-Situ Field Testing of 
Processes, Rev. 00 (CRWMS 1999a). These activities were performed to investigate in situ flow 
and transport processes. The evaluations provide the necessary framework to: (1) refine and 
confirm the conceptual model of matrix and fracture processes in the unsaturated zone (UZ) and 
(2) analyze the impact of excavation on the UZ flow and transport processes. This AMR supports 
the AMR on the development of conceptual and numerical models for UZ flow and transport, 
and the UZ Flow and Transport Process Model Report (PMR). This AMR also provides 
documentation for the milestone data submittal SPB148M4Seepage Data Feed to UZ Drift- 
Scale Flow Model for Total System Performance Assessment (TSPA) for Site Recommendation 
(SR). (Data Tracking Number (DTN): LB990601233124.001, DTN: LB990601233124.002, and 
DTN: LB990601233124.003 submitted to Technical Database Management System (TDMS)). 
In general, the results discussed in this AMR are from studies conducted in a combination or a 
subset of the following three approaches: (1) air-injection tests, (2) liquid-release tests, and (3) 
moisture monitoring using in-drift sensors or in-borehole sensors to evaluate the impact of 
excavation, ventilation, and construction-water usage on the surrounding rocks. The liquidrelease 
tests and air-injection tests provide an evaluation of in situ fracture flow and the 
competing processes of matrix imbibition. For the seepage testing data provided in this AMR, 
only the findings from this testing that are not covered in the AMR on the seepage calibration 
model will be included. The modeling AMR provides inputs to the AMR on seepage models for 
performance assessment (PA). 
1.1 OBJECTIVES AND PROCESSES ANALYZED BY THE AMBIENT FIELD 
TESTING ACTIVITIES 
ESF field-test findings and their implications for drift seepage, fracture flow, matrix imbibition, 
and moisture evolution can be used to address PA uncertainties and potential repository design 
issues. In TSPA for the Viability Assessment uncertainty analyses, the fraction of waste 
packages contacted by seepage water is the most important parameter in determining peak dose 
rates in 10,000, 100,000, and 1,000,000-year periods (DOE 1998a, Section 4.3.2, Figure 4-34, 
pp. 4-73 through 4-74). The significance of uncertainties in seepage fraction to TSPA is 
categorized as high (DOE 1998a, Section 6.4, Table 6-1, p. 6-12; DOE 1998b, Section 2.2.4.1, 
Table 2-2, p. 2-20). The UZ flow and transport model and the drift-scale model need field data 
for partitioning UZ flux into a fast fracture-flow component and a slow matrix-flow component 
in the potential repository within the Topopah Spring welded tuff unit (TSw) and throughout the 
UZ. This partitioning is controlled by the fracture-matrix interaction. The damping of infiltration 
pulses and diversion by the Paintbrush nonwelded tuff unit (PTn) above the TSw are potential 
mechanisms for infiltration and percolation flux redistribution. In the vicinity of the potential 
repository, perturbations by drift excavation, air ventilation, and water usage can change 
hydrologic regime in the UZ. Retardation by rock mass and dispersion through fractures are 
processes affecting the migration of tracers and the dilution of potential radionuclides below the

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drifts to the water table. Some of these processes and related uncertainties, issues, and concerns 
are addressed by the ambient testing program at test sites in the ESF. 
1.2 LOCATIONS OF TEST SITES IN THE EXPLORATORY STUDIES FACILITY 
The ESF provides underground access to tuff units at and above the potential repository level. In 
situ testing and monitoring studies are being conducted to directly assess and evaluate the 
potential waste emplacement environment and the UZ natural barriers to radionuclide transport 
at Yucca Mountain. This AMR summarizes the progress and status of ambient studies of UZ 
flow conducted in 19971999 at various test sites along the ESF1, as illustrated in Figure 1. The 
new Cross Drift over the potential repository block provides access to different subunits of TSw 
for Enhanced Characterization of Repository Block (ECRB), as illustrated in Figures 2 and 3. 
Figure 1 illustrates the locations of four alcoves (Alcoves 1, 2, 3, and 4) along the North Ramp, 
and three alcoves (Alcoves 5, 6, and 7) and four niches (Niches 3566, 3650, 3107, and 4788) 
along the Main Drift of the ESF. The numerical identification for each niche denotes the distance 
in meters from the North Portal. The Cross Drift branches out from the North Ramp, crosses over 
the Main Drift near Niche 3107, and reaches the western boundary of the potential repository 
block, as illustrated in Figure 2. Two niches with fracture-matrix test beds and three alcoves are 
planned for excavation in the Cross Drift. Figure 3 illustrates the potential repository units along 
the Cross Drift to access lower tuff units. The Cross Drift goes through all three potential 
repository stratigraphic units: the Topopah Spring middle nonlithophysal (Tptpmn), lower 
lithophysal (Tptpll), and lower nonlithophysal (Tptpln) units (stratigraphic nomenclature of 
Buesch et al. 1996, Table 2, pp. 5-8). Most of the emplacement drifts will be in the lower tuff 
units. The lower units could have distinctly different tuff characteristics with unknown effects on 
seepage fraction and fracture-matrix flow partition. A systematic study with transient air 
injection and pulse liquid release along boreholes into the crown of the Cross Drift is on-going to 
supplement the niche and alcove tests. The Cross Drift entrance is in the TSw upper lithophysal 
(Tptpul) unit. 
1 As of the date of this AMR, as-built surveys had not been performed and/or the qualified survey data had not been 
released for use to determine the final location of the some of alcoves and niches shown in Figures 1, 2, and 3. 
Therefore, the approximate locations of the test sites are illustrated for information only. This AMR does not 
directly rely on any of the location information.

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Alluvium 
Tiva 
Canyon 
Tuff 
Yucca 
Mtn 
Tuff 
Topopah 
Spring 
Tuff 
10+00 
0+00 
30+00 
40+00 
78+77 
45+00 
Nevada Northing (m) 
Nevada Easting (m) 
171000 172000 173000 174000 
20+00 
Drill Hole Wash Fault 
Bow Ridge Fault 
235000 
234000 
233000 
232000 
231000 
230000 
Ghost Dance Fault 
50+00 
55+00 
60+00 
Thermal 
Testing 
Alcove 5 
(2827 m) 
Pah 
Canyon 
Tuff 
Alcove 4 
(1027.8 m) 
Alcoves 1&2 
(42.5, 168.2 m) 
Alcove 3 
(754 m) 
70+00 
Niche 3566 and 
Niche 3650 
Alcove 6 
(3737 m) 
Alcove 7 
(5064 m) 
35+00 Sundance Fault 
Niche 3107 
Niche 4788 
Figure 1. Schematic Illustration of Alcove and Niche Locations in the Exploratory Studies Facility at 
Yucca Mountain.

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G-2 
UZ-14 
H-6 
WT#18 
SD-7 
SD-12 
UZ#4 
UZ#5 
UZ-6 
NRG-7a 
WT-1 
UZ#16 
UZ-7a 
G-4 
WT#4 
WT-24 
G-1 
Solitario 
Canyon 
Fault 
DrillHoleWashFault 
Bow 
Ridge 
Fault 
Ghost 
Dance 
Fault 
Dune 
Wash 
Fault 
YuccaWash 
Sundance 
Fault 
NRG-6 
NRG#4
ONC#1 
SD-9 
SD-6 
Exploratory 
Studies Facility 
ECRB 
Cross Drift 
alluvium 
Tiva Canyon crystal-rich caprock 
Tiva Canyon crystal-poor 
Yucca Mtn Tuff 
preYucca Mtn bedded tuff 
Pah Canyon Tuff 
prePah Canyon bedded tuff 
Topopah Spring Tuff 
Figure 2. Schematic Illustration of Cross Drift. The new drift branches out from the North Ramp of the 
Exploratory Studies Facility, crosses over the Main Drift, and accesses the western fault 
boundary of the potential repository block at Yucca Mountain. 
Figure 3. Schematic Illustration of East-West Distribution of Hydrogeologic Units Intersected by the 
Potential Repository Horizon (Tptpmn, Tptpll, and Tptpln).

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1.3 CONSTRAINTS, CAVEATS, AND LIMITATIONS 
The field-testing activities and the associated analyses are subject to the constraints and 
limitations of spatial locations and temporal durations for tests conducted in the underground 
ESF. With existing alcoves and niches located at and above the horizon of the Tptpmn unit, the 
test results and analyses provide information for upper tuff units. Most of the active flow tests 
were conducted within a few hours to a few days because of limits of accessibility to the test 
beds in the evenings and weekends. Depending on the system characteristics, the establishment 
of steady-state conditions may require longer tests. These constraints, caveats, and limitations are 
addressed in the analyses, if applicable.

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2. QUALITY ASSURANCE 
The activities documented in this Analysis/Model Report (AMR) were evaluated in accordance 
with QAP-2-0, Conduct of Activities, and were determined to be subject to the requirements of 
the U.S. DOE Office of Civilian Radioactive Waste Management (OCRWM) Quality Assurance 
Requirements and Description (QARD) (DOE 1998c). This evaluation is documented in 
CRWMS 1999a, b; and Wemheuer 1999 (Activity Evaluation for Work Package WP 
1401213UM1). 
This AMR was developed in accordance with AP-3.10Q, Rev. 1, ICN 0, Analyses and Models. 
Other applicable DOE Administrative Procedures (APs) and YMP-LBNL Quality Implementing 
Procedures (QIPs) are identified in the AMR Development Plan for U0015 In-Situ Field Testing 
of Processes (CRWMS 1999a).

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3. COMPUTER SOFTWARE AND MODEL USAGE 
Standard spreadsheet and plotting programs were used in the analyses performed on the ESF 
field test data. Earthvision (STN: 30035-2 V4.0, Version 4.0) was obtained from configuration 
management and used to plot tracer distributions (see Table 1). For data collection, only software 
acquired as an integral part of the Measuring and Test Equipment (M&TE) and controlled by 
YAP-12.3Q, Control of M&TE and Calibration Standards, and routines qualified per AP-SI.1Q, 
Software Management (see Table 1) were utilized. 
Table 1. Software and Routines 
Software Software Tracking Number (STN) Computer Usage 
Earthvision V4.0 30035-2 V4.0 UNIXplot tracer 
distribution 
Routine LBNL Scientific 
Notebook ID 
Pages Accession Number 
(ACC) 
Computer Usage 
Perm Formula 1 ft 
Zone.vi V.1.0 (It runs 
in Labview 4.1) 
YMP-LBNL-JSW-PJC-6.2 p. 93 MOL.19991018.0188 PCcalculate air 
permeability 
YMP-LBNL-JSW-6a pp. 17-30 
YMP-LBNL-JSW-6b pp. 14-150 
YMP-LBNL-JSW-6c pp. 41-50 
Mettler Double Scale 
1.vi V.1.0 (and 
associated Labview 
sub vi) 
YMP-LBNL-RCT-1 pp. 62-73 
MOL.19991018.0189 PCacquire weight 
data of seepage 
with Mettler 
balances 
No models were used for the analyses performed in this AMR.

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4. INPUTS 
Field data collected from the ESF that characterize ambient and testing conditions include the 
following: 
 Pneumatic pressure and air-permeability data from alcoves 4 and 6 
 Pneumatic pressure and air-permeability data (pre- and post-excavation) for ESF niches 
 Laboratory dye measurements and sorptivity data 
 Seepage and liquid-release data 
 Water-potential data from niche walls and boreholes 
 Fracture aperture and frequency data 
4.1 DATA AND PARAMETERS 
The properties resulting from the analyses of the above field data include air-permeability 
distribution, fracture network connectivity, fracture flow-path distribution, seepage percentage, 
seepage threshold, fracture characteristic curve, formation intake rate, wetting-front travel time, 
fracture porosity, fracture volume, fracture flow fraction, tracer distribution, matrix imbibition, 
retardation factor, fault and matrix flow, water-potential distribution, construction-water 
migration, relative humidity, and moisture conditions. 
The input data used in this AMR are summarized in Table 2. The Q-status of these data are 
provided in Attachment I and the DIRS database. 
Reports documenting past experimental work related to ambient field testing at Yucca Mountain 
are listed in Section 8.5, Supporting Bibliography. This bibliography is for information only, and 
this AMR does not directly rely on any of the listed documents.

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Table 2. Input Data and Data Tracking Numbers 
Data Description DTN 
Geological map of Alcove 4 GS960908314224.020 
Relative humidity, temperature, and pressure in ESF 
monitoring stations 
LB960800831224.001 
Moisture data report from October 1996 to January 
1997 
LB970300831224.001 
Moisture-monitoring data collected at ESF sensor 
stations, before and after the completion of the ESF 
LB970801233124.001 
Moisture-monitoring data at moisture stations LB970901233124.002 
Water-potential measurements in Niches 3566 and 
3650 
LB980001233124.001 
Air-permeability data from air-injection testing in 
niches 
LB980001233124.002 
Liquid-release testing in Niches 3650, 3107, and 
4788 
LB980001233124.004 
Data collected from niche at construction station 
3650: VA Supporting Data 
LB980101233124.001 
Post-excavation permeability data collected from 
Niche 3650 of the ESF 
LB980101233124.002 
Pneumatic pressure and air permeability data from 
Niches 3107 and 4788 in the ESF 
LB980901233124.101 
Laboratory dye measurements and sorptivity data LB980901233124.002 
Liquid-release and tracer testing data from Niches 
3566, 3650, 3107, and 4788 
LB980901233124.003 
Pneumatic pressure and air permeability data from 
Alcove 6 in the ESF 
LB980901233124.004 
Pneumatic pressure and air-permeability data from 
Alcove 4 in the ESF 
LB980901233124.009 
Borehole monitoring at the single borehole in the 
ECRB and ECRB crossover point in the ESF 
LB980901233124.014 
Air-injection data from Niche 3107 of the ESF LB980912332245.001 
Pneumatic pressure data from Niches 3 and 4 (3107 
and 4788) in the ESF 
LB990601233124.001 
Liquid-release test data LB990601233124.002 
Tracer data LB990601233124.003

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4.2 CRITERIA 
At this time, no specific criteria (e.g., System Description Documents) have been identified as 
applying to this analysis activity in project requirements documents. However, this AMR 
provides information required in specific subparts of the proposed U.S. Nuclear Regulatory 
Commission rule 10 CFR 63 (see Federal Register for February 22, 1999, 64 FR 8640). It 
supports the site characterization of Yucca Mountain (Subpart B, Section 15), the compilation of 
information regarding the hydrology of the site in support of the License Application (Subpart B, 
Section 21(c)(1) (ii)), and the definition of hydrologic parameters used in performance 
assessment (Section 114(1)). 
The DOE interim guidance (Dyer 1999), requiring the use of specified subparts of the proposed 
NRC high-level waste rule, 10 CFR Part 63 (64 FR 8640), was released after completion of the 
work documented in this AMR; it has no impact on this work activity. 
4.3 CODES AND STANDARDS 
No specific formally established standards have been identified as applying to this analysis.

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5. ASSUMPTIONS USED IN AMBIENT FIELD TESTING ANALYSES 
This AMR on field testing of processes presents data collected in the ESF at Yucca Mountain. 
The first group of four testing activities contributes to the drift seepage study to characterize 
fracture systems at niche sites, to determine seepage thresholds, and to evaluate tracer 
distributions. The second group of three activities involves flow and transport tests in two slotted 
test beds. The third group of three activities concerns the effects induced by ventilation and 
construction-water usage along underground drifts. 
The assumptions used in analyses of field-testing data are documented in this section. Depending 
on the status of the testing activities, the list of assumptions varies among different activities. 
Each of the ten activities is discussed in its own subsection. Each subsection in Section 5 on 
assumptions is related to the corresponding subsections in Section 6 on analyses and in Section 7 
on conclusions. (i.e., Sections 5.1, 6.1, and 7.1 are on Activity 1, 5.2, 6.2, and 7.2 on Activity 2, 
etc.) The assumption subsection contents range from specific discussion of the equation used in 
data analysis to general comment on the uncertainties, approximations, and approaches used in 
interpreting the test results. Some cross references to the main text in Section 6 on analyses are 
presented, especially for activities entering the stage of intensive interaction between data 
collection and test interpretation. The specific assumptions used in analyzing the test results are 
assigned ordering numbers for cross referencing, with the main descriptions summarized in 
Table 3. Approximations and approaches are summarized in bulleted lists. 
Table 3. Assumptions 
Ordering 
Number 
Summary Description Application 
Context 
Justification or 
Evaluation 
Section 
Assumption 
Used Section 
1 Air as ideal gas 
2 Flow around finite line source 
3 Air-flow through fractures, 
Darcy's law 
Air-permeability 
calculation formula 
5.1 6.1.2.1 
6.1.2.2 
4 Saturated liquid permeability 
equal to air permeability 
5 Gravity-driven liquid-flow, 
Darcy's law 
Saturated hydraulic 
conductivity 
estimation 
Attachment III 6.2.2.1 
6 Steady-downward flow 
through homogeneous, 
isotropic, infinite porous 
medium 
Philip's capillary 
barrier solution 
6.2.2.2 6.2.2.2 
7 One-dimensional flow 
8 Downward translation of 
wetted profile at constant 
velocity 
Braester's wetted 
profile solution 
Attachment IV 6.2.2.3

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5.1 ASSUMPTIONS USED IN BOREHOLE AIR-PERMEABILITY CALCULATIONS 
In air-permeability tests, permeability values were obtained from pressure changes and flow rates 
using an analytic formula (modified Hvorslev's solution given in Section 6.1.2.1) derived from 
the following assumptions. 
Assumption 1: Air behaves as an ideal gas. 
This assumption is very nearly true at the ambient temperatures and pressures used in the 
air-permeability tests. It is our current judgement that no justification or evaluation of this 
assumption is required for the ambient field testing conditions. This assumption is used in the 
equation presented in Section 6.1.2.1. 
Assumption 2: Finite line source is used to represent a borehole injection interval. 
This assumption is applied to the borehole injection interval where all air flow is assumed to be 
in the radial direction, and none in the axial direction. This is in general a good assumption if the 
length of injection is longer than its radius. In the air-permeability tests, the length of injection 
zone was 0.3048 m and the radius of the borehole was 0.0381 m. The injection zone is a long, 
thin cylinder. Flows along axial directions were blocked by packers, and occurrences of packer 
leaks were monitored by pressures in adjacent borehole intervals, as described in Attachment II. 
Although the fractured tuff of the niches is not a homogenous or infinite medium, the equation 
provides a consistent method of obtaining a permeability value for an equivalent homogeneous 
case and enables comparison of the test results for various injection locations which is the focus 
of these tests. Because the heterogeneity of the surrounding medium is not known a priori, the 
permeabilities calculated by analytic formula are estimates of effective values around the 
injection borehole intervals. The results of the air-permeability tests are used to characterize the 
heterogeneity of the medium of niche sites and test beds. The main test results using this 
assumption are presented in Sections 6.1.2.1 and 6.1.2.2 for the niches. 
Assumption 3: Air flows are mainly through fractures and are governed by Darcy's law. 
For the ambient conditions with unsaturated states in fractured tuff at Yucca Mountain, the liquid 
is mainly confined to the matrix from capillarity considerations, and the gas flows mainly 
through the fractures, which have higher permeability values than the tuff matrix. Darcy's law for 
laminar flows is used to relate flux to pressure and gravitational gradients. Additional effects due 
to turbulent flow and gas-slip flow phenomena (Klinkenberg 1941) are assumed to be negligible. 
It is our current judgement that no justification or evaluation of this assumption of Darcy's law 
for air flows in fractures is required for the ambient field testing conditions. The analytic 
equation is used in Section 6.1.2.2. Small effects potentially associated with movement of 
residual water within the fractures are discussed in Attachment II.

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5.2 ASSUMPTIONS USED IN ANALYZING AND INTERPRETING THE NICHE 
LIQUID-RELEASE AND SEEPAGE TEST DATA 
In liquid tests for seepage quantification, the saturated conductivities are estimated from air 
permeability values, the fracture capillarities are estimated from the seepage threshold fluxes, 
and the water potentials are estimated for the flow paths from the liquid-release interval to the 
niche ceiling. The following assumptions are used to derive the seepage parameters. 
5.2.1 Assumptions Used in Estimating Saturated Hydraulic Conductivity Using Air 
Permeability 
Permeability is an intrinsic parameter characterizing the resistance to flow by the rock medium. 
For laboratory test conditions with well defined uni-directional flow path through a core 
specimen, the permeability value is independent to the fluid used in the measurement. In the field 
conditions associated with localized injections, the flow path followed by the air is different from 
the flow path followed by the liquid. The following assumptions, together with detailed 
evaluation in Attachment III, addresses the relationship between air permeability and liquid 
permeability in the niche seepage tests. 
Assumption 4: Saturated liquid permeability is equal to air permeability. 
For locally saturated conditions such as in the immediate vicinity of a liquid-filled borehole 
interval, the saturated permeability to liquid flow is assumed to be equal to the permeability 
measured in air-injection tests. The saturated liquid flux is estimated from the air-permeability 
value and the wetted area of the borehole, as described in Attachment III. 
The estimations of saturated liquid permeability are evaluated in Attachment III from available 
data collected in the niche studies. The evaluation compares the estimated flux values with 
measured flux values for cases with evidence that the borehole intervals tested are in saturated 
conditions with return flows observed. With liquid flow mainly through fractures below the 
borehole interval due to gravity drainage and air flow into fractures all around the borehole 
interval driven by pressure gradient, the liquid permeability and air permeability represent the 
effective values of different fracture flow paths. The evaluation of the difference between liquid 
permeability and air permeability is documented in Attachment III. The evaluation requires also 
the following assumption. 
Assumption 5: Gravity-driven flow is the primary flow mechanism in fractures with weak 
capillarity and liquid fracture flows are governed by Darcy's law. 
Under unsaturated conditions, capillary forces and gravity are driving mechanisms for flow. 
Since the capillary strength is inversely related to the pore sizes and fracture apertures, it is a 
reasonable assumption to neglect fracture capillarity and use the gravity gradient to estimate the 
flux. The small fracture capillarity is evaluated in Section 6.2.2.2. It is our current judgment that 
no justification or evaluation of using Darcy's law for fracture flows is required for the ambient 
field testing conditions. The assumption is used in Attachment III and in Section 6.2.2.1 where 
seepage threshold fluxes are compared with estimated hydraulic conductivities.

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5.2.2 Assumptions Used in Deriving the Capillary Strength of the Fractures Based on a 
Philip's Capillary Barrier Solution 
Philip et al. (1989) developed an analytical solution describing under what conditions water will 
flow from an unsaturated porous medium into a buried cylindrical cavity. The solution is used in 
Section 6.2.2.2 to compute the sorptive number, a, a hydraulic parameter that is related to the 
strength of the capillary forces exerted by the porous medium. Philip et al. (1989, pp. 1618) 
assumed the following in the analysis: 
Assumption 6: Steady-downward flow of water through a homogeneous, isotropic unsaturated 
porous medium is assumed. Far from the cavity, the flow velocity is spatially uniform. The flow 
region is infinite in extent. 
Philip et al. (1989, Section 1.5, p. 17) note, however, that the requirement for homogeneity is 
relatively weak. Analytic solutions are generally derived in most cases with simplified 
descriptions and assumptions about the flow domain in the surrounding medium. The results 
derived from an analytic solution represent effective values. The description, evaluation, and 
justification of Philip's capillary barrier solution are presented in Section 6.2.2.2. 
5.2.3 Assumptions Used in Deriving the Estimated Volumetric Water Content for the 
Fractures Based on Braester's Wetted Profile Solution 
Braester (1973) derived a time-dependent solution for the average volumetric water content 
distribution in a porous medium that results from the water release from a surface source of 
constant flux. This solution is described and used to estimate the volumetric water content of the 
fractures in Section 6.2.2.3. In addition to using Darcy's law for an unsaturated fractured 
medium, similar to Assumptions 3 and 5 described above, the following assumptions were used 
by Braester (1973) to derive the solution. 
Assumption 7: A one-dimensional (1-D) formulation of Richards equation, which includes both 
gravity and capillary-driven components of flow, is used to describe flow through an unsaturated 
porous medium. 
The 1-D flow approximation can be evaluated and justified by (1) the weak fracture capillarity 
values described in Section 6.2.2.2, (2) by the roughly 1-D flow paths observed during niche 
excavation described in Section 6.2.1.2, and (3) by the limited spatial spread of seepage fluxes 
observed during post-excavation seepage tests described in Section 6.2.1.3.1. The evaluation of 
this assumption is addressed further in Attachment IV. 
Assumption 8: The downward translation of a wetted profile is at constant velocity. 
The average value of the water content at the infiltrating surface over time is assumed by 
Braester (1973, p. 688) to be equal to the average value of water content over the wetted depth. 
This approximation becomes valid if the solution of water content takes the form of a downward 
translation of the entire wetted profile at constant velocity. This would generally occur after the 
capillary forces near the source have diminished and the volumetric water content at the soil 
surface reaches its steady-state limit, with the gravity gradient driving the liquid flux. The times

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needed to reach steady state and the evaluations of this assumption of downward translation of 
wetted profiles at constant velocity are addressed further in Attachment IV. 
The following approximations are also used in Section 6.2.2.3 with Braester's solution to 
estimate water content. 
 Residual water content in fractures is negligible. This approximation is reasonable for 
fracture flow paths, which are likely to be dry under ambient conditions, with liquid 
mainly residing in the matrix. 
 A linearized solution is used to provide a reasonable approximation of the water content 
at the infiltrating surface and the advance of the wetting front. The evaluations of the 
solutions by Braester's solution are discussed in Section 6.2.2.3. 
5.3 APPROXIMATIONS USED IN TRACER-MIGRATION DELINEATION AT 
NICHE 3650 
Tracer measurements were conducted on cores collected at Niche 3650. Twelve boreholes were 
drilled around the last liquid-release point. The core analyses delineated the spatial distributions 
of the specific tracers released in the last liquid-release event as well as tracers used in previous 
tests in the fractured rock mass above the niche ceiling. The following approximations were used 
in the analysis and interpretation of tracer results. 
 Iodine and various dye tracers were used in the liquid-release tests and were analyzed on 
samples along the boreholes. Iodine was treated as a nonreactive conservative tracer. 
Dyes were used to trace the main flow paths through the fractures. 
 Higher ratios of detected tracer concentration to the background concentration indicated 
the stronger presence of tracers. The ratio representation was used to minimize the 
dependence of test results on measurement sensitivity and tracer purity associated with 
different dyes and chemicals. 
 Locations of subsamples were estimated from information of the rock sample packets. 
The spatial resolutions were poor, especially for fragmented samples. 
 The absence of tracers in the twelve surrounding boreholes was used to indicate the 
localization of liquid released in the central borehole. 
5.4 APPROXIMATIONS USED IN ANALYSES OF TRACER PENETRATION AND 
WATER IMBIBITION INTO WELDED TUFF MATRIX 
Tracer-stained rock samples were collected during niche excavation for laboratory analyses. 
Clean rock samples collected from the same stratigraphic unit were used to evaluate the relative 
extents of dye penetration, tracer penetration, and water imbibition. The following 
approximations were used in the analysis and interpretation of test results.

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ANL-NBS-HS-000005 REV00 36 March 2000 
 Dye-stained rock samples collected during niche excavations were associated with 
liquid-release tests conducted before niche excavations. 
 Initial concentrations were derived from weights of tracers divided by water volumes. 
 Rock powders from drilling into field samples and lab cores to different depths were 
used in determining tracer profiles. 
 Visual observations on cores were used to determine water penetration. 
5.5 APPROXIMATIONS USED IN CROSS-HOLE CONNECTIVITY ANALYSES 
The cross-hole data were acquired at the same time as the single-hole data (as described in 
Section 5.1), by logging the steady-state pressure response in all the noninjected (observation) 
zones while performing an injection. Observation response pressure is a function of the injection 
pressure, the connectivity between zones, and the distance between zones. In practice it is not 
well understood, in the fractured rock, how to normalize response to distance. Attempts at 
dividing pressure response by any function of distance result in the apparent connectivity being 
skewed to the more distant zones. Distance is thus not included in the approximation used in 
cross-hole analyses. The approximation uses the simple ratio of observation response pressure to 
injection pressure. If a test is performed at low pressures at twice the injection pressure change, 
the response change should also be twice. The ratio is 
inj 
res 
P 
P 
. 
.
where 
.Pres is the steady-state pressure rise above ambient at the observation location, and 
.Pinj is the steady-state pressure rise in the injection zone. 
The ratio provides a measure of how well a response zone is connected to an injection zone in 
relation to that response zones connections to the rest of the site. The value enables all the 
observation responses from all injections at a site to be directly compared, so that they can all be 
viewed on a single three-dimensional (3-D) diagram instead of individual diagrams for each 
tested injection zone. 
5.6 APPROXIMATIONS USED IN ANALYSES OF FRACTURE FLOW IN 
FRACTURE-MATRIX TEST BED AT ALCOVE 6 
Flow tests were conducted in a test bed at Alcove 6 in the ESF within the Tptpmn unit. The test 
bed has a slot excavated below a cluster of boreholes. Wetting front detectors in monitoring 
boreholes and seepage collection trays in the slot were developed to evaluate the evolution of 
flow field in response to liquid releases and injections into localized zones along an injection

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 37 March 2000 
borehole. The following approximations were used in the interpretation and analysis of test 
results. 
 Wetting front arrivals were indicated by decreases in electrical resistance of probes in 
contact with the borehole walls and by increases in water potentials measured by 
psychrometers. 
 Seepage arrivals in the slot within minutes to hours after liquid injections were 
interpreted to be associated with fracture flow paths. 
 Drainage into the slot after termination of injection for each test was interpreted to be a 
measure of the volume of the fracture flow paths. 
5.7 APPROXIMATIONS USED IN ANALYSES OF FLOW THROUGH THE FAULT 
AND MATRIX IN THE TEST BED AT ALCOVE 4 
Flow tests were conducted in a test bed at Alcove 4 in the ESF within the PTn unit. The test bed 
has a series of horizontal boreholes underlain by a single slot. Water was injected into isolated 
zones within some of these boreholes, and the resulting water plume was then monitored as it 
migrated past adjacent boreholes. The following approximations were used in the interpretation 
and analysis of the test results. 
 Wetting front arrivals were indicated by decreases in electrical resistance of probes in 
contact with the borehole walls and increases in water potentials measured by 
psychrometers. 
 Fast travel times, observed following injection of water in the borehole through the fault, 
were interpreted to be associated with flow through the fault. 
5.8 APPROXIMATIONS USED IN WATER-POTENTIAL MEASUREMENTS IN 
NICHES 
Potential measurements were measured in boreholes with psychrometers, with the following 
approximation: 
 Psychrometers in the boreholes were in approximate equilibrium with the moisture in the 
borehole interval. 
5.9 APPROXIMATIONS USED IN MONITORING CONSTRUCTION-WATER 
MIGRATION 
Construction-water migrations were monitored at the starter tunnel of the Cross Drift and at the 
cross-over point in the Main Drift, with the following indications:

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ANL-NBS-HS-000005 REV00 38 March 2000 
 Construction-water arrivals at a borehole below the invert were indicated by decreases in 
electrical resistance of probes in contact with the borehole walls and increases in water 
potential measured by psychrometers. 
 Construction-water arrivals to the Main Drift below the Cross Drift would be indicated 
by wetting of the drift walls and seepage into a water-collection system. 
5.10 APPROXIMATIONS USED IN VENTILATION-INDUCED MOISTURE 
REMOVAL RATE 
Moisture data collected by moisture-monitoring stations can be used to estimate the moisture 
removal rate, if the ventilation rate is known or estimated. The pertinent estimations involve the 
following approximations: 
 Vapor density is determined by the relative humidity multiplied by the saturated vapor 
density. The saturated vapor density can be determined by the temperature from a 
standard steam table. 
 Equivalent evaporation rate can be calculated with vapor-density differences multiplied 
by the ventilation flow rate and divided by the total drift wall area between two stations.

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ANL-NBS-HS-000005 REV00 39 March 2000 
6. ANALYSES OF AMBIENT FIELD TESTING DATA 
This section of AMR U0015 describes the field testing results of processes in the ESF at Yucca 
Mountain. The field activities include drift seepage tests in four niches, fracture-matrix 
interaction tests in Alcove 6, Paintbrush flow tests in Alcove 4, potential monitoring, 
construction-water migration, and moisture-monitoring studies in the ESF Main Drift and in the 
ECRB Cross Drift. 
Sections 6.1 and 6.5 present the test site characteristics of niches and alcoves from pneumatic 
air-permeability test results. Section 6.2 shows that drift-seepage thresholds exist and that 
seepage threshold data can be interpreted with capillary barrier theory. It also presents 
liquid-flow path data for niche sites. Sections 6.3 and 6.4 present laboratory measurement results 
for tracer migration and matrix imbibition for welded tuff samples from the ESF. Section 6.6 
presents the results of two series of fracture-matrix interaction tests to quantify the partition of 
flux into fast and slow components. Section 6.7 presents the results for flow tests in the 
Paintbrush nonwelded tuff (PTn) test bed. Sections 6.86.10 summarize data collected on 
ambient water-potential distribution, construction-water migration, and moisture conditions. 
The tests performed in niches and alcoves along the ESF are illustrated in Figure 4. Seepage into 
drifts at the potential repository level is related to water percolating down from the ground 
surface. Drift seepage tests at the niche sites quantify the seepage from liquid pulses released 
above the niches. Percolation flux has a fast fracture-flow component and a slow matrix-flow 
component. This partitioning of flow is evaluated at the fracture-matrix test bed in Alcove 6. The 
heterogeneous hydrogeologic setting with alternating tuff layers determines the percolation 
distribution throughout the UZ with input from infiltration at the surface boundary. The 
mechanism of redistributing near-surface fracture flow by the porous PTn, especially the flowdamping 
process by the PTn unit, is studied in a test bed in Alcove 4 that consisted of layered, 
altered and bedded tuffs that were transected by fractures and a fault. Wetter climate conditions 
increase the infiltration, as quantified in an artificial infiltration test in Alcove 1 and in moisture 
monitoring at depth in Alcove 7. The seepage threshold data from Niche 3650 are inputs to an 
AMR on seepage calibration model. The Alcove 1 data are inputs to an AMR on model 
validation. 
Figure 4 lists major TSPA issues (DOE 1998a) related to UZ flow processes of seepage, 
percolation, and infiltration. The tests illustrated in Figure 4 focus on different issues to quantify 
the functional relationships among these processes. Seepage is hypothesized to be smaller than 
the percolation flux resulting from capillarity-induced drift diversion, while percolation may be 
smaller than the infiltration because of lateral diversion of water along tuff interfaces to 
bounding faults. All tests use tracers to assist the characterization of plume migration. 
Figure 5 illustrates the Cross Drift to ESF Main Drift seepage collection system to study the 
migration of water and tracer flow from one drift to another drift. The cross-over point is located 
in the northern part of the ESF, as illustrated in Figures 1 and 2. In 1998, the seepage monitoring 
system was used to monitor the migration of construction water from the Cross Drift. Niche 
3107, currently used for the drift seepage study, will be part of the drift-to-drift study as a 
monitoring station. The existing horizontal boreholes at Niche 3107 will be used for wetting

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ANL-NBS-HS-000005 REV00 40 March 2000 
front monitoring for liquid released from a new alcove excavated horizontally from the Cross 
Drift and directly above the niche. 
Each testing activity has unique findings to contribute to the assessment of unsaturated flow and 
transport processes at Yucca Mountain. The progress and analyses of field-test results are 
presented in the following ten subsections for ten testing activities. Key scientific notebooks 
(with relevant page numbers) used for recording the ESF Field Testing activities and analyses 
described in this AMR are listed in Table 4. 
Flow Testing 
& Monitoring 
Locations 
Ambient Testing in the ESF 
seepage = percolation = infiltration 
% of seepage 
% of fracture flow 
% of infiltration 
Alcove 6 Alcoves 1 & 7 
/ / 
before excavation 
after excavation 
Alcove 4 
Niches 
1, 2, 3, & 4 
Alcove 1 
% of diversion 
TSPA Issues: 
percolation 
seepage 
fast flow 
diversion 
wet climate 
***** 
Figure 4. Schematic Illustration of Flow Tests in the Exploratory Studies Facility at Yucca Mountain. 
The tests evaluate functional relationships between unsaturated zone processes to resolve 
TSPA issues.

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ANL-NBS-HS-000005 REV00 41 March 2000 
Wetting front sensors/ 
fluid collection tray 
Niche 3107 
Seepage 
boreholes 
above 
niche
Future 
alcove 
Cross Drift 
Main Drift 
cs 3062 
Monitored 
Geologic 
Repository 
Ghost Dance Fault Alcoves 
Invert-crown 
separation of 
elevation 17.5m 
Thermal Test 
Alcove 
Water 
release 
Figure 5. Schematic Illustration of the Cross-Over Point of Cross Drift with the Main Drift. Wetting front 
sensors and fluid collection trays monitored the construction-water migration. Both the Cross 
Drift and the Main Drift, together with the futurea alcove and niche boreholes are horizontal.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 42 March 2000 
Table 4. Scientific Notebooks 
LBNL Scientific 
Notebook ID 
M&O Scientific 
Notebook ID 
Pages Accession Number 
(ACC) 
YMP-LBNL-JSW-6 SN-LBNL-SCI-065-V1 pp. 1-156 MOL.19991013.0459 
YMP-LBNL-JSW-6a SN-LBNL-SCI-066-V1 pp. 1-156 MOL.19991013.0460 
YMP-LBNL-JSW-6b SN-LBNL-SCI-121-V1 pp. 1-156 MOL.19991013.0461 
YMP-LBNL-JSW-6c SN-LBNL-SCI-122-V1 pp. 1-156 MOL.19991013.0462 
YMP-LBNL-JSW-QH-1 SN-LBNL-SCI-089-V1 pp. 1-156 MOL.19991013.0463 
YMP-LBNL-JSW-QH-1A SN-LBNL-SCI-090-V1 pp. 20-22, 37-48, 54, 68-82, 
86-99, 103-126 
MOL.19991013.0464 
YMP-LBNL-JSW-QH-1B SN-LBNL-SCI-091-V1 pp. 9, 27, 35, 40, 42, 48-73, 
77, 81-94, 107-110, 115, 
118-119, 123-142, 149, 154- 
155 
MOL.19991013.0465 
YMP-LBNL-JSW-QH-1C SN-LBNL-SCI-092-V1 pp. 13, 16-25, 39-41, 51-102, 
105-112, 116, 128-133, 
139-140, 143-145 
MOL.19991013.0466 
YMP-LBNL-JSW-QH-1D SN-LBNL-SCI-093-V1 pp. 3-151 MOL.19991013.0467 
YMP-LBNL-JSW-QH-1E SN-LBNL-SCI-154-V1 pp. 3-16 MOL.19991013.0468 
YMP-LBNL-JSW-PJC-6.2 SN-LBNL-SCI-078-V1 pp. 1-99 MOL.19991013.0469 
YMP-LBNL-JSW-RS-1 SN-LBNL-SCI-102-V1 pp. 1-115 MOL.19991013.0470 
YMP-LBNL-JSW-RS-1a SN-LBNL-SCI-104-V1 pp. 1-39 MOL.19991013.0471 
YMP-LBNL-JSW-RS-2 SN-LBNL-SCI-105-V1 pp. 1-7 MOL.19991013.0472 
YMP-LBNL-JW-1.2 SN-LBNL-SCI-048-VI pp. 103-152 MOL.19991025.0235 
YMP-LBNL-JW-1.2A SN-LBNL-SCI-133-V1 pp. 1-43 MOL.19991013.0473 
YMP-LBNL-JSW-JJH-1 SN-LBNL-SCI-088-V1 pp. 1-68 MOL.19991013.0474 
YMP-LBNL-JSW-CMO-1 SN-LBNL-SCI-042-V1 pp. 1-59 MOL.19991013.0475 
YMP-LBNL-JSW-4.3 SN-LBNL-SCI-116-V1 pp. 1-24, 61-67, 74-81 MOL.19991018.0187 
YMP-LBNL-JSW-JS-1 SN-LBNL-SCI-150-V1 pp. 18, 148 MOL.19991013.0476 
YMP-LBNL-RCT-1 SN-LBNL-SCI-113-V1 pp. 62-73, 88-150 MOL.19991013.0477 
YMP-LBNL-RCT-2 SN-LBNL-SCI-156-V1 pp. 27-34 MOL.19991013.0478

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6.1 AIR-PERMEABILITY DISTRIBUTIONS AND EXCAVATION-INDUCED 
ENHANCEMENTS 
Pneumatic air-permeability tests were undertaken at various locations in the ESF to characterize 
the potential fluid flow paths in the rock. The potential repository host rock consists 
predominantly of unsaturated, fractured welded tuff. As assumed in Section 5.1, air flows are 
mainly through the fractures. Air-permeability tests are utilized to study the fracture 
heterogeneity. Air-permeability tests can characterize fractured systems efficiently. Once the 
injections stop, the pressure field returns to its ambient conditions within minutes under most 
field-test conditions. 
To determine potential flow paths in the test sites, packer assemblies were used to isolate 
intervals in clusters of boreholes drilled into the fractured rock to perform pneumatic testing. In 
these tests, air is injected into specific intervals at constant mass flux while pressure responses 
are monitored in other intervals. The objectives for pneumatic testing include profiling the air 
permeability of boreholes along their length, investigating the effects of nearby excavation on the 
permeability of a rock mass, and enabling a site-to-site comparison of air-permeability statistics 
and related scale effects. Two basic types of data are readily available from pneumatic testing 
and are used to satisfy these testing objectives: (1) single-hole air permeability profiles, which 
are used for hole-to-hole and site-to-site comparisons, and (2) cross-hole pressure-response data, 
which enable a determination of connectivity through fracture networks between locations at a 
given site. This section focuses on the permeability profiles for boreholes in four niche sites. 
Permeability profiles before niche excavation are compared with profiles measured after niche 
excavation. Section 6.5 focuses on cross-hole data analyses. 
6.1.1 Niche Test Site and Borehole Configuration 
A number of tunnels, known as alcoves, and also room-size excavations, called niches, have 
been excavated at sites along the ESF. Extensive cross-hole air permeability measurements have 
been made in borehole clusters at four of the niches and at two of the alcoves within the ESF 
tunnel, as part of a program to select locations for liquid-release tests. The air permeability along 
each borehole in a cluster serves as a guide to the selection of the liquid-release intervals. 
6.1.1.1 Site Selection 
The niche sites were selected for study based on fracture and hydrologic data collected in the 
ESF, as illustrated in Figure 6. Four niches were excavated along the Main Drift of the ESF. The 
first niche site is located at Construction Station (CS) 35+66 (hereafter referred to as Niche 
3566) in a brecciated zone between the Sundance fault and a cooling joint where a preferential 
flow path is believed to be present (based on elevated 36Cl/Cl ratios described in the AMR on 
geochemistry data). Niche 3566 is sealed with a bulkhead to permit long-term monitoring of in 
situ conditions. The second niche site is located at CS 36+50 (Niche 3650) in a competent rock 
mass with lower fracture density than Niche 3566. The third niche is located at CS 31+07 (Niche 
3107) in close proximity to the cross-over point located at CS 30+62. Future plans include 
constructing a test alcove (Alcove 8) from the Cross Drift to a position immediately above Niche 
3107 so that a large-scale seepage test can be conducted at this location. The fourth niche site is

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 44 March 2000 
located at CS 47+88 (Niche 4788) and is located in a 950-m-long exposure of the middle 
nonlithophysal zone referred to by Buesch and Spengler (1998, p. 19) as the intensely fractured 
zone. Each of the existing niches described above consist of a short drift, or mined opening, 
constructed on the west side of the ESF main drift within the middle nonlithophysal zone of the 
Topopah Spring welded unit. 
Alcove No. 7 
(South Ghost Dance 
Fault Alcove) 
Intensely 
Fractured Zone51+50 to 42+00 
ESF 
ESF 
27 
28 
Niche3566 
35 + 66 
Niche 3650 
36 + 50 
Alcove No.6 
(North Ghost Dance 
Fault Alcove) 
35 + 00 
37 + 50 
47+ 00 
Niche 4788 
47+ 88 
50+64 
51 + 00 
Niche3107 
31 + 07 
30 + 00 
31 + 50 
ESF 
Cross-over 
point 30 + 62 
E-W Drift 
Cross Drift 
Figure 6. Schematic Illustration of Location Map for Niches 3107, 3566, 3650, and 4788.

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ANL-NBS-HS-000005 REV00 45 March 2000 
6.1.1.2 Borehole Configuration 
Three boreholes were installed at Niche 3566, and seven boreholes per niche were drilled at each 
of Niches 3650, 3107, and 4788 prior to excavation to gain access to the rock for testing and 
monitoring purposes. Figure 7 shows the schematics of borehole clusters tested at the niche sites. 
At the niches, boreholes were drilled before excavation into both the rock to be excavated and 
the surrounding rock. Both types of boreholes were tested before niche excavation, and the 
surrounding boreholes were retested after excavation, allowing a study of excavation effects on 
the permeability of the surrounding rock. All boreholes shown in Figure 7 are parallel to the 
niche axis as illustrated in Figure 8. Figures 7a and 8a show that three boreholes were originally 
installed at Niche 3566 along the same vertical plane coincident with the center of the niche.2 
The three boreholes were assigned the designation U, M, and B, corresponding to the upper, 
middle, and bottom borehole, respectively. Boreholes M and B were subsequently removed 
when the rock was mined out creating the niche, and borehole U still remains. Figures 7b and 8b 
show the location of the seven boreholes installed at Niche 3650. Three of the boreholes, 
designated UL, UM, and UR (upper left, upper middle, and upper right), were installed 
approximately one meter apart and 0.65 m above the crown of the niche in the same horizontal 
plane. The remaining boreholes (ML, MR, BL, and BR) were drilled within the limits of the 
proposed niche and were subsequently mined out when the niche was constructed as planned. 
Figures 7c and 8c show the final configuration of the seven boreholes installed at Niche 3107. 
The original intent was to install the middle boreholes ML and MR beyond the limits of the 
proposed excavation to monitor the movement of moisture around the niche during subsequent 
testing. Unfortunately, the middle boreholes were not installed at the correct elevation above 
Niche 3107 and were partially mined away during construction. 
Figures 7d and 8d show the final configuration of the seven boreholes installed at Niche 4788. A 
misinterpretation of a survey mark, along with bad ground conditions (i.e., falling rock or 
collapsing ground conditions) at Niche 4788, also resulted in the partial loss of borehole ML at 
this site. The original plan was to install the U and M series boreholes outside the excavation. 
After the excavation of Niche 3566, a special set of horizontal boreholes was drilled from within 
the niche into the walls and end of the niche in a radial pattern. A similar scheme was used at 
Niche 3107 after its excavation. 
2 As of the date of this AMR, as-built surveys had not been performed and/or the qualified survey data had not been 
released for use to determine the final configuration of the niche opening and location of the boreholes shown in 
Figures 7 and 8. The figures were generated using field measurements recorded in scientific notebooks (YMPLBNL-
JSW-6, YMP-LBNL-JSW-6A, YMP-LBNL-JSW-6B, YMP-LBNL-JSW-6C, and YMP-LBNL-RCT-1) 
and/or using pre-built plans for niche construction. Therefore, Figure 7 shows the idealized shape of the niche and 
approximate locations of the boreholes.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 46 March 2000 
U
M
B 
3.25 m 
CL 
MR ML 
B1.5 
B2.5 
UL UM 
UR 
2.5 m 
Final ceiling elevation 
near mid point of niche Starting ceiling elevation 
near opening to niche 
3.25 m 
CL 
MR ML 
B1.5 
B2.5 
UL 
UM 
UR 
2.5 m 
Starting elevation of 
niche ceiling at opening 
Final elevation of 
niche ceiling at depth 
of 2.9 m and beyond 
3.25 m 
CL 
2.5 m 
4.0 m 
3.25 m 
2.5 m 
CL 
MR ML 
BR BL 
UL UM UR 
4.0 m 
4.0 m 4.0 m 
(a) (b) 
(c) (d) 
Niche 3566 Niche 3650 
Niche 3107 Niche 4788 
Figure 7. Schematic Illustration of the End View of Borehole Clusters at Niche Sites. The niche faces 
are on the west wall of the Main Drift of the Exploratory Studies Facility.

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ANL-NBS-HS-000005 REV00 47 March 2000 
CL 
N 
2 Meters 0 1 
U, M and B 
CL 
N 
UM 
UR 
UL 
ML, BL MR, BR 
CL 
N 
UM, B1.5 and B2.5 
UL 
UR 
ML 
MR 
CL 
N 
UM, B1.5 and B2.5 
UL 
UR 
ML 
MR 
Niche 3566 
(a) 
Niche 3650 
(b) 
Niche 3107 
(c) 
Niche 4788 
(d) 
Niche Centerline 
Borehole Axis 
*** All measurements 
are approximate and 
do not represent 
as-built conditions 
Figure 8. Schematic Illustration of the Plan View of Borehole Clusters at Niche Sites. The boreholes 
shown are oriented horizontally in the northwestern direction parallel to the niche axis. 
6.1.2 Air-Permeability Spatial Distribution and Statistical Analysis 
To date, an estimated 3,500 separate air injections have been undertaken in the in situ studies in 
the ESF. Nearly a quarter-million pressure-response curves have been logged in the studies. The 
number of tests lends itself to visualization and statistical comparison of the flow connections 
and the distributions of permeability in the rock mass. The specially designed equipment for 
pneumatic testing is described in Attachment II. With the equipment, it is feasible to conduct 
tests for site-to-site and borehole-to-borehole comparisons. 
6.1.2.1 Data Reduction and Air-Permeability Determination 
Data in the field were acquired in the form of voltage output from the various instruments and 
converted in real time or post-test time to physical units using each instruments calibration data. 
At Niches 3107 and 4788, data acquisition was fully automated, so that log entries for each 
individual injection test could be done by computer and correlation with the data files linked. 
Each of these tests was given three minutes to reach steady state. Based on previous experience 
with the other tests, the maximum flow rate that did not cause the interval pressure to exceed the 
packer leak-by pressure was chosen for the purposes of the permeability calculations. 
Because each injection test was repeated to accommodate two different observation packer 
configurations, there are two tests for each injection location from which to choose flow and

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 48 March 2000 
pressure data for the single-hole results. When graphed, the two are usually indistinguishable. 
Preference should be given to the lower of the two if there is a significant difference to further 
safeguard against packer leak-by effects. 
Reported data consist of the acquisition filename, test location, time, date, channel or interval 
number, flow rate, start pressure, and steady-state pressure. The derived steady-state single-hole 
permeability can be obtained using the expression described below, with Assumptions 1, 2 and 3 
discussed in Section 5.1. 
In air-permeability tests to characterize the fracture heterogeneity of the test sites, permeability 
values are obtained from pressure changes and flow rates using the following modified 
Hvorslev's formula (LeCain 1995, Equation (15), p. 10): 
( )sc 
f 
w 
sc sc 
T P P L 
T 
r
L 
n Q P 
k 2 
1 
2 
2 - 
. .. 
. 
. .. 
. 
= 
p 
l 
(Eq. 1)3 
k permeability, m2 
Psc standard pressure, Pa 
Qsc flow-rate at standard conditions, m3/s 
 dynamic viscosity of air, Pa-s 
L length of zone, m 
rw radius of bore, m 
Tf temperature of formation, K 
P2 injection zone pressure at steady-state, Pa 
P1 ambient pressure, Pa 
Tsc standard temperature, K 
For the purpose of calculation, standard pressure is 1.013E+05 Pa (one atmosphere). The 
dynamic viscosity of air used is 1.78E-05 Pa-s. Temperature contributions to Equation 1 are 
negligible with Tf ~ Tsc. for ambient temperature testing conditions. 
3 The solution is derived for the steady state ellipsoidal flow field around a finite line source. If the length L in the 
natural logarithm term in Equation 1 is replaced by an external radius Re, this formula is identical to the cylindrical 
flow solution with an ambient constant pressure boundary at the external radius (Muskat 1982, p. 734). This 
replacement is used in Section 6.2.2.1 to estimate the saturated hydraulic conductivity for post-excavation liquid 
flow paths from the borehole interval to the niche ceiling.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 49 March 2000 
6.1.2.2 Pre- and Post-Excavation Permeability Profiles 
All boreholes at niches as illustrated in Figures 7 and 8 are nominally 10 m long and 0.0762 m in 
diameter. The boreholes were drilled dry with compressed air to remove drill cuttings. The 
packer interval length and the test interval length are 0.3 m. The details of packer assembly and 
testing operation are described in Attachment II. 
Permeability values along boreholes for four niches are presented in eight figures, with two 
figures for each niche. Figure 9 illustrates three Niche 3566 permeability profiles along the 
upper, middle, and bottom boreholes, which are parallel to the niche axis. In Figure 9 and 
subsequent figures of permeability profiles, the permeability value from each test interval is 
plotted against the location of the middle of the test interval (zone). The air-permeability tests 
were conducted before niche excavation. Niche 3566, the first niche excavated in the ESF, is 
located in the vicinity of the Sundance fault. The last data point in each permeability profile was 
the estimated value from tests conducted beyond the last packer interval. All three boreholes 
penetrated brecciated zones in the last one-third of the boreholes, with broken rock pieces 
preventing packer penetration. A wet feature in a brecciated zone was observed at the end of this 
niche right after completion of dry excavation (Wang et al. 1999, Figure 4, p. 331). The width of 
the wet feature is comparable to the borehole-interval length of 0.3 m, used in the airpermeability 
tests (this Section) and liquid-release seepage tests (Section 6.2). 
After niche excavation, six additional horizontal boreholes were drilled from the inside of the 
niche, fanning out radially in different directions. The permeability profiles for two radial 
boreholes on the left side of the niche are illustrated in Figure 10. These boreholes also 
penetrated brecciated zones. On average, the permeability values along the radial boreholes are 
higher than the average values in the three axial boreholes. However, the comparison is based on 
measurements in boreholes at different locations in the same niche site.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 50 March 2000 
1.00E-15 
1.00E-14 
1.00E-13 
1.00E-12 
1.00E-11 
1.00E-10 
1.00E-09 
0 2 4 6 8 10 12 
Middle of Zone (meters) 
Permeability (m2) 
upper 
1.00E-15 
1.00E-14 
1.00E-13 
1.00E-12 
1.00E-11 
1.00E-10 
1.00E-09 
0 2 4 6 8 10 12 
Middle of Zone (meters) 
Permeability (m2) 
middle 
1.00E-15 
1.00E-14 
1.00E-13 
1.00E-12 
1.00E-11 
1.00E-10 
1.00E-09 
0 2 4 6 8 10 12 
Middle of Zone (meters) 
Permeability (m2) 
bottom 
DTN: LB980001233124.002 
Figure 9. Pre-Excavation Air-Permeability Profiles along Axial Boreholes at Niche 3566.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 51 March 2000 
1.00E-15 
1.00E-14 
1.00E-13 
1.00E-12 
1.00E-11 
1.00E-10 
1.00E-09 
0 2 4 6 81 0 12 
Middle of Zone (meters) 
Permeability (m2) 
R1 
1.00E-15 
1.00E-14 
1.00E-13 
1.00E-12 
1.00E-11 
1.00E-10 
1.00E-09 
0 2 4 6 81 0 12 
Middle of Zone (meters) 
Permeability (m2) 
R6 
DTN: LB980001233124.002 
Figure 10. Post-Excavation Air-Permeability Profiles along Radial Boreholes at Niche 3566. 
Figure 11 illustrates the permeability profiles along three upper boreholes at Niche 3650. Both 
pre-excavation values and post-excavation values are presented. The comparisons in Figure 11 
were based on air-injection tests conducted at the same borehole intervals above the niche. The 
permeability increases could be interpreted as the opening of pre-existing fractures induced by 
stress releases associated with niche excavation (Wang and Elsworth 1999, pp. 752756). The 
niches were excavated using an Alpine Miner, a mechanical device with a rotary head cutting the 
rocks below the upper-level boreholes, as illustrated in Figure 7. 
Intervals with high pre-excavation permeability recorded the smallest post-excavation 
permeability changes. In additional to the main mechanical effects, some of the permeability 
increases could be related to the intersection of previously dead-end or long fractures with the 
new free surface. For borehole intervals near the end beyond the extent of niche excavation, the 
permeability values are less altered. Figure 12 illustrates the pre-excavation permeability profiles 
of the other four boreholes. The middle- and bottom-level boreholes were available for airinjection 
testing only before niche excavation, since they were subsequently removed by 
excavation.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 52 March 2000 
1.00E-15 
1.00E-14 
1.00E-13 
1.00E-12 
1.00E-11 
1.00E-10 
1.00E-09
0 2 4 6 8 10 12 
Middle of Zone (meters) 
Permeability (m2) 
UM pre UM post 
1.00E-15 
1.00E-14 
1.00E-13 
1.00E-12 
1.00E-11 
1.00E-10 
1.00E-09
0 2 4 6 8 10 12 
Middle of Zone (meters) 
Permeability (m2) 
UR pre UR post 
1.00E-15 
1.00E-14 
1.00E-13 
1.00E-12 
1.00E-11 
1.00E-10 
1.00E-09
0 2 4 6 8 10 12 
Middle of Zone (meters) 
Permeability (m2) 
UL pre UL post 
DTN: LB980001233124.002 
Figure 11. Pre- and Post-Excavation Air-Permeability Profiles along Upper Boreholes at Niche 3650.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 53 March 2000 
1.00E-15 
1.00E-14 
1.00E-13 
1.00E-12 
1.00E-11 
1.00E-10 
1.00E-09
0 2 4 6 8 10 12 
Middle of Zone (meters) 
Permeability (m2) 
ML 
1.00E-15 
1.00E-14 
1.00E-13 
1.00E-12 
1.00E-11 
1.00E-10 
1.00E-09
0 2 4 6 8 10 12 
Middle of Zone (meters) 
Permeability (m2) 
MR 
1.00E-15 
1.00E-14 
1.00E-13 
1.00E-12 
1.00E-11 
1.00E-10 
1.00E-09
0 2 4 6 8 10 12 
Middle of Zone (meters) 
Permeability (m2) 
BL 
1.00E-15 
1.00E-14 
1.00E-13 
1.00E-12 
1.00E-11 
1.00E-10 
1.00E-09
0 2 4 6 8 10 12 
Middle of Zone (meters) 
Permeability (m2) 
BR 
DTN: LB980001233124.002 
Figure 12. Pre-Excavation Air-Permeability Profiles along Middle and Bottom Boreholes at Niche 3650. 
To compare with Niche 3650, the corresponding results of the permeability profiles are presented 
in Figures 13 and 14 for Niche 3107 and in Figures 15 and 16 for Niche 4788. Figures 13 and 15, 
similar to Figure 11, are for the upper boreholes, with both pre-excavation and post-excavation 
values presented for the evaluation of excavation-induced enhancements in permeabilities. 
Figures 14 and 16 are pre-excavation permeability profiles for the middle- and lower-level 
boreholes of Niches 3107 and 4788. The borehole layouts for these two niches are modified from 
the layout in Niche 3650, as illustrated in Figure 7.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 54 March 2000 
1.00E-15 
1.00E-14 
1.00E-13 
1.00E-12 
1.00E-11 
1.00E-10 
1.00E-09 
0 2 4 6 8 10 12 
Middle of Zone (meters) 
Permeability (m2) 
UL pre UL post 
1.00E-15 
1.00E-14 
1.00E-13 
1.00E-12 
1.00E-11 
1.00E-10 
1.00E-09 
0 2 4 6 8 10 12 
Middle of Zone (meters) 
Permeability (m2) 
UM pre UM post 
1.00E-15 
1.00E-14 
1.00E-13 
1.00E-12 
1.00E-11 
1.00E-10 
1.00E-09 
0 2 4 6 8 10 12 
Middle of Zone (meters) 
Permeability (m2) 
UR pre UR post 
DTNs: LB980901233124.101 for pre-excavation data, LB990601233124.001 for post-excavation data 
Figure 13. Pre- and Post-Excavation Air-Permeability Profiles along Upper Boreholes at Niche 3107.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 55 March 2000 
1.00E-15 
1.00E-14 
1.00E-13 
1.00E-12 
1.00E-11 
1.00E-10 
1.00E-09 
0 2 4 6 8 10 12 
Middle of Zone (meters) 
Permeability (m2) 
ML 
1.00E-15 
1.00E-14 
1.00E-13 
1.00E-12 
1.00E-11 
1.00E-10 
1.00E-09 
0 2 4 6 8 10 12 
Middle of Zone (meters) 
Permeability (m2) 
MR 
1.00E-15 
1.00E-14 
1.00E-13 
1.00E-12 
1.00E-11 
1.00E-10 
1.00E-09 
0 2 4 6 8 10 12 
Middle of Zone (meters) 
Permeability (m2) 
B1.5 
1.00E-15 
1.00E-14 
1.00E-13 
1.00E-12 
1.00E-11 
1.00E-10 
1.00E-09 
0 2 4 6 8 10 12 
Middle of Zone (meters) 
Permeability (m2) 
B2.5 
DTN: LB980901233124.101 
Figure 14. Pre-Excavation Air-Permeability Profiles along Middle and Bottom Boreholes at Niche 3107.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 56 March 2000 
1.00E-15 
1.00E-14 
1.00E-13 
1.00E-12 
1.00E-11 
1.00E-10 
1.00E-09 
0 2 4 6 8 10 12 
Middle of Zone (meters) 
Permeability (m2) 
UL post UL pre 
1.00E-15 
1.00E-14 
1.00E-13 
1.00E-12 
1.00E-11 
1.00E-10 
1.00E-09 
0 2 4 6 8 10 12 
Middle of Zone (meters) 
Permeability (m2) 
UR post UR Pre 
1.00E-15 
1.00E-14 
1.00E-13 
1.00E-12 
1.00E-11 
1.00E-10 
1.00E-09
0 2 4 6 8 10 12 
Middle of Zone (meters) 
Permeability (m2) 
UM post UM pre 
DTNs: LB980901233124.101 for pre-excavation data, LB990601233124.001 for post-excavation data 
Figure 15. Pre- and Post-Excavation Air-Permeability Profiles along Upper Boreholes at Niche 4788.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 57 March 2000 
1.00E-15 
1.00E-14 
1.00E-13 
1.00E-12 
1.00E-11 
1.00E-10 
1.00E-09 
0 2 4 6 8 10 12 
Middle of Zone (meters) 
Permeability (m2) 
ML 
1.00E-15 
1.00E-14 
1.00E-13 
1.00E-12 
1.00E-11 
1.00E-10 
1.00E-09 
0 2 4 6 8 10 12 
Middle of Zone (meters) 
Permeability (m2) 
MR 
1.00E-15 
1.00E-14 
1.00E-13 
1.00E-12 
1.00E-11 
1.00E-10 
1.00E-09 
0 2 4 6 8 10 12 
Middle of Zone (meters) 
Permeability (m2) 
B1.5 
1.00E-15 
1.00E-14 
1.00E-13 
1.00E-12 
1.00E-11 
1.00E-10 
1.00E-09 
0 2 4 6 8 10 12 
Middle of Zone (meters) 
Permeability (m2) 
B2.5 
DTN: LB980901233124.101 
Figure 16. Pre-Excavation Air-Permeability Profiles along Middle and Bottom Boreholes at Niche 4788. 
6.1.2.3 Statistical Comparison of Air-Permeability Distributions 
Table 5 summarizes the average values, standard deviations, and ranges of variations for the 
boreholes and for niche sites. In addition to permeability values, the ratios of post-excavation to 
pre-excavation permeabilities are also analyzed. (The ratios are calculated from the permeability 
values for each interval before the statistical analyses.) Arithmetic means, geometric means, and 
standard deviations are presented. Drift-scale variations along boreholes and among different 
boreholes within the same niche test site are larger than differences among different sites.

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The permeability values from the middle and bottom boreholes are included in the averaging 
results presented in Table 6. Pre-excavation means and standard deviations were derived from 
averaging over all seven boreholes in each niche cluster. The middle- and lower-level boreholes 
supplement the upper boreholes to characterize the 3-D space in the niche test beds and locate 
flow paths under pre-excavation conditions. After excavation with only upper boreholes in a 
horizontal plane left, the air-permeability tests can characterize only the zones above the niche 
ceilings. The post-excavation analyses in Tables 5 and 6 are over the upper boreholes for 
assessing the excavation-induced impacts. 
Table 6 summarizes the geometric means and standard deviations of all clusters of boreholes 
tested in the ESF. Each niche has a distinct air-permeability character. The spatial variabilities 
are significant in the borehole-interval scale of 0.3 m before averaging over 10-m scale along the 
boreholes and 100-m3 volume over the borehole clusters (3 or 7 boreholes). Niches 3107 and 
3566 each have a radial entry in the table, which indicates boreholes that are drilled from 
inside the niches after construction. Permeability values from these boreholes for Niche 3107 
(profiles not shown) vary little from those of the pre-excavation boreholes, indicative of the 
uniformity of the formation around Niche 3107. For Niche 3566, however, the radial boreholes 
that were tested ran through the brecciated zone within the niche wall and so exhibited higher 
permeability than that for the pre-excavation boreholes. (The entries in Table 6 for Alcove 4 and 
Alcove 6 are included for completeness and will be discussed in Section 6.5.)

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ANL-NBS-HS-000005 REV00 59 March 2000 
Table 5. Statistical Analyses of Air-Permeability Along Boreholes Above Niches. 
Niche 3650 Niche 3107 Niche 4788 
Pre- 
Excavation 
Post- 
Excavation 
Post/Pre 
Ratio* 
Pre- 
Excavation 
Post- 
Excavation 
Post/Pre 
Ratio* 
Pre- 
Excavation 
Post- 
Excavation 
Post/Pre 
Ratio* 
Geometric Mean 
UL 1.17E-13 2.09E-12 17.88 2.22E-14 4.55E-13 20.51 1.30E-13 1.07E-12 8.40 
UM 5.25E-14 1.64E-12 31.19 5.81E-14 4.82E-13 8.72 1.81E-13 2.56E-12 11.09 
UR 4.27E-14 1.01E-12 23.56 3.32E-14 2.64E-13 8.94 5.91E-14 6.27E-13 9.70 
All 3 6.40E-14 1.51E-12 23.60 3.50E-14 3.87E-13 11.69 1.00E-13 1.20E-12 9.90 
Arithmetic Mean 
UL 8.59E-12 2.98E-11 47.06 8.12E-14 1.46E-12 135.48 2.56E-13 2.07E-12 14.82 
UM 1.01E-12 7.78E-12 72.98 1.14E-13 1.55E-12 21.36 8.59E-13 6.19E-12 26.43 
UR 1.27E-13 4.59E-12 53.62 1.14E-13 1.04E-12 30.95 4.49E-13 3.79E-12 46.78 
All 3 3.24E-12 1.40E-11 57.89 1.03E-13 1.35E-12 62.60 5.02E-13 3.99E-12 30.09 
Minimum Value 
UL 1.86E-15 1.45E-14 0.67 1.44E-15 2.90E-15 1.06 9.16E-15 3.57E-14 1.18 
UM 5.40E-15 9.88E-14 1.19 4.10E-15 1.24E-14 0.43 8.99E-15 6.56E-14 1.64 
UR 1.53E-15 3.02E-15 1.01 1.43E-15 3.72E-15 0.63 8.01E-15 1.98E-14 0.24 
All 3 1.53E-15 3.02E-15 0.67 1.43E-15 2.90E-15 0.43 8.01E-15 1.98E-14 0.24 
Maximum Value 
UL 1.27E-10 7.15E-10 271.15 5.32E-13 7.99E-12 1229.23 1.15E-12 8.44E-12 51.54 
UM 2.28E-11 1.01E-10 427.91 5.15E-13 1.40E-11 153.02 3.56E-12 2.50E-11 110.52 
UR 8.07E-13 4.66E-11 310.67 8.06E-13 5.80E-12 184.13 3.83E-12 2.51E-11 386.90 
All 3 1.27E-10 7.15E-10 427.91 8.06E-13 1.40E-11 1229.23 3.83E-12 2.51E-11 386.90 
Log Range 
UL 4.83 4.69 2.61 2.57 3.44 3.06 2.10 2.37 1.64 
UM 3.63 3.01 2.56 2.10 3.05 2.55 2.60 2.58 1.83 
UR 2.72 4.19 2.49 2.75 3.19 2.47 2.68 3.10 3.21 
All 3 4.92 5.38 2.80 2.75 3.68 3.45 2.68 3.10 3.21 
Std. Dev. of Log 
UL 1.18 0.84 0.69 0.81 0.83 0.83 0.56 0.57 0.50 
UM 0.80 0.70 0.62 0.57 0.71 0.61 0.95 0.70 0.58 
UR 0.73 1.05 0.66 0.79 0.90 0.74 0.85 0.94 0.85 
All 3 0.93 0.88 0.66 0.74 0.82 0.75 0.79 0.78 0.66 
Input: 
Niche 3650 DTN: LB980001233124.002 
Niche 3107 Pre-Excavation DTN: LB980901233124.101, Post Excavation DTN: LB990601233124.001 
Niche 4788 Pre-Excavation DTN: LB980901233124.101, Post-Excavation DTN: LB990601233124.001 
Output: 
DTN: LB990901233124.004 
NOTE: *The post/pre ratio is the ratio of post-excavation to pre-excavation permeabilities. This ratio was 
calculated for each interval in each borehole. Values reported are the statistical measures (maximum, 
minimum, mean, etc.) of all post/pre ratios caluclated for each borehole. For example, mean of 
(post/pre) ratio is not the same as the ratio of mean(post)/mean(pre).

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ANL-NBS-HS-000005 REV00 60 March 2000 
Table 6. Comparison of Geometric Means and Standard Deviations of Niches and Alcoves in the 
Exploratory Studies Facility at Yucca Mountain. 
log(k) (m2) 
Borehole Cluster Type of Site Mean 
Standard 
Deviation 
Niche 3566 Pre-Excavation Intersects brecciated zone -13.0 0.92 
Niche 3566 Radial Predominantly within brecciated zone -11.8 0.66 
Niche 3650 Pre-Excavation Moderately fractured welded tuff -13.4 0.81 
Niche 3650 Post-Excavation Post-excavation welded tuff -11.8 0.88 
Niche 3107 Pre-Excavation Moderately fractured welded tuff -13.4 0.70 
Niche 3107 Post-Excavation Post-excavation welded tuff -12.4 0.82 
Niche 3107 Radial Moderately fractured welded tuff -13.8 0.92 
Niche 4788 Pre-Excavation Highly fractured welded tuff -13.0 0.85 
Niche 4788 Post-Excavation Post-excavation welded tuff -11.9 0.78 
Alcove 4 
Discretely faulted and fractured nonwelded 
tuff 
-13.0 0.93 
Alcove 6 
Highly Fractured Post-construction 
welded tuff 
-11.9 0.67 
Input:
DTNs: LB980001233124.002, LB980901233124.101, LB990601233124.001, 
LB980901233124.004, LB980901233124.009, LB980912332245.001 
Output: 
DTN: LB990901233124.004

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6.2 ANALYSIS AND INTERPRETATION OF THE NICHE LIQUID-RELEASE AND 
SEEPAGE-TEST DATA 
The ESF Drift Seepage Test and Niche Moisture Study was proposed to characterize the seepage 
process and to further our understanding of how seepage could impact the design and 
performance of the potential repository. Specific objectives of the study include: 
 Measure in situ hydrologic properties of the potential repository host rock for use in the 
AMR on Seepage Calibration Model and the AMR on Seepage Model for Performance 
Assessment; 
 Provide a database containing liquid-release and seepage data that can be used to 
evaluate seepage and other related UZ processes; 
 Evaluate drift-scale seepage processes to quantify the extent to which seepage is 
excluded from entering an underground cavity; 
 Determine the seepage threshold below which percolating water will not seep into a 
drift. 
 The drift seepage tests were conducted by releasing a finite pulse of water above the 
cavity to simulate the arrival of an episodic percolation event through fast-flow 
pathways at the potential repository horizon. 
The objectives of the study are realized through a combination of field experiments, including air 
injection, liquid-release and seepage tests. The information compiled in this AMR is an 
integrated summary of the work performed to date and provides a reference that other 
researchers can cite. The intent of this section is to produce a concise summary of the work 
performed to date. Assumptions used in the analyses are described in Section 5.2. 
6.2.1 Review of Data Obtained from Liquid-Release and Seepage Tests Conducted at 
Niches 
This section provides a general overview of the tests, including field activities performed prior 
to, during, and after the niches were excavated. 
6.2.1.1 Pre-Excavation Liquid-Release Test Data 
Hundreds of air-injection tests were conducted in the boreholes at the four niche sites prior to 
excavation. The test results were used to determine the distribution of single-hole air 
permeabilities within the rock mass (refer to Section 6.1 in this AMR). These data were then 
used to select test intervals for subsequent liquid-release tests. The intervals selected for liquidrelease 
testing exhibited a wide range of air permeabilities, including both high and low values. 
Liquid-release tests were conducted in the same boreholes as the air-injection tests by pumping 
water containing colored or fluorescent dyes at a constant rate into various 0.3-m-long test

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 62 March 2000 
intervals. A finite amount of dye-spiked water, typically 1 liter, was introduced into each test 
interval at a low flow rate to minimize buildup of fluid pressure in the test interval. Various 
colored and fluorescent tracers were used during the study to document the flow path traveled by 
the wetting front. Hereafter, the term water will be used to describe the test fluid, which may 
or may not have contained tracer. 
Pre-excavation liquid-release tests were performed during early June and early August 1997, in 
boreholes installed prior to the excavation of Niches 3566 and 3650, respectively. Pre-excavation 
liquid-release tests were also performed at Niches 3107 and 4788, starting in late April and late 
June 1998, respectively. The data from these pre-excavation tests, including the mass of water 
released, pumping rates and times, liquid-release rates, etc., were tabulated and entered into the 
TDMS, and assigned DTN: LB980001233124.004 for Niches 3566 and 3650 and 
DTN: LB980901233124.003 for Niches 3107 and 4788. 
6.2.1.2 Niche Excavation Activities 
The niches were excavated dry using an Alpine Miner, a mechanical device, to observe and 
photograph the distribution of fractures and dye within the welded tuff. As reported in 
DTN: LB980001233124.004 (data reports s99468_006 and s99468_019), dye was observed 
along individual fractures as well as along intersecting fractures to depths ranging from 0 to 2.6 
m below the liquid-release points at the Niches 3566 and 3650 sites. Likewise, dye was observed 
at a maximum depth of about 1.2 m below the release point at Niche 3107 and about 1.8 m at 
Niche 4788, as reported in DTN: LB980901233124.003 s98293_014. (In this AMR, TDMS 
DTN and data report table name are both identified if many files are in a given DTN.) Flow of 
water through a relatively undisturbed fracture-matrix system was documented in this manner. 
During the mining operation, two types of flow paths were observed in the field based on the 
observed pattern of dye, including: (1) flow through individual or small groups of high-angle 
fractures; and (2) flow through several interconnected low- and high-angle fractures creating a 
fracture network. 
In general, the maximum distance that the wetting front traveled from the point of injection to 
the furthest point of observation increased with the mass of water injected. The data did not show 
that the type of flow (i.e., network or vertical fracture flow) had any significant influence on the 
maximum travel distance. However, examination of Figure 17, which illustrates the ratio of 
depth traveled to lateral distance traveled (aspect ratio) versus mass of water injected, shows an 
important trend. Although the data are sparse, the aspect ratio is consistently higher for the highangle 
fracture flow group than for the fracture-network data.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 63 March 2000 
0
1
2
3
4
5
6
7
8
9 
0 200 400 600 800 1000 1200 
Mass of Liquid Released (g) 
Aspect Ratio (m/m) 
Fracture Network 
High-Angle Fractures 
DTNs: LB980001233124.004, LB980901233124.003 
Figure 17. Mass of Water Released Versus Aspect Ratio. 
6.2.1.3 Post-Excavation Seepage Tests 
A series of short duration seepage tests were performed at Niche 3650 and are in progress at 
Niche 3107 to characterize seepage into an underground opening. In general, the tests are used to 
quantify the amount of water seeping into the drift from a localized source of water of known 
duration and intensity. The tests are also used to establish the seepage threshold flux (Ko*), 
defined as the largest flux of water that can be introduced into the test borehole without resulting 
in seepage into the niche. 
The seepage tests are conducted after the niches are excavated by pumping water into select test 
intervals in boreholes UL, UM, and UR located above each niche. The distance from boreholes 
to niche ceiling is nominally 0.65 m. The tests are performed by sealing a short interval of 
borehole using an inflatable packer system, similar to the system used in air-injection test as 
described in Attachment II. Any water that migrates from the borehole to the niche ceiling and 
drips into the opening is captured and weighed. 
For each packer interval, a liquid return (overflow) line prevents pressure build up of excess 
pressure. If the liquid injection rate is high and return flow is observed, the liquid-release rate is 
determined by the difference between injection flow rate and return flow rate. For low rate tests 
without overflowing, its liquid-release rate is given by the injection-flow rate. 
6.2.1.3.1 Niche 3650 
Forty liquid-release tests were performed on 16 test intervals positioned above Niche 3650 
beginning in late 1997 and ending in early 1998. Water migrated through the rock and seeped

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 64 March 2000 
into the niche in 10 out of the 16 zones tested. The seepage threshold flux was determined for the 
10 zones that seeped. The seepage and liquid-release data were tabulated and entered into the 
TDMS, where it was assigned DTN: LB980001233124.004. 
The mass of water released to the formation was computed by mass balance. In turn, the liquid 
release-rate (Qs) for each test was computed by dividing the mass released by the respective 
duration of each test; thus, these values represent time-averaged rates. The rate at which water 
was released to the formation ranged from 0.007 to 2.892 g/s for all of the tests, and the mass 
released ranged from 274.5 to 5597.5 g per test as summarized in DTN: LB980001233124.004 
s99468_007. 
When water appeared at the niche ceiling during a test and dripped into the opening, it was 
collected in the capture system and weighed. Figure 18 shows the approximate location of the 
capture system and test intervals relative to the niche boundaries, and the sequence of dyes and 
number of tests performed on each test interval. Most of the water was typically captured in only 
one or two 0.305  0.305 m cells located directly beneath the test interval. The wetting front 
typically arrived at the niche ceiling directly below the test zone. In the immediate vicinity at the 
intersection of the niche ceiling and the conducting fractures, the relative humidity could be high 
from local evaporation. However, the localized humid conditions were not met everywhere 
within the niche and/or the ESF Main Drift. 
The mass of water captured ranged from 0.0 to 568.6 g per test as reported in 
DTN: LB980001233124.004 s99468_007. The seepage percentage, defined as the mass of water 
that dripped into the capture system divided by the mass of water released to the rock, is as 
shown below: 
)" ( " 
)" ( " 
100 
g Released Mass 
g Captured Mass 
Percentage Seepage  = (Eq. 2) 
The seepage percentage ranged from 0% for zones that did not seep to 56.2% for a 
predominantly gravity-driven flow through a highly saturated fracture 
(DTN: LB980001233124.004 s99468_007).

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 65 March 2000 
CL 
N 
UM 
UR 
UL 
ESF Main Drift 
2 Meters 0 1 
*** All measurements are approximate 
and do not represent surveyed as-built 
conditions. 
Steel Bulkhead/Door 
Pyranine 
Sulfo Rhodamine B 
Amino GAcid 
Acid Yel low #7 
FD&C Blue No. 1 
FD&C Blue &Ye llow 
No dye 
Legend 
Niche Centerline 
Borehole Axis 
Test Interval Location 
Construction Survey Station 
Capture System (0.305 x 0.305msquares) 
Borehole Designation: U= Upper 
L= Left, M= Middle, R = Right 
Shows sequence of dye or 
water used in each test interval. 
1
2 
5 
... 
Niche 3650 
Figure 18. Schematic Illustration of Seepage Capture System and Test Intervals at Niche 3650. 
6.2.1.3.2 Niche 3107 
Seven seepage tests were performed in 1999 at Niche 3107 to determine the amount of water that 
will seep into the opening when the air within the niche is maintained at a high relative humidity. 
Post-closure potential repository conditions such as these are expected to exist after forced 
ventilation of the waste-emplacement drifts ceases and the waste and surrounding rock cool to 
ambient conditions. The relative humidity within Niche 3107 is being raised artificially to an 
average of 93%, as shown in Figure 19, to reduce seepage water losses caused by evaporation. 
Additional seepage tests are in progress under high relative humidity conditions. 
It was observed during the early stages of testing at Niche 3650 that the seepage percentage for 
two of the tests were significantly different even though the tests were conducted at nearly the 
same liquid-release rate. The large difference in seepage percentage was attributed to the effect 
of wetting history; that is, residual water remaining in the fractures from the first test influenced 
the amount of seepage that occurred during the second test. Therefore, a second objective of the 
Niche 3107 testing program is to study the effect of wetting history on seepage and seepage rates 
(seepage-memory effect). 
The seepage, liquid-release, and relative humidity data collected to date were tabulated and 
entered into the TDMS, and assigned DTN: LB990601233124.002.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 66 March 2000 
0 
20 
40 
60 
80 
100 
120
3/1/99 3/11/99 3/21/99 3/31/99 4/10/99 4/20/99 4/30/99 5/10/99 5/20/99 5/30/99 
Date 
Relative Humidity (%) and Temperature (C) 
Temperature (C) 
Relative Humidity % 
Test 
Duration 
DTN: LB990601233124.002 
Figure 19. Relative Humidity Inside Niche 3107. 
6.2.2 Seepage Threshold and Fracture Characteristic Curve 
The bulk of the seepage data collected and interpreted in this AMR was obtained from tests 
conducted at Niche 3650. These data are analyzed in detail in this section. 
6.2.2.1 Post-Excavation Liquid-Release and Seepage Threshold Fluxes 
For a given test interval, seepage tests were initially conducted at high liquid-release rates 
(injection rates into borehole interval without excessive pressure buildup). Subsequent tests were 
performed at lower liquid-release rates to determine whether a threshold could be defined where 
seepage into the cavity would no longer occur. 
Figure 20 shows a plot of the seepage percentages observed during four tests conducted at 
different qs in borehole UM at the same depth of 5.495.79 m from the borehole collar. A linear 
regression was performed on the four data points to compute the equation for the trendline and 
the R-squared values (R2) reported in Figure 20 and tabulated in Table 7. This exercise was 
repeated for the remaining test intervals to produce the regression data reported in Table 7 for all 
the zones that seeped. The R-squared values were computed separately for each interval and are 
listed for those intervals where three or more data points are available.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 67 March 2000 
Linear Regression 
y = 5.88l n(K o) + 87.5 
R2 = 0.96 
0
5 
10 
15 
20 
25 
30 
1.0E-07 1.0E-06 1.0E-05 1.0E-04 
Liquid-Release Flux, qs (m/s) 
Seepage Percentage, y (%) 
Data Linear regression 
Seepage Threshold Flux, K o* 
DTN: LB980001233124.004 
Figure 20. Liquid-Release Flux Versus Seepage Percentage. The Seepage tests were conducted for the 
interval 5.49-5.79 m from the collar for the upper middle borehole at Niche 3560.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 68 March 2000 
Table 7. Seepage Threshold Fluxes ( Ko*). 
Borehole Test Interval 
(m) 
Regression Equation Data 
Points 
(n) 
R2 - Value Seepage 
Threshold 
Flux 
(m/s) 
Saturated 
Hydraulic 
Conductivity 
(m/s) 
(Ko*) (Kl)* 
7.01-7.32 y = 0.6833l n(Ko) + 8.5742 2 NA 3.55E-06 8.98E-05 UL 
7.62-7.92 y = 5.7394 l n(Ko) + 92.627 3 0.979 9.80E-08 1.51E-04 
4.27-4.57 y = 5.2757 l n(Ko) + 79.443 4 0.921 2.89E-07 2.62E-05 
4.88-5.18 y = 2.304 l n(Ko) + 31.767 3 0.975 1.03E-06 2.52E-03 
UM 
5.49-5.79 y = 5.8876l n(Ko) + 87.528 4 0.963 3.50E-07 2.16E-05 
4.27-4.57 y = 0.314 l n(Ko) + 4.3283 2 NA 1.03E-06 4.08E-05 
4.88-5.18 y = 0.3165 l n(Ko) + 4.3751 2 NA 9.92E-07 9.87E-05 
5.49-5.79 y = 28.419 l n(Ko) + 351.09 2 NA 4.31E-06 1.71E-05 
6.10-6.40 y = 4.2169 l n(Ko) + 79.596 2 NA 6.35E-09 3.01E-05 
UR 
6.71-7.01 y = 10.574 l n(Ko) + 165.28 3 0.974 1.63E-07 2.28E-04 
All Data Various y = 3.7696 l n(Ko) + 59.976 30 0.187 1.23E-07 
DTN: LB980001233124.004 s99468_011 
NOTES: NA - not applicable 
y = predicted seepage percentage 
Ko = net downward liquid-release flux from regression model 
* Kl was derived from air permeability (k) values using the distance from the test interval to the niche 
ceiling equal to 0.65 meters. These values are slightly different from the k values reported in 
DTN: LB980001233124.002 s98131_002 which use the test interval length equal to 0.30 meters in 
the computation of k. 
Table 7 also summarizes the seepage threshold flux (Ko*), defined as the liquid-release flux 
below which water will not seep into the drift (i.e., see Ko* defined on Figure 20). The Ko* values 
were determined using the regression equations provided in Table 7 by setting the seepage 
percentage, y, equal to 0, then solving for Ko = Ko*. Here the symbol Ko is used to denote the 
liquid-release flux used in the regression model to distinguish it from the liquid-release flux 
computed using the field data (qs). The seepage threshold flux may be interpreted as follows: 
 If the liquid-release flux exceeds the seepage threshold flux (Ko > Ko*) for the given 
interval, then water will seep into the drift. 
 If the liquid-release flux is less than the seepage threshold flux (Ko < Ko*), then water 
will not enter the cavity.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 69 March 2000 
Figure 21 shows a log-log plot of Ko* versus the saturated hydraulic conductivity (Kl) for the 10 
test zones where seepage occurred. The air permeabilities obtained from the post-excavation 
gas-injection tests were converted into equivalent saturated hydraulic conductivities 
(DTN: LB980001233124.004 s99468_010) as shown in Scientific Notebook YMP-LBNL-JSW- 
6c, pp. 3438, to produce the values recorded in Table 7 and plotted in Figure 21. 
1.E-06 
1.E-05 
1.E-04 
1.E-03 
1.E-02 
1.E-09 1.E-081.E-0 7 1.E-06 1.E-05 1.E-04 
Seepage Threshold Flux, Ko* (m/s) 
Saturated Hydraulic Conductivity (m/s) 
Fracture Network 
Philips Model (s = 20) 
Philips Model (s = 1,000) 
High-Angle Fractures 
DTN: LB980901233124.003 
Figure 21. Seepage Threshold Fluxes. 
The estimation of saturated hydraulic conductivity using air-permeability test data is evaluated in 
Attachment III. 
6.2.2.2 Capillary Strength ( a -1) of the Fractures 
Philip et al. (1989) recognized that buried cylindrical cavities are obstacles to flow preventing 
water from entering the cavity. Given Assumption 6 in Section 5.2.2, the following theoretical 
relation between Ko* and Kl was provided by Philip et al. (1989, Section (3.4), p.19): 
( ) [ ]1 
max * 
- = s K K l o . (Eq. 3) 
where s is the value of the dimensionless cavity length and . max is the maximum value of the 
dimensionless potential . at the boundary of the cavity. Philip et al. (1989, Equation (56), p. 20) 
shows that . max occurs at the apex or crown of a cylindrical cavity. The dimensionless cavity 
length, s, is a measure of the relative importance of gravity and capillarity in determining flow. 
As s . 0, capillarity dominates, whereas gravity dominates as s . 8.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 70 March 2000 
An exponential functional relation between unsaturated hydraulic conductivity, K( .), and water 
potential, ., is used: 
( ) ( )e e K K l 
. - . = a . (Eq. 4) 
Pullan (1990, p. 1221) notes that Kl should be set equal to the saturated hydraulic conductivity of 
the soil and .e = 0. If the soil exhibits a significant air entry potential (i.e., the value of . at 
saturation for which d ./d . . 0, where . is the volumetric water content of the medium), then Kl 
is the conductivity at the air entry value . = .e. 
This Gardner exponential functional relation is used by Philip et al. (1989, Equation (12), p. 18) 
and by Braester (1973, Equation (5), p. 688) to transform and linearize the unsaturated governing 
equations. Equation 4 is also used in Section 6.2.2.4 to estimate water potential. 
Philip et al. (1989, Equation (14), p. 18) notes that the dimensionless cavity length s in 
Equation 3 is related to the exponential fitting parameter a (Equation 4) and a characteristic 
length of the cavity l by the following expression: 
l a 5. 0 = s (Eq. 5) 
When s is large, Philip et al. (1989, Section 6, pp. 2325) demonstrate that a boundary layer 
adjoining the ceiling of the cavity surface will develop. This allows the steady flow equation to 
be replaced by a boundary layer equation that is readily solved. The asymptotic expansion of 
.max for large values of s yields (Philip et al. 1989, Equation (84), p. 23): 
K - + - + = 2 max 
2 1 
2 2 
s s 
s . (Eq. 6) 
Philip et al. (1989, Table 1, Section 6, p. 25) note that when s = 1, the first three terms on the 
right-hand side of Equation 6 produce an adequate estimate that is within 12% or better of the 
exact value of . max. The characteristic length of the cavity, l, used in Equation 5 is assumed to 
be 2 meters, which is approximately equal to the equivalent radius of the niche. 
Equation 3 and the first three terms in the series of Equation 6 were used to generate the two 
lines plotted on Figure 21. The s values were selected so the lines produced the best-fit possible 
by eye to the data set. Two lines were used instead of one because the data appear to be grouped 
into two distinct sets. We believe that the data appear to fit two lines with different s values 
because the seepage tests were performed on, and thus the data are derived from, two distinct 
fracture populations. As noted in Section 6.2.1.2 from observations during niche mining 
operation, fracture flow paths appear to be grouped into two general populations, including flow 
through individual or small groups of high-angle fractures and flow through interconnected 
fracture networks. Highly conductive individual or small groups of high-angle fractures that are 
free draining because of gravity-dominated flow exhibit a greater value of s than a network of

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 71 March 2000 
interconnected fractures influenced to a greater extent by lateral spreading of the wetting front 
and capillary-driven flow. Based on this information and the observations presented in the 
previous paragraph, we hypothesize that the data trending along the s = 1,000 line are 
characteristic of high-angle fractures, and the data trending along the s = 20 line are 
characteristic of interconnected fracture networks. 
Using Equation 5, a takes on the following values for the different fracture populations: 
a High-Angle Fractures = a s = 1,000 = 1,000 m-1 
a Fracture Networks = a s = 20 = 20 m-1 (Eq. 7) 
Philip (1985, Equation (2), p. 788) and White and Sully (1987, Equation (1), p. 1514) both 
recognized that a -1 is a K-weighted mean soil-water potential related to the macroscopic 
capillary length, . c , as follows: 
.. 
. 
- - . . . - . = = 
0 ) ( )] ( ) ( [ 1 
0 
1 
n 
d K K K n c a . (Eq. 8) 
. - - . = 
0 ) ( 1 1 . 
. 
. . a 
n 
d D K (Eq. 9) 
Here White and Sully (1987, p. 1514) define .0 and .0 = .( .0) as the water potential ( .) and 
volumetric water content ( .) at the water-supply surface (i.e., relative to the liquid-release 
interval), respectively, and .n and .n = .( .n) as the water potential and volumetric water content 
at antecedent conditions. D( .) = K( .) d ./d . is the hydraulic diffusivity and 
.K = K( .0) - K( .n). White and Sully (1987) recognized that the macroscopic capillary length, 
.c , and hence a-1, could be thought of as a mean height of capillary rise above a water table. 
Using the value of 1/ a from Equation 7, .c becomes: 
.c (high-angle fractures) = a -1 = 0.001 m . 9.8 Pa; 
.c (fracture network) = a -1 = 0.05 m . 490 Pa (Eq. 10) 
(The capillary height values are converted to the pressure values by multiplying .wg.) Individual 
a values were computed for each test interval exhibiting seepage by adjusting the value of s in 
Equation 6, and hence the value of .Max(s), until the left-hand side of Equation 3, Ko*, was equal 
to the right-hand side, Kl [ .Max(s)]-1. Values of Ko* and Kl were taken from Table 7. Table 8 
summarizes the values of a and the geometric mean value of a for the fracture network and 
vertical-fracture populations. The geometric mean values are nearly equal to the a values 
obtained using the graphical technique described above. This correspondence is to be expected, 
however, since the a values obtained from the graphical technique also represent an average fit

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 72 March 2000 
of the data to the Philip et al. (1989) model, but with lower precision given the best fit was 
performed by eye. 
Table 8. Alpha (a) Values for the Fractures. 
Borehole and Test 
Interval (m) 
at Niche 3650 
Seepage 
Threshold 
Flux (m/s) 
(Ko*) 
Saturated 
Hydraulic 
Conductivity 
m/s, (Kl) 
Alpha 
(m-1) 
Fracture Networks 
UR 4.88-5.18 9.92E-07 9.87E-05 48.8 
UL 7.01-7.32 3.55E-06 8.98E-05 11.7 
UR 4.27-4.57 1.03E-06 4.08E-05 18.8 
UM 4.27-4.57 2.89E-07 2.62E-05 44.4 
UM 5.49-5.79 3.50E-07 2.16E-05 29.9 
UR 5.49-5.79 4.31E-06 1.71E-05 1.4 
Geometric Mean 16.4 
Individual or Small Groups of High-Angle Fractures 
UM 4.88-5.18 1.03E-06 2.52E-03 1225.5 
UR 6.71-7.01 1.63E-07 2.28E-04 699.2 
UL 7.62-7.92 9.80E-08 1.51E-04 771.9 
UR 6.10-6.40 6.35E-09 3.01E-05 2373.7 
Geometric Mean 1119.4 
DTN: LB980901233124.003 s98293_004 
6.2.2.3 Estimated Volumetric Water Content ( . ) of the Fractures 
Another useful piece of information that can be derived using the niche seepage data includes 
estimates of the volumetric water content ( . ) of the fractures. Direct measurement of fracture . 
in the field is difficult at best using conventional hydrologic techniques (e.g., using neutron 
moisture logs). Therefore, an alternative method of measuring average volumetric water contents 
indirectly using wetting-front arrival times observed at the niche ceiling during the seepage tests 
is described below. Assumptions used in the analyses are described in Section 5.2.3. 
Braester (1973) derived a time-dependent analytical solution for the volumetric water-content 
distribution that results from a surface source of constant flux. He then compared the volumetric 
water-content profile at a given time predicted using his analytical solution to the output 
produced from a numerical model with the same soil type and properties. Although Braester 
(1973) determined that his analytical solution produced a relatively poor estimate of the actual 
. - profile at a given time, he found that the depth of the wetting front could be accurately

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 73 March 2000 
determined using the following equation (Braester 1973, Equation (17), p. 690, symbolically 
replacing zF, qo, . . , and .i with zp, qs, .ave, and .i):
( )n ave 
s 
p 
t q 
z 
. . - 
= (Eq. 11) 
where zp is the depth from the water-supply surface to the leading edge of the wetting front, t is 
the arrival time of the front at depth zp, qs is the constant flux of water supplied at the source, and 
.n is the antecedent (or residual) water content. 
Using the arrival time for the wetting front observed at the niche ceiling 
(DTN: LB980001233124.004 s99468_016) and the qs data (DTN: LB980001233124.004 
s99468_005), it is possible to estimate the change in volumetric water content .. = .ave - .n for 
each seepage test by applying Equation 11. Table 9 provides a summary of the estimated .. 
values that result when zp is equal to 0.65 m (i.e., the distance from the borehole to the niche 
ceiling). With approximation described in Section 5.2.3 that the antecedent or residual moisture 
content .n is negligible compared to .ave, then .. becomes a measure of the average volumetric 
water content. 
The water-content values shown in Table 9 range from 0.09 to 2.4 percent. Surprisingly, this 
indicates that the saturated water contents or porosities of the fractures could be as high as 2.4%, 
which is greater than expected. In turn, these values could influence travel-time calculations 
computed for the unsaturated zone, since travel time is proportional to water content. Using 
larger water contents for the fractures would result in longer travel times. 
Assumptions 7 and 8 in Section 5.2.3 are used to estimate water contents for the fractures. These 
two assumptions are evaluated in Attachment IV.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 74 March 2000 
Table 9. Estimated Changes in Volumetric Content ( ..) of the Fractures 
Borehole 
at Niche 
3650 
Test Name Date Test Interval 
(m) 
Arrival Time of 
Wetting Front at 
Ceiling1 
(s) 
Liquid 
Release Flux2 
(m/s) 
Distance 
to Ceiling 
(m) 
Average Water 
Content Change3 
(m3/m3) 
Comment 
Fracture Networks 
Test #1 1-15-981/ 15/98 4.88-5.18 1790 3.55E-06 0.65 0.0098 UR 
Test #1 2-6-982/ 6/98 4.88-5.18 4395 9.92E-07 0.65 0.0067 Test conducted below seepage 
threshold 
Test #1 12-10-97 12/10/97 7.01-7.32 240 3.65E-05 0.65 0.0135 UL 
Test #1 1-6-981/ 6/98 7.01-7.32 3290 3.55E-06 0.65 0.0180 Test conducted below seepage 
threshold 
Test #1 1-14-981/ 14/98 4.27-4.57 3368 3.71E-06 0.65 0.0192 UR 
Test #1 2-5-982/ 5/98 4.27-4.57 9910 1.03E-06 0.65 0.0157 Test conducted below seepage 
threshold 
Test 5 Niche 3650 11/13/97 4.27-4.57 416 3.78E-05 0.65 0.0242 Flux slightly greater than Kl 
derived from air k value 
Test #1 12-3-97 12/3/97 4.27-4.57 10089. 42E-06 0.65 0.0146 
Test #2 12-3-97 12/3/97 4.27-4.57 514 9.47E-06 0.65 0.0075 Hysteresis 
Test #1 1-7-98 1/7/98 4.27-4.57 8811 8.82E-07 0.65 0.0120 
UM 
Test #2 2-10-982/ 10/98 4.27-4.57 13375 3.09E-07 0.65 0.0063 Arrival estimated from video and 
below seepage threshold 
Test 4 Niche 3650 11/13/97 5.49-5.79 2083. 87E-05 0.65 0.0124 Flux slightly greater than Kl 
derived from air k value 
Test #2 12-4-97 12/4/97 5.49-5.79 420 9.43E-06 0.65 0.0061 
Test #1 1-9-981/ 9/98 5.49-5.79 2750 1.08E-06 0.65 0.0046 
UM 
Test #1 2-11-982/ 11/98 5.49-5.79 10130 2.55E-07 0.65 0.0040 
Test #2 1-13-981/ 13/98 5.49-5.79 540 4.31E-06 0.65 0.0036 UR 
Test #2 2-10-982/ 10/98 5.49-5.79 230 6.85E-06 0.65 0.0024 saturated - return flow 
DTN: 
1 
LB980001233124.004 s99468_014, 2LB980001233124.004 s99468_010, 3LB980901233124.003 s98293_003

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 75 March 2000 
Individual or small groups of High-Angle Fractures 
Test 1 Niche 3650 11/12/97 4.88-5.18 180 5.41E-05 0.65 0.0150 
Test #1 12-4-97 12/4/97 4.88-5.18 298 9.49E-06 0.65 0.0043 
Test #2 12-5-97 12/5/97 4.88-5.18 952 2.70E-06 0.65 0.0040 Hysteresis 
Test #1 1-8-98 1/8/98 4.88-5.18 6060 8.75E-07 0.65 0.0082 Test conducted below seepage 
threshold 
UM 
Test #1 3-6-98 3/6/98 4.88-5.18 21690 2.48E-07 0.65 0.0083 Arrival estimated from video and 
below seepage threshold flux 
Test #1 1-13-981/ 13/98 6.71-7.01 416 3.68E-06 0.65 0.0024 
Test #1 2-3-982/ 3/98 6.71-7.01 626 1.91E-06 0.65 0.0018 
UR 
Test #1 3-5-983/ 5/98 6.71-7.01 4457 2.48E-07 0.65 0.0017 
Test #2 1-6-981/ 6/98 7.62-7.92 690 9.49E-06 0.65 0.0101 
Test #1 2-12-982/ 12/98 7.62-7.92 570 1.89E-06 0.65 0.0017 
UL 
Test #1 3-4-983/ 4/98 7.62-7.92 2610 2.33E-07 0.65 0.0009 
Test #2 1-14-981/ 14/98 6.10-6.40 960 3.57E-06 0.65 0.0053 UR 
Test #1 2-4-982/ 4/98 6.10-6.40 3755 1.07E-06 0.65 0.0062 
Table 9. Estimated Changes in Volumetric Content ( ..) of the Fractures (Cont.) 
Borehole 
at Niche 
3650 
Test Name Date Test Interval 
(m) 
Arrival Time of 
Wetting Front at 
Ceiling1 
(s) 
Liquid 
Release Flux2 
(m/s) 
Distance 
to Ceiling 
(m) 
Average Water 
Content Change3 
(m3/m3) 
Comment 
DTN: 1LB980001233124.004 s99468_014, 2LB980001233124.004 s99468_010, 3LB980901233124.003 s98293_003

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 76 March 2000 
6.2.2.4 Estimated Water Potentials ( .) of the Fractures 
The direct measurement of water potentials is difficult to make in unsaturated fractures because 
hydrologic instruments are not readily adaptable to measuring such small features. Therefore, an 
indirect measure of the water potential ( .) was formulated using the a-values computed in 
Section 6.2.2.2, the liquid-release fluxes, air-derived saturated hydraulic conductivities, 
employing Equation 4 with ) (. K qs = , and solving for . as shown below: 
( ) 
a 
. 
l s K q n / l = (Eq. 12) 
Using the values for qs and Kl reported in DTN: LB980001233124.004 s99468_005 and 
s99468_011, respectively, and the a-values from Table 8, . was computed for several tests by 
employing Equation 12. A summary of the resulting . values is provided in Table 10.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 77 March 2000 
Table 10. Estimated Water Potential ( .) for the Fractures 
Borehole Test Name Date Test Interval 
(m) 
Absolute Value of 
the Water Potential 
(m) 
Fracture Networks 
Test #1 1-15-98 1/15/98 4.88-5.18 6.82E-02 UR 
Test #1 2-6-98 2/6/98 4.88-5.18 9.43E-02 
Test #1 12-10-97 12/10/97 7.01-7.32 7.71E-02 UL 
Test #1 1-6-98 1/6/98 7.01-7.32 2.76E-01 
Test #1 1-14-98 1/14/98 4.27-4.57 1.27E-01 UR 
Test #1 2-5-98 2/5/98 4.27-4.57 1.95E-01 
Test 5 Niche 3650 11/13/97 4.27-4.57 8.26E-03 
Test #1 12-3-97 12/3/97 4.27-4.57 2.30E-02 
Test #2 12-3-97 12/3/97 4.27-4.57 2.29E-02 
Test #1 1-7-98 1/7/98 4.27-4.57 7.64E-02 
UM 
Test #2 2-10-98 2/10/98 4.27-4.57 1.00E-01 
Test 4 Niche 3650 11/13/97 5.49-5.79 1.95E-02 
Test #2 12-4-97 12/4/97 5.49-5.79 2.77E-02 
Test #1 1-9-98 1/9/98 5.49-5.79 1.00E-01 
UM 
Test #1 2-11-98 2/11/98 5.49-5.79 1.48E-01 
Test #2 1-13-98 1/13/98 5.49-5.79 1.02E+00 UR 
Test #2 2-10-98 2/10/98 5.49-5.79 6.76E-01 
Individual or small groups of Vertical Fractures 
UM Test 1 Niche 3650 11/12/97 4.88-5.18 3.13E-03 
Test #1 12-4-97 12/4/97 4.88-5.18 4.56E-03 
Test #2 12-5-97 12/5/97 4.88-5.18 5.58E-03 
Test #1 1-8-98 1/8/98 4.88-5.18 6.50E-03 
Test #1 3-6-98 3/6/98 4.88-5.18 7.53E-03 
UR Test #1 1-13-98 1/13/98 6.71-7.01 5.90E-03 
Test #1 2-3-98 2/3/98 6.71-7.01 6.84E-03 
Test #1 3-5-98 3/5/98 6.71-7.01 9.76E-03 
UL Test #2 1-6-98 1/6/98 7.62-7.92 3.59E-03 
Test #1 2-12-98 2/12/98 7.62-7.92 5.68E-03 
Test #1 3-4-98 3/4/98 7.62-7.92 8.39E-03 
UR Test #2 1-14-98 1/14/98 6.10-6.40 8.98E-04 
Test #1 2-4-98 2/4/98 6.10-6.40 1.41E-03 
DTN: LB980901233124.003 s98293_001

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6.2.2.5 Fracture-Water Characteristic Curves 
The volumetric water-content values from Section 6.2.2.3 and the water-potential values derived 
in Section 6.2.2.4 are plotted on Figure 22 to create a water-characteristic curve for high-angle 
and networked fractures. Only those test intervals where three or more tests were conducted are 
included in the figure. (Inclusion of zones having only two data points joined by a straight line 
contributes little to understanding of the functional relation between . and ..) In addition, data 
points that were influenced by hysteresis or from tests conducted below the seepage threshold 
flux were excluded, unless noted. 
Although Assumptions 6, 7 and 8 described in Sections 5.2.2 and 5.2.3 were used to derive these 
curves, it is interesting to note that the near-vertical fractures are grouped together, exhibiting 
similar water-retention characteristics. They also appear to drain very quickly, approaching a 
residual water content of perhaps 0.001 to 0.002 at water potentials as high as -0.01 m. 
1.E-03 
1.E-02 
1.E-01 
1.E+00 
0 0.005 0.01 0.015 0.02 0.025 
Water Content (m3/m3) 
Water Potential (m) 
UM 4.27-4.57 m (Network) 
UM 5.49-5.79 m (Network) 
UM 4.88-5.18 m (Vertical) 
UR 6.71-7.01 m (Vertical) 
UL 7.62-7.92 m (Vertical) 
Sat.A 
Sat.A 
B.T.
Hys? 
B.T. = Data point was measured at or below the seepage threshold flux and may be 
influenced by the capillary barrier. Hys? = This data point may be influenced by fracture 
hysteresis. Sat.A = The flux was equal to or slightlly greater than the equivalent 
saturated hydraulic conductivity (determined using the air permeability data) for this 
data point. 
DTN: LB980901233124.003 
Figure 22. Water Retention Curves for High-Angle Fractures and Fracture Networks.

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6.3 ANALYSES OF TRACER-MIGRATION DELINEATION AT NICHE 3650 
At the drift-seepage test site Niche 3650 in the ESF, an array of twelve boreholes was drilled to 
collect core samples for tracer analyses. The core analyses delineated the extent of tracer 
migration from an episodic liquid-release event. The field studies and laboratory measurements 
are presented below. 
6.3.1 Tracer Distribution from the Last Liquid-Release Test 
6.3.1.1 Field Studies at Niche 3650 
Figure 7a illustrates the location of seven 0.0762-m-diameter boreholes installed at Niche 3650, 
constructed on the western side of the ESF main drift within the Tptpmn unit. Three of the 
boreholes, designated UL, UM, and UR were installed approximately one meter apart and 0.65 m 
above the niche ceiling in the same horizontal plane. 
Liquid-release tests were conducted prior to the niche excavation to evaluate how far a finite 
pulse of liquid would travel through unsaturated fractured rock. Water containing a colored dye 
was used to mark the wetted area, and flow paths resulting from each test. The niche was then 
excavated dry (using an Alpine Miner) to observe and photograph the distribution of fractures 
and dye within the welded tuff (Wang et al. 1999, pp. 329332). After niche excavation, a series 
of short-duration seepage tests were performed to determine the amount of liquid that would seep 
into the mined opening (see Section 6.2 in this report). 
Along the three upper boreholes, two dyes for Food, Drug & Cosmetics (FD&C) usage were 
released before niche excavation: FD&C Blue No. 1 and FD&C Red No. 40. Blue and red bars in 
Figure 23a on the upper-left side of test-interval locations represent the pre-excavation 
liquid-release tests. After niche excavation, liquid-injection tests with various tracers or without 
additional tracers were conducted at various depth intervals along the boreholes to measure 
seepage into the niche. Post-excavation tracers included FD&C Blue No. 1, Sulpho Rhodamine 
B, Pyranine, FD&C Yellow No. 6, Acid Yellow 7, and Amino G Acid. The post-excavation 
seepage test sequences are also summarized schematically on Figure 23a. 
6.3.1.2 Last Tracer-Release Test 
The last test (the focus of this section) was conducted at Niche 3650 six months after the seepage 
tests. During September 16-18, 1998, a liquid containing six tracers (iodide, bromide, FD&C 
Blue No.1, FD&C Yellow No. 5, 2,3-difluorobenzoic acid, and pentafluorobenzoic acid) was 
released into a highly permeable zone located in borehole UM 4.88-5.18 m from the borehole 
collar. Iodide, bromide, and fluorinated benzoic acids were used as nonreactive tracers, while 
dyes were applied as sorbing tracers. The released tracer concentrations were 4.60 g/l NaI, 4.60 
g/l CaI2, 4.60 g/l CaBr2, 1.56 g/l FD&C Blue No.1, 1.76 g/l FD&C Yellow No. 5, 0.019 g/l 2,3- 
difluorobenzoic acid, and 0.018 g/l pentafluorobenzoic acid. The release rate was 0.013 g/sec, 
with a total released volume of about 1.52 liters. The wetting front was observed to reach the 
niche ceiling in a large fracture/breakout, but water did not drip into the niche.

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Between September 23 and October 1, 1998, twelve sampling boreholes, nominally 1.5 m long, 
were drilled into the niche ceiling around and below the liquid-release interval to determine the 
extent of the tracer migration. Rock-core samples were collected during the drilling process for 
subsequent laboratory chemical analyses. Refer to pp. 99107 and 123124 of Scientific 
Notebook YMP-LBNL-JSW-6C for detailed description of this last test. 
Figure 23b shows a schematic 3-D prospective view of the sampling borehole array. The cores 
from the boreholes were 4.47 cm in diameter and were divided into sections during coring with 
each section separately wrapped in Saran wrap. Each wrapped sample was placed inside a Lexan 
liner (with tapes wrapping both sides of the liner) and sealed in a Protecore packet. The depth 
interval for each section was noted on the packet, which was assigned a unique identifier 
number. 
The tracer chemical information is shown in the scientific notebooks (YMP-LBNL-JSW-QH-1B, 
pp. 154155; YMP-LBNL-JSW-QH-1D, p, 151). Tracer analysis results and discussions are 
presented as ratios, which is independent of the chemical purity. Attachment V describes core 
sample processing and aqueous tracer measurement for the analyses of tracer distribution. 
No iodide concentrations above the background level were detected in the samples collected 
from the twelve boreholes drilled around the release interval. FD&C Yellow No. 5 was also not 
detected. Both iodide and FD&C Yellow No. 5 were tracers applied only during the last 
tracer-release episode and were not used in the early series of seepage tests at Niche 3650. 
Bromide was not detected above the background level. These results indicated that the sampling 
borehole array did not capture the tracer plume of the last release event. Liquid migration was 
most likely localized and very possibly confined within the 1.0 m  1.6 m area directly below the 
liquid-release interval.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 81 March 2000 
Niche 3650 
UL 
UM 
UR 
1 
2 
3 
4 
5 
6 
7 
8 
9 
10 
11 
12 
(b) 
(a) 
Niche 3650 
Figure 23. Sampling Borehole Array: (a) Schematic Plan View with Liquid-Release/Dye-Application 
History, and (b) Three-Dimensional View from inside the Niche. The red-colored cylinder 
denotes the release interval of the last tracer test.

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6.3.2 Delineation of Tracer Distributions from Previous Liquid-Release Tests 
In this section, the tracer distributions from all liquid release tests performed before the last test 
are evaluated. The previous tests were conducted at different borehole intervals with different 
flow rates to determine the seepage thresholds for individual borehole intervals. As illustrated the 
test sequences in Figure 18 in Section 6.2.1.3.1 and in Figure 23a in this Section, some of the 
forty liquid release tests over 16 borehole intervals at Niche 3650 used dye tracers and some tests 
used water without dye. The distributions of these tracers are evaluated by the analyses of cores 
of the twelve boreholes drilled into the flow domains. The tracer distributions can be used to 
assess the extent of the spreading above the niche and provide data for evaluation of the seepage 
processes. 
The tracer data are presented as detection ratios (dimensionless) of the detected tracer level to the 
background level, with a higher ratio indicating the stronger presence of the tracer in the 
particular depth interval of a borehole. The ratio representation provided sufficient information 
about spatial distributions of tracers from borehole samples, reconciled the difference in 
measurement detection sensitivities between ultraviolet and visible Spectrophotometer and 
Fluorescence Spectrophotometer, and eliminated the need to use and verify chemical purity 
information provided by manufacturers. Measured dye distributions were plotted in three 
dimensions using Earth Vision 4.0 software (Dynamic Graphics, Inc.). 
6.3.2.1 Detection of Tracers 
Several dyes from previous applications of seepage tests (Section 6.2.1.3.1) were detected within 
the borehole samples, as summarized in Table 11. FD&C Blue No.1 was present at seven out of 
twelve boreholes, some of them with relatively high concentrations. Sulpho Rhodamine B was 
also detected within four borehole samples. Examples of measured dye concentration versus the 
depth interval from borehole collar are shown in Figures 24 and 25. Overall, the dye distribution 
pattern was relatively spotty, reflecting the complex interplay of preferential flow paths and 
liquid application history, as summarized in Figure 23a. Multiple tests with or without dye 
spiked were conducted to distribute dye tracers. All the previous liquid-release and seepage tests 
were conducted at least six months before the last liquid tests. The tracer distributions could 
associate with quasi-steady flow and transport field after the introduction of liquid pulses.

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Table 11. Compilation of Tracer Detection Versus Borehole Location. 
Borehole 
ID 
FD&C Blue 
No. 1 
Sulpho 
Rhodamine B 
FD&C Yellow 
No. 6 
Pyranine Acid Yellow 7 Amino G 
Acid 
1 - +++ - - - - 
2 +++ - - - +++++ + 
3 +++ - - - - - 
4 - - - - - - 
5 - - - - - - 
6 - - - - - - 
7 +++++ +++++ +++ - - - 
8 +++ - - - - - 
9 + - - - - - 
10 +++ +++++ - + - - 
11 +++++ + - +++ - - 
12 - - - - - - 
DTN: LB990601233124.003 
NOTES: -: detection ratio < 3 (treated as nonpresent). 
+: the highest detection ratio is between 3 - 100 within this particular borehole. 
+++: the highest detection ratio is between 100 - 1000 within this particular borehole. 
+++++: the highest detection ratio is >1000 within this particular borehole.

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ANL-NBS-HS-000005 REV00 84 March 2000 
0 
500 
1000 
1500 
2000 
2500 
3000 
0-8 
8-20 
20-30 
30-40 
40-50 
50-61 
61-73 
73-79 
79-85 
88-98 
98-110 
110-122 
122-137 
137-152 
152-168 Depth Interval from Borehole Collar (cm) 
Detection Ratio 
FD&C Blue No. 1 
Borehole 7 
(a) 
0 
200 
400 
600 
800 
1000 
1200 
0-8 
8-20 
20-30 
30-40 
40-50 
50-61 
61-73 
73-79 
79-85 
88-98 
98-110 
110-122 
122-137 
137-152 
152-168 
Depth Interval from Borehole Collar (cm) 
Detection Ratio 
Sulpho Rhodamine B 
Borehole 7 
(b) 
DTN: LB990601233124.003 
Figure 24. Dye Detection along Borehole 7: (a) FD&C Blue No. 1, and (b) Sulpho Rhodamine B.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 85 March 2000 
0 
100 
200 
300 
400 
500 
0-6 
6-16 
16-33 
33-45 
45-57 
57-67 
67-76 
76-85 
85-93 
93-101 
101-113 
113-125 
125-137 
137-152 Depth Interval from Borehole Collar (cm) 
Detection Ratio 
(a) 
Pyranine 
Borehole 11 
0 
200 
400 
600 
800 
1000 
1200 
0-6 
6-19 
19-33 
33-44 
44-56 
56-67 
67-77 
77-88 
88-98 
98-107 
107-120 
120-134 
134-143 
143-152 
Depth Interval from Borehole Collar (cm) 
Detection Ratio 
Acid Yellow 7 
Borehole 2 
(b) 
DTN: LB990601233124.003 
Figure 25. Dye Detection of: (a) Pyranine Along Borehole 11, and (b) Acid Yellow 7 along Borehole 2.

Title: In Situ Field Testing of Processes U0015 
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6.3.2.2 Distribution of Dyes 
FD&C Blue No. 1 was released in six intervals during pre-excavation liquid-release tests and in 
four intervals during post-excavation seepage tests (including one with a mixture of blue and 
yellow dyes). The blue dye distributions, together with release-interval locations, are illustrated 
in Figure 26. The figure legend shows the color gradients that corresponds to the detection ratios 
(dimensionless). Boreholes with tracer detected are represented by lines with large diameter. 
Boreholes without tracer detected are represented by lines with small diameter. The multiple 
releases and dilutions introduced a complex application history in relating individual tracer 
detection to its original release. Overall results suggested that most of the blue dyes were 
associated with nearby release intervals where tracer release tests were conducted. 
Niche 3650 
10 
6
1 
5 
4 
UL 
11 
2 
UM 
7 
UR 
3
8 
9 
12 
FD&C Blue No.1 
1680 - 3361 
672 - 1680 
168 - 672 
42.0 - 168 
16.8 - 42.0 
3.4 - 16.8 
< 3.4 
DTN: LB990601233124.003 
Figure 26. Three-Dimensional View of FD&C Blue No. 1 Detection Related to the Release Intervals 
Above the Niche. The red cylinder denotes the tracer release interval of last episode and the 
other orange cylinders for intervals of early release events. The sampling boreholes are 
individually identified. Detection ratios (dimensionless) are presented in the legend.

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ANL-NBS-HS-000005 REV00 87 March 2000 
Figure 27 illustrates the results for Sulpho Rhodamine B. Similar to FD&C Blue No. 1, Sulpho 
Rhodamine B was used extensively in eight seepage tests along seven borehole intervals. Near 
borehole 7, Sulpho Rhodamine B was released once (in the interval UM 4.88-5.18 m), followed 
by three liquid releases with water without dyes, and one with the green dye (mixture of FD&C 
Blue No. 1 and FD&C Yellow No. 6). Presence of Sulpho Rhodamine B in borehole 7, and near 
the niche ceiling in borehole 8, most likely originated from this release episode. There is no 
detection of Sulpho Rhodamine B in boreholes 3, 9, and 12. This suggested that the Sulpho 
Rhodamine B was likely migrating downward, rather than spreading laterally, from the ensuing 
elution episode. 
UL UM 
UR 
Sulpho Rhodamine B 
Niche 3650 
1 
2 
3 
4 
5 6 
7 
8 
9 
10 
11 
12 
11628 - 29070 
1163 - 11628 
233 - 1163 
46.5 - 233 
9.3 - 46.5 
2.3 - 9.3 
< 2.3 
DTN: LB990601233124.003 
Figure 27. Three-Dimensional View of Sulpho Rhodamine B Detection Related to the Release Intervals 
above the Niche. The red cylinder denotes the tracer release interval of last episode and the 
other orange cylinders for intervals of early release events. The sampling boreholes are 
individually identified. Detection ratios (dimensionless) are presented in the legend. 
The observations of localized tracer distribution and downward migration were more definitively 
confirmed by the results of four other dyes. Pyranine, Acid Yellow 7, and Amino G Acid have 
only been applied once at Niche 3650. FD&C Yellow No. 6 was used once at UM 4.88-5.18 m 
within the sampling borehole array, and another time at UL 7.62-7.92 m that was outside the 
borehole array (see Figure 23a). Pyranine, Acid Yellow 7, and Amino G Acid are fluorescent 
dyes. The low detection limits achievable with the Fluorescence Spectrophotometer enhance the 
efficiencies for the delineation of dye-stained flow paths within the sampling borehole array.

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Pyranine was detected at the nearby boreholes 10 and 11, with its presence much lower at 
borehole 10 than that at borehole 11 (Table 11 and Figure 28). Borehole 11 is located almost 
exactly below the interval of UM 4.27-4.57 m where Pyranine has been released. Four episodes 
of water-only seepage tests were conducted following this Pyranine application. These liquid 
releases did not seem to enhance extensive lateral spreading. Overall, the lateral spreading of 
Pyranine was observed to be about 0.75 m to the left, resulting from these five release tests. Its 
presence at borehole 10 was only slightly above the background level. 
UL 
UM UR Pyranine 
Niche 3650 
1 
2 
3 
4 
5 
6 
7 8 
9 
10 
11 
12 
214 - 500 
114 - 214 
42.8 - 114 
14.3 - 42.8 
7.1 - 14.3 
2.9 - 7.1 
< 2.9 
DTN: LB990601233124.003 
Figure 28. Three-Dimensional View of Pyranine Detection Related to the Release Interval above the 
Niche. The red cylinder denotes the tracer release interval of last episode and the other 
orange cylinder for interval of an early release event. The sampling boreholes are individually 
identified. Detection ratios (dimensionless) are presented in the legend.

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Acid Yellow 7 was detected only at borehole 2, which was about 0.3 m from UM 6.10-6.40 m 
where it was released (Figure 29). Amino G Acid was also detected near the detection limit at 
borehole 2, which was about 0.3 m from UM 5.49-5.79 m where it was released (Figure 30). 
Note that although the UM 5.49-5.79 m release interval was encompassed within the sampling 
borehole array, no other sampling boreholes detected Amino G Acid. 
Niche 3650 
UL 
UM 
UR 
Acid Yellow 7 
1 
2 
3 
4 
5 
6 
7 8 
9 
10 
11 
12 403 - 1210 
161 - 403 
80.7 - 161 
16.1 - 80.7 
4.0 - 16.1 
1.6 - 4.0 
< 1.6 
DTN: LB990601233124.003 
Figure 29. Three-Dimensional View of Acid Yellow 7 Detection Related to the Release Interval Above 
the Niche. The red cylinder denotes the tracer release interval of last episode and the other 
orange cylinder for intervals of early release event. The sampling boreholes are individually 
identified. Detection ratios (dimensionless) are presented in the legend.

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UL 
UM 
UR 
Amino G Acid 
Niche 3650 
1 
2 
3 
4 
5 
6 
7 
8 
9 
10 
11 
12 
> 7.5 
5.0 - 7.5 
2 - 5.0 
< 2 
DTN: LB990601233124.003 
Figure 30. Three-Dimensional View of Amino G Acid Detection Related to the Release Interval above 
the Niche. The red cylinder denotes the tracer release interval of last episode and the other 
orange cylinder for interval of an early release event. The sampling boreholes are individually 
identified. Detection ratios (dimensionless) are presented in the legend.

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The last dye distribution shown is associated with FD&C Yellow No. 6 (Figure 31). The dye was 
present to some high extent at borehole 7. Borehole 7 was about 0.5 m away on the right side 
from UM, 4.88-5.18 m where both FD&C Yellow No. 6 and FD&C Blue No. 1 were 
simultaneously released. This release episode was one of the lowest in concentration (0.013 g/s) 
while the released liquid volume was the largest (5597 g) among all the liquid-release tests 
conducted at Niche 3650 (see Section 6.2 of this report). Borehole 7 was located in the middle of 
the sampling borehole array. The sole presence of FD&C Yellow No. 6 in borehole 7 further 
demonstrated the localized characteristics of liquid flow with limited lateral spreading, even in 
this case with comparatively large release volume. 
UL UM UR 
FD&C Yellow No. 6 
Niche 3650 
1 2 
3 
4 
5 6 7 
8 
9 
10 11 
12 
238 - 286 
47.6 - 238 
38.1 - 47.6 
14.3 - 38.1 
4.8 - 14.3 
1.9 - 4.8 
< 1.9 
DTN: LB990601233124.003 
Figure 31. Three-Dimensional View of FD&C Yellow No. 6 Detection Related to the Release Intervals 
above the Niche. The red cylinder denotes the tracer release interval of last episode and the 
other orange cylinders for intervals of early release events. (One of the two release intervals 
is the same as the last release event, represented by the red cylinder.) The sampling 
boreholes are individually identified. Detection ratios (dimensionless) are presented in the 
legend.

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The dye distribution plots also indicated that some dyes might have migrated above the injection 
intervals, as illustrated in Figure 26 for FD&C Blue No. 1, in Figure 28 for Pyranine, and to a 
lesser degree in Figure 27 for Sulpho Rhodamine B, in Figure 29 for Acid Yellow 7, and in 
Figure 30 for Amino G Acid. This is an interesting observation, indicating that fairly strong 
capillary forces may induce upward movements against gravity. However, the exact spatial 
extents of upward suction and tracer distribution need further verification. The locations of 
subsamples were derived from sample packets, and the spatial resolutions were poor, especially 
for fragmented core samples. The tracer subsample locations should be further checked against 
borehole logs (digital version if available) and core logs to improve the spatial resolution.

Title: In Situ Field Testing of Processes U0015 
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6.4 ANALYSES OF TRACER PENETRATION AND WATER IMBIBITION INTO 
WELDED TUFF MATRIX 
The objectives of this study are to investigate water flow and tracer transport, focusing on the 
relative extents of fracture flow and fracture-matrix interaction, in the unsaturated, fractured tuff 
through a combination of field and laboratory experiments. Field work was conducted in the ESF 
niches with liquid containing tracers released at specified borehole intervals. Tracer-stained rock 
samples were collected during niche excavation for subsequent laboratory analyses. Clean rock 
samples, collected from the same stratigraphic unit, were machined into cylinders for laboratory 
studies of tracer penetration into the rock matrix under two initial water-saturation levels. 
6.4.1 Penetration of Dyes into Rocks from the Niches 
The niche test sites, borehole configurations, liquid-release tests, and tracers used in the field are 
described in Sections 6.2 and 6.3. Samples for laboratory analyses were collected from Niches 
3650 and 4788. Laboratory tests under controlled conditions were conducted to compare the 
travel front behavior of moisture, nonreactive bromide, and sorbing dye tracers. Sample drilling 
and tracer profiling techniques were developed. The descriptions and evaluations of laboratory 
analyses are presented in Attachment VI. 
6.4.1.1 Field Observations 
During the niche excavation, as described in Section 6.2.1.2, dye was observed along individual 
fractures and intersecting fractures to a maximum depth of 2.6 m below the liquid-release points 
at Niche 3650, and to a maximum of about 1.8 m at Niche 4788. In general, the dye remained 
relatively close to the release interval and did not spread laterally more than 0.5 m. Figure 32 
shows the picture of fracture network stained by FD&C Blue No. 1 at Niche 4788 and the 
sampling location where the dye-stained rock was collected for laboratory tracer profiling 
analysis. Results of post-niche excavation liquid-seepage tests at Niche 3650 further indicated 
the fast fracture flow with limited lateral spreading. The seepage water was captured below in 
cells directly beneath or immediately adjacent to the test interval.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 94 March 2000 
Niche 4788 
mined @ 6.87 m 
FD&C Blue No.1 
Sampling location 
Figure 32. Photograph for Illustration of Sampling Location of Rock Stained by FD&C Blue No. 1 during 
Niche Excavation at Niche 4788. Refer to pp. 6971 of Scientific Notebook 
YMP-LBNL-JSW-6C. 
6.4.1.2 Dye Penetrations into Rocks 
Visual inspection of dyed rocks collected from the field studies showed that the dye stained the 
fracture surfaces and the color decreased with the distance and disappeared within a few 
millimeters from the fracture surfaces. Figure 33 shows the rock sample stained with the Sulpho 
Rhodamine B from Niche 3650. The plot of Sulpho Rhodamine B detection ratio (dimensionless) 
versus depth from the fracture surface is shown in Figure 34. (Detection ratio is the division of 
the measured tracer level with the background level.) The depth on the x-axis denotes the 
mid-point of the drilling interval. For example, measured tracer concentration from a 1-2-mm 
drilling interval is shown at the 1.5 mm location from the sample surface. For three rock samples 
stained with either FD&C Blue No.1 or Sulpho Rhodamine B, each dye concentration decreased 
from the highest concentration to the background level in less than 6-7 mm. These results 
quantify the noticeable tracer matrix imbibitions from liquid flowing through the fractures.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 95 March 2000 
Niche 3650 Sulpho Rhodamine B 
Figure 33. Rock Sample Stained by Sulpho Rhodamine B Collected from Niche 3650. A quarter coin is 
on the sample for size comparison. Also shown are the drilled holes for dye profiling. 
0 
50 
100 
150 
200 
250 
300 
350 
400 
450 
0 2 4 6 81 0 12 14 16 
Depth from the Surface (mm) 
Detection Ratio 
Data 
Background 
Sulpho Rhodamine B 
Sample ID: Niche 3650-S 
DTN: LB990901233124.003 
Figure 34. Sulpho Rhodamine B Penetration Profiles into Rock Matrix from the Fracture Surface.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 96 March 2000 
Table 12 provides relevant information about the three dyed rock samples analyzed. The samples 
were collected 7-13 days after the dye-spiked water was released into the formation. Water flow 
in post-excavation seepage tests was shown to be very rapid, traversing 0.65 m in 4 minutes 
under the release rate of about 1.9 g/s (Table 13). It is therefore expected that the fluid-rock 
contact time is relatively short. Short travel times, together with high ratios of dye concentration 
in seepage water versus release water (in the far-right column of Table 13), indicated that the 
contacts between flowing water in the fractures and the adjacent tuff matrix were highly 
transient. The exact duration of contacts on the fracture surfaces could not be easily measured for 
transient fracture flows through the tuff rock mass. 
Table 12. Compilation of Information About the Dyed Rock 
Tracer Test 
Date 
Test Location c Tracer 
Conc. 
(g/l) 
Release 
Rate 
(g/s) 
Release 
Duration 
(min) 
Mass 
Released 
(g) 
Sampling 
Date 
Sulpho 
Rhodamine B a 
8/8/97 ML 6.71  7.01 m 2.0 2.0 8.22 170.9 8/19/97 
FD&C Blue No. 1 a 8/6/97 UM 6.71  7.01 m 7.7 1.9 8.20 438.7 8/19/97 
FD&C Blue No. 1 b 7/2/98 UM 6.40  6.70 m 6.77 0.49 35.0 1019.7 7/9/98 
Input: DTNs: LB980001233124.004, LB980901233124.003 
NOTES: aTests conducted at Niche 3650 m location. 
bTest conducted at Niche 4788 m location. 
cUM: upper middle borehole; ML: middle left borehole. Depth measurement (in meters) is from the 
collar of the borehole to the test interval. 
Table 13. Tracer Release Tests and Measured Seepage Concentrations at Niche 3650. 
Tracer Test Location a 
Release 
Rate 
(g/s) 
Mass 
Released 
(g) 
Mass of 
Seepage 
Recovered 
(g) 
Wetting Front 
Arrives at 
(min:sec) b 
Ratio of 
Seepage 
vs. Release 
Conc. (%) 
Sulpho Rhodamine B UL 7.01  7.32 m 1.949 1005.5 16.0 4:00 95.6 
FD&C Blue No. 1 UR 4.27  4.57 m 0.198 995.7 4.0 56:08 77.0 
FD&C Blue No. 1 UR 4.88  5.18 m 0.190 1016.4 4.0 29:50 103.9 
Input: DTN: LB980001233124.004 
Output: DTN: LB990901233124.003 
NOTES: aUL: upper left borehole; UR: upper right borehole. Depth measurement (in meters) is from the collar of 
the borehole to the test interval. 
bWetting front arrives relative to the start of water release to the formation.

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6.4.1.3 Fraction of Fracture Flow 
Fast fracture flow was demonstrated during the post-excavation seepage tests where dye-spiked 
water was released and collected, if present, at the collection system below the niche ceiling. The 
last column of Table 13 shows the ratios of collected to released concentrations for FD&C Blue 
No. 1 and Sulpho Rhodamine B. The average seepage versus release concentration ratio is 
92.2  13.8% over three tests with dyes. The concentration ratio could be used to represent the 
extent of fracture flow associated with seepage flow, with the following considerations taken into 
account: The seepage solution is a composite sample, which could be diluted from the resident 
water, if any, in the flowing fractures. Also, note that the release concentrations were obtained 
from the known dye mass dissolved in the known liquid, and no liquid sample was collected for 
the released solution at Niche 3650 tests. This uncertainty could contribute to the unphysical 
ratio of 103.9% for one of the FD&C Blue No. 1 tests. Significant dilutions (about 1,000 times), 
needed to bring down the sample concentration within the linear standard curve needed for 
measurement, could also contribute to the uncertainty. More accurate ratios could be obtained if 
both the seepage and release solutions were measured simultaneously. 
6.4.1.4 Concentration of Dye Tracer at Saturated Contact 
For the dye-stained samples from the field, tracer concentrations were measured on powders by 
mill drillings. Tracer concentrations on the solid mass basis (Cg, mg/kg) were transformed to the 
tracer concentration on the liquid basis (Cv, mg/l) using the following relationship: 
( ). .b g v C C  = (Eq. 13) 
where .b is the bulk density (g/cm3) and . is the volumetric water content (cm3/cm3). With this 
conversion, measured tracer concentrations can be compared directly with concentration of 
released water. Measured bulk density (2.238  0.029) and porosity f (0.0877  0.009) for 15 
core samples were used in the calculations (DTN: LB990901233124.003). 
The primary interest in the tracer concentration profiles is on the first several millimeters from 
the fracture surface. Table 14 focuses on the results of the first sampling interval 01 mm from 
the fracture surfaces of different field samples as well as laboratory core samples (which will be 
discussed below). For three dye-stained samples from the field, two samples were associated 
with seepage tests at Niche 3650 with FD&C Blue #1 (Niche 3650-F sample ID) and with 
Sulpho Rhodamine B (Niche 3650-S sample ID). These tests with low volumetric concentration 
ratios C/C0 (e.g., measured Cv divided by the released concentration C0) of 17.2% and 23.3% for 
the first 1-mm intervals could be associated with fast transient flows through open fractures. 
Noticeable water and tracer imbibition into the surrounding matrix was observed even though the 
fracture flow could be fast. The average value over these two samples is 20.3  4.3%. The 
concentration profile is presented in Figure 35a for FD&C Blue No. 1 dye.

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ANL-NBS-HS-000005 REV00 98 March 2000 
Table 14. Compilation of C/C0 Value for Rock Drilling Taken at 0-1 mm Interval 
Sample ID Initial Saturation 
Sw (%) 
Tracer C/Co (%) a 
Niche 3650-F Not known FD&C Blue No. 1 17.20.5 
Niche 3650-S Not known Sulpho Rhodamine B 23.30.1 
Niche 4788 Not known FD&C Blue No. 1 105.50.6 
Core D 12.5 Bromide 138.13.6 
Core E 12.2 Bromide 135.13.7 
Core F 15.2 Bromide 108.72.8 
Core J 83.0 Bromide 91.42.1 
Core H 75.8 Bromide 104.92.9 
Core D 12.5 FD&C Blue No. 1 281.61.8 
Core H 75.8 FD&C Blue No. 1 220.31.9 
Core D 12.5 Sulpho Rhodamine B 272.2  0.1 
Core H 75.8 Sulpho Rhodamine B 271.70.1 
DTN: LB990901233124.003 
NOTE: a Average of data  background (triplicate measurements) 
The third data point of 105.5% ratio in Table 14 is associated with the sample shown in 
Figure 32. The sample was adjacent to a vertical fracture that apparently dead-ended near the 
sampling location. The full profile is illustrated in Figure 35b. For this sample, the fluid-rock 
contact time could have been longer, contributing to the higher concentration ratio at the first 
interval. The measured volumetric concentration ratio in the second (1-2 mm) interval drops 
drastically to 12.5%, which is similar to the other two rock samples. With longer contact time, 
stronger surface sorption of the dye might occur in this rock sample.

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0
5 
10 
15 
20 
25 
30 
35 
0 2 4 6 81 0 12 14 16 
Depth from the Surface (mm) 
Detection Ratio 
0
2
4
6
8
10 
12 
14 
16 
C/C0 (%) 
Data 
Background 
FD&C Blue No. 1 
Sample ID: Niche 3650-F 
(a) 
0 
20 
40 
60 
80 
100 
120 
140 
160 
0 2 4 6 8 10 12 
Depth from the Surface (mm) 
Detection Ratio 
0
20 
40 
60 
80 
100 
C/C0 (%) 
Data 
Background 
FD&C Blue No. 1 
Sample ID: Niche 4788 
(b) 
DTN: LB990901233124.003 
Figure 35. Tracer Penetration Profile into Rock Matrix from the Fracture Surface: (a) FD&C Blue No.1 at 
Niche 3650, (b) FD&C Blue No.1 at Niche 4788.

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6.4.2 Retardation and Tracer Front Movement 
Laboratory tests were conducted to quantify the imbibition of water and the retardation of tracers 
and dyes into rock cores. In the laboratory, tests can be conducted under controlled conditions, 
with concentrations in rock samples and in the core reservoir measured simultaneously. The flow 
paths along cores are well-defined in comparison to the flow paths observed in the field. The 
laboratory test results can assist in interpreting data collected on dye-stained samples from the 
field tests. 
There are two approaches presented for measuring the retardation factor: by front separation and 
by local "saturated" measurements at the core-reservoir contact. The consistency between these 
two approaches lends credence to the quantification of retardation factors on core samples. 
6.4.2.1 Dye Retardation Factor Determined by Front Separation 
Rock cores, 5.08 cm in diameter and 2.0 cm in length, were used for the imbibition experiments 
to examine tracer penetration into the unsaturated rock matrix. Cores were cut and machined 
from a clean sample block from the same stratigraphic unit as the niche locations where tracer 
release tests were conducted. Porosity, bulk-density and particle-density measurements were 
based on the core dry weight at a temperature of 60oC. 
Partial saturation of cores was obtained by equilibrating cores within relative humidity chambers 
controlled by different saturated brines and/or water until they reached constant weights. Cores 
with two different levels of initial water saturation Sw, approximately 15% and 80%, were used 
in this work to investigate and compare tracer penetration behavior with respect to the saturation 
levels. 
The core was hung inside a humidity-controlled chamber, with the core bottom submerged in a 
water reservoir containing tracers to a depth of about 1 mm. The core weight gain was 
continuously recorded by a data acquisition system. This study was designed to simulate the 
imbibition and penetration of tracers into the matrix from a continuously flowing fracture, 
modeled here as the core bottom. After a predetermined period of time (about 16-20 hrs), the 
core was lifted out of the reservoir, and the moisture front was visually examined. Rock 
sampling was immediately conducted as described below. The water contained about 10 g/l 
LiBr, 1 g/l FD&C Blue No. 1, and 1g/l Sulpho Rhodamine B. These tracers were selected to 
compare the behavior of nonreactive bromide with the dyes used in the field tracer work. 
Figures 36 and 37 compare the concentration profile of nonreactive bromide with the 
concentration profiles of both FD&C Blue No.1 and Sulpho Rhodamine B, relative to the 
moisture fronts obtained from visual inspection. The dyes lag behind the bromide front, 
indicating dye sorption to the rock. FD&C Blue No.1 and Sulpho Rhodamine B were the most 
visible in the tuff among dyes tested. Sorption of these dyes on rock is expected from their 
complex chemical structure with various functional groups, even though they are negatively 
charged under normal pH conditions. 
From the tracer profiles, the retardation factor R can be derived as the ratio of travel distance of 
nonreactive tracer divided by the travel distance of sorbing tracer. Bromide is assumed to be a

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ANL-NBS-HS-000005 REV00 101 March 2000 
nonreactive tracer in tuff. In Figure 36 for Core D at low initial saturation, the bromide front is 
located at 17-18 mm from the core bottom (d0.5 = 17.5 mm, where d0.5 is the depth at which the 
concentration is half of the maximum concentration in the profile). The first data point at the 
0-1 mm interval was treated as an outlier and was excluded for bromide front determination. For 
both sorbing tracers FD&C Blue No. 1 and Sulpho Rhodamine B, d0.5 is located at 3.5 mm 
(Figure 36). The retardation factor for both dyes is estimated to have the value 5 
(= 17.5 mm/3.5 mm). Similarly, R is estimated to be 2.33 (= 3.5 mm / 1.5 mm) for both dyes in 
Core H with high initial Sw (Figure 37).

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0
5 
10 
15 
20 
25 
30 
35
0 2 4 6 8 10 12 14 16 18 20 
Depth from the Core Bottom (mm) 
Detection Ratio 
0
20 
40 
60 
80 
100 
120 
C/C0 (%) 
Data 
Background 
(a) 
Core D (12.5%) 
Bromide 
Moisture front 
0 
50 
100 
150 
0 2 4 6 81 0 12 14 16 18 20 
Depth from the Core Bottom (mm) 
Detection Ratio 
0
50 
100 
150 
200 
250 
C/C 0 (%) 
Data 
Background 
(b) 
Core D (12.5%) 
FD&C Blue No. 1 
Moisture front 
0 
500 
1000 
1500 
2000 
2500 
3000 
3500
0 2 4 6 81 0 12 14 16 18 20 
Depth from the Core Bottom (mm) 
Detection Ratio 
0
50 
100 
150 
200 
250 
C/C0 (%) 
Data 
Background 
(c) 
Core D (12.5%) 
Sulpho Rhodamine B 
Moisture front 
DTN: LB990901233124.003 
Figure 36. Comparison of Tracer Concentration Profiles in a Low-Initial-Saturation Core: (a) Bromide, 
(b) FD&C Blue No. 1, (c) Sulpho Rhodamine B. Core D had initial saturation of 12.5% and 
was in contact with saturated boundary for 19.5 hours.

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0
5 
10 
15 
20 
25 
30 
35
0 2 4 6 8 10 12 14 16 18 20 
Depth from the Core Bottom (mm) 
Detection Ratio 
0
20 
40 
60 
80 
100 
C/C0 (%) 
Data 
Background 
(a) 
Core H (75.8%) 
Bromide 
Moisture front 
0 
20 
40 
60 
80 
100
0 2 4 6 8 10 12 14 16 18 20 
Depth from the Core Bottom (mm) 
Detection Ratio 
0
50 
100 
150 
200 
C/C0 (%) 
Data 
Background 
(b) 
Core H (75.8%) 
FD&C Blue No. 1 
Moisture front 
0 
500 
1000 
1500 
2000 
2500 
3000
0 2 4 6 8 10 12 14 16 18 20 
Depth from the Core Bottom (mm) 
Detection Ratio 
0
50 
100 
150 
200 
250 
C/C0 (%) 
Data 
Background 
(c) 
Core H (75.8%) 
Sulpho Rhodamine B 
Moisture front 
DTN: LB990901233124.003 
Figure 37. Comparison of Tracer Concentration Profiles in a High-Initial-Saturation Core: (a) Bromide, 
(b) FD&C Blue No. 1, (c) Sulpho Rhodamine B. Core H had initial saturation of 75.8% and 
was in contact with saturated boundary for 17.9 hours.

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The saturation dependence of the retardation factor is derived from the following functional 
relationship (Porro and Wierenga 1993, p. 193-194): 
. . d b K R  + = 1 (Eq. 14) 
where Kd (ml/g) is the sorption distribution factor representing the distribution of solutes between 
aqueous and solid phase, .b is the bulk density (g/ml), and . is the water content. This equation 
explicitly shows that solute retardation is inversely related to water content. If the effective . 
value is estimated as the average of the initial water content and the final water content, the Kd 
value can be derived from the R-value. For the two core samples, the Kd value was calculated to 
be 0.089 ml/g for Core D and 0.047 ml/g for Core H. The bulk density and porosity values for 
each core were measured independently, with values listed in Table 15. These measured values 
in Table 15 were used in calculating Kd values from measured R values. 
Table 15. Measured Properties for Core Samples 
Sample ID Porosity 
(cm3/cm3) 
Bulk density 
(g/cm3) 
Particle density 
(g/cm3) 
Core D 0.0888 2.248 2.466 
Core E 0.0849 2.251 2.459 
Core F 0.0890 2.239 2.457 
Core H 0.0896 2.245 2.465 
Core J 0.0823 2.266 2.469 
DTN: LB990901233124.003 
As an additional consistency check, we can reverse the calculations and derive the R values from 
the Kd values for a fully saturated condition. The R100% at 100% is 3.25 for Core D and 2.17 for 
Core H from the inverse calculations. The average R100% is 2.71  0.76 for both FD&C Blue 
No. 1 and Sulpho Rhodamine B. Both Kd value and R100% are constants independent of 
saturation. The simple checking verifies the functional relationship of Equation 14. For 
comparison, Andreini and Steenhuis (1990, p. 85, 98) found that the retardation factor for FD&C 
Blue No. 1 ranged from 1.5 to 7 in a fine, sandy loam soil.

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6.4.2.2 Dye Retardation Factor Measured at Saturated Contact 
Another way to evaluate the test data is to compare the saturated R100% with the measured 
concentration ratios at the core contact boundary. The interval of 01 mm of a core was in 
contact with traced water in the laboratory tests and was therefore in nearly saturated conditions. 
The ratio C/C0 is a direct measure of the retardation factor or the effects of sorbing tracer 
accumulation. For the two tests with each dye in Table 14, the averaged values for C/C0 are 2.51 
for FD&C Blue No. 1, 2.72 for Sulpho Rhodamine B, and 2.61  0.28 over both dyes. These 
values can be compared to the R100% value of 2.71  0.76. With the small number of samples 
(two cores, two tracers), the consistency with different approaches is encouraging. For 
comparison, the average of five tests with bromide in Table 14 is 1.16  0.20 for this presumably 
nonreactive tracer. 
It is important to state that the core measurements presented in this study can generate Kd values 
for intact rock under in situ partially saturated conditions. Most of the Kd values for sorbing 
solutes have been acquired by batch experiments using crushed rock, with the sizes chosen more 
or less arbitrarily and mainly for experimental convenience. The batch experiments were 
performed under saturated conditions with large water/rock ratios. There are concerns regarding 
the use of crushed-rock samples versus solid-rock samples in batch experiments on tuff rocks. 
The water/rock ratios used in the sorption experiments with crushed samples were large in 
comparison with the water/rock ratios likely to exist in the UZ. The laboratory approach with 
core analyses presented here could be adopted to generate more representative Kd values for 
radionuclide transport in the UZ. 
6.4.2.3 Partitioning of Fracture Flow and Matrix Imbibition in Fast Flow Paths 
The laboratory-tested core samples in contact with dye water were shown to accumulate high 
concentrations in the first 1-mm interval, with the average concentration ratio C/C0 (%) of 261  
28% from the last four entries in Table 14. The first two entries in the table, as discussed in 
Sections 6.4.1.2 and 6.4.1.3, were associated with two field samples stained by relative fast flows 
activated by the pulsed releases used in seepage tests. The average concentration ratio of 20.3  
4.3%. was much lower than the corresponding laboratory core values. The dilution factor of 
7.7% (= 20.3%/261 %) represents the percentage of tracer water imbibed into the first 1-mm 
interval of the matrix adjacent to the flowing fracture. An independent estimate of the fracture 
flow percentage was presented in Section 6.4.1.3. The average seepage versus release 
concentration ratio of 92.2  13.8% was derived from averaging over three seepage tests with 
releases of dye-traced water. The concentration ratio could be used to represent the extent of 
fracture flow associated with seepage flow. The bulk of the released water seeping into the niche 
was likely associated with fast fracture flows of short contact duration with the adjacent matrix 
water. The approximately 92% fracture-flow estimate from seepage water, sampled during drift 
seepage testing in niches, is consistent with the approximately 8% estimate of tuff medium in the 
fracture-matrix contact, based on laboratory analyses of rock samples collected during niche 
excavation. The 92% fracture-flow and 8% matrix-imbibition estimates, from independent field 
and laboratory analyses, provide the critical data on flow partitioning between fracture and 
matrix under the seepage test conditions at Yucca Mountain potential repository horizon.

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6.4.2.4 Travel Front Separation 
As a nonreactive tracer, bromide is frequently used for flow tracking. The bromide front is 
comparable to the moisture front in the rock core at the initial water saturation of 12.5%, as 
illustrated in Figure 36a. On the contrary, the bromide front lags significantly behind the 
moisture front at the higher initial water saturation of 75.8%, as shown in Figure 37a. Note that 
the core top was wet when the experiment was ended, although the moisture front was shown at 
the 20 mm location at Figure 36b. This observation of nonreactive solute front lagging behind 
the moisture front agrees with the findings in moist soils (Warrick et al. 1971, pp. 1216, 1221; 
Ghuman and Prihar 1980, pp. 17, 19; Porro and Wierenga 1993, pp. 193, 196). Warrick et al. 
(1971, pp. 12161225) first reported that the advance of a solute front was highly dependent on 
the soil moisture content during infiltration. During infiltration, no solute was found in the 
advancing wetting front where soil moisture contents were increasing, although the initially 
infiltrating water contained nonreactive tracer. The importance of this front separation, observed 
under a transient flow condition, might be more pronounced for low porosity materials under 
high moisture saturation, such as tuff at Yucca Mountain. Under these circumstances, a relatively 
small amount of invading solution can push the initial water further into the matrix. 
For the imbibition experiment in Core D with low initial water saturation, the bromide front is 
sharp, with the strong capillary force driving the advection-controlled transport. Whereas for the 
Core H with high initial water saturation, the bromide front is quite diffuse since dispersion and 
dilution become important processes (on account of weaker capillarity) compared to advective 
flow. Sharp and diffused front separations between bromide nonreactive tracer front and 
moisture front, as well and between sorbing tracer front and bromide front, would provide the 
data for elucidating the flow and transport in unsaturated, fractured tuff.

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6.5 CROSS-HOLE ANALYSES OF AIR INJECTION TESTS 
This section continues the pneumatic air-permeability test analyses first presented in Section 6.1. 
Section 6.1 focuses on the air-permeability variations along boreholes in four niches. The 
permeability profiles provide initial inputs to liquid-release-test interval selection, as described in 
Section 6.2. The permeability profiles were also used in a seepage calibration study documented 
in the AMR on seepage calibration in defining the heterogeneity permeability structure used in 
modeling. 
This section focuses on analyses of cross-hole data for fracture-network connectivity. The 
fracture-network connectivity is one of the most important characteristics in evaluating flow 
paths from the inlets to the outlets of a given regime. The larger the system, the more elusive it is 
to determine the dominant flow paths. Air flow paths elucidated in this section are used to 
characterize test beds for liquid-flow test design and analysis, as described in the following 
Sections 6.6 and 6.7 for two slotted test beds in the ESF. 
Cross-hole tests used the same pneumatic testing equipment described in Attachment II. Up to 
seven identical packer strings were fabricated and installed in the boreholes to sample a rock 
volume in the niches and in the test beds. The packer can isolate 0.3-m intervals along its length. 
Each interval can become either an observation zone used to monitor pressure or the injection 
zone where air is introduced under pressure during the test. The automation system controls the 
permutations through pre-assigned sequences of injection tests in all borehole intervals in the 
borehole cluster. 
The cross-hole data is acquired at the same time as the single-hole data, by logging the 
steady-state pressure response in all observation zones while performing an injection. As 
described in Section 5.5, the observation response pressure is divided by the injection pressure to 
provide a measure of how well a response zone is connected to an injection zone in relation to 
that response zones connections to the rest of the site. The normalization with injection pressure 
enables all the observation responses from all injections at a site to be directly compared. The 
cross-hole connections can all be viewed on a single 3-D diagram instead of individual diagrams 
for each tested injection zone. 
The four niches and Alcove 6 are located within the TSw unit in the potential repository horizon. 
The Alcove 4 test site is in the PTn unit along the North Ramp of the ESF. Both the fractured 
TSw and the predominately porous PTn were evaluated by the pneumatic air-permeability tests. 
6.5.1 Cross-Hole Responses in Welded Tuff 
In Section 6.1.2, the single-hole permeability profiles were presented for four niches as the bases 
for selecting liquid-release intervals for drift seepage testing. The first example of cross-hole 
analysis in fractured rock is on Niche 4788, located in an intensely fractured zone. The 
cross-hole analysis for Niche 4788 is illustrated in Figure 38. The single-hole permeability 
values (presented in Section 6.1 as profile plots in Figures 15 and 16) are represented by circles 
in the cross-hole plot, with each circle centered along the test interval within each of the 
boreholes. The size of the circles scales with the single-hole permeability at each interval. 
Grayscale pins are shown with their points at the centers of the circles of the injection zones and

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ANL-NBS-HS-000005 REV00 108 March 2000 
heads intersecting through the centers of other circles at the observation zones. Direction of flow 
is towards the pinhead, and the grayscale indicates the normalized response ratio (Resp. Ratio in 
the figure) from zero to one. 
Figure 38 for Niche 4788 is fairly representative of a fractured site, showing discrete 
connections. It should be noted that very few of the connections have an opposite counterpart; 
the connections are predominantly one-way. This observation by no means indicates that flow is 
limited to one direction between points in the rock, but rather that the influence of local 
connections on the pressure response is strong. The pressure at a response zone discretely 
connected to the injection zone (and no other zone) will yield a large response. However, if the 
original injection zone in the reversed injection-observation combination is also well connected 
to the fracture network or a free surface, then it will not respond strongly to an injection in the 
original observation zone.

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Y 
X 
Z 
1e-10 
1e-14 
1e-11 
1e-12 
1e-13 
1e-15 
Resp. Ratio 
0.2 
0.1 
0.04 
0 1 m 
ML 
Permeability m 
y 
2 
UL 
UM 
UR 
MR 
B1.5 
B2.5 
DTN: LB990901233124.004 
Figure 38. Cross-Hole Responses for the Borehole Cluster in Niche 4788. 
The fracture-matrix interaction test site in Alcove 6 of the ESF is in rock that is fractured, with 
discrete, subvertical fractures and relatively few subhorizontal fractures. The single-hole 
permeability profiles for three boreholes tested in Alcove 6 are illustrated in Figure 39. Borehole 
A was used for a series of liquid-release tests, as described in Section 6.6. Boreholes C and D 
were used for wetting-front monitoring. Boreholes C and D are located 0.7 m and 0.6 m below 
Borehole A, respectively, and 0.7 m apart. The cross-hole responses for this triangular cluster of 
boreholes are illustrated in Figure 40. Both Figures 39 and 40 corresponded to the first series of 
tests conducted in the region between 1.3 m and 5.3 m from the borehole collars. Another series 
of tests was conducted with a straddle packer system (two-packer string to isolate one zone for 
liquid releases) right before liquid-release tests along the injection borehole.

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ANL-NBS-HS-000005 REV00 110 March 2000 
1.00E-15 
1.00E-14 
1.00E-13 
1.00E-12 
1.00E-11 
1.00E-10 
1.00E-09
0 2 4 6 8 10 12 
Top BoreholeA 
1.00E-15 
1.00E-14 
1.00E-13 
1.00E-12 
1.00E-11 
1.00E-10 
1.00E-09
0 2 4 6 8 10 12 
Permeability M2 
Left BoreholeC 
1.00E-15 
1.00E-14 
1.00E-13 
1.00E-12 
1.00E-11 
1.00E-10 
1.00E-09 
0 2 4 6 8 10 12 
RightBoreholeD 
Middle of Zone (meters) 
Middle of Zone (meters) Middle of Zone (meters) 
Permeability M2 
Permeability M2 
DTN: LB980901233124.004 
Figure 39. Single-Hole Air-Permeability Profiles along Boreholes in Alcove 6.

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ANL-NBS-HS-000005 REV00 111 March 2000 
0 
0.7 m 
7 
X Y 
Z 
Resp. Ratio 
0.2 
0.1 
0.04 
A 
D 
C 
1e-10 
1e-14 
1e-11 
1e-12 
1e-13 
1e-15 
Permeability m2 
DTN: LB990901233124.004 
Figure 40. Cross-Hole Responses for the Borehole Cluster in Alcove 6. 
Both Figure 38 for Niche 4788 and Figure 40 for Alcove 6 represent cross-hole responses in 
fractured rock. The ratios of pressure response in the observation borehole interval to pressure in 
the injection borehole interval ("Resp." in figure scales) were displayed in the figures for the 
maximum value of 0.2 (or 20%). Niche 4788, in an intensely fractured zone, has wider range (or 
larger standard deviation, as shown in Table 6) of distribution in permeability than the variations 
over a smaller scale at Alcove 6. Both fracture sites contain discrete and well-defined flow paths 
between boreholes. 
During liquid-release tests in the welded tuff (Section 6.2 on niche seepage tests and Section 6.6 
on fracture flow tests), it was observed, in some cases, that liquid flux at certain zones was not 
always commensurate with the air-permeability values at these zones (see Attachment III). 
Besides the capillary mechanism (that water will prefer smaller aperture fractures), another

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 112 March 2000 
possible explanation for this observation is that liquid tries to flow downward following gravity 
and is thus more sensitive to the directionality of permeability than is air. Directionality of flow 
is not available from single-hole data and requires cross-hole data analyses. 
6.5.2 Permeability Distributions and Cross-Hole Responses in Nonwelded Tuff 
The Alcove 4 test bed is located in the PTn unit. The test bed contains several nonwelded and 
bedded subunits, including a pinkish-colored argillic layer. The test bed contains a fault plane as 
illustrated in Figure 41. Section 6.7 describes in more detail the borehole configuration and 
specifications. In this section, the focus is on the cluster of seven boreholes. Boreholes 1, 4 11, 
and 12 intersected the projected fault plane in the front part of the test block, while boreholes 2, 
15, and 16 penetrated other features in the test block, with potential fault zone influences (if any) 
confined near the ends of the boreholes. If the fault is perfectly planar, the last three holes would 
not be intercepted by the fault. 
North Face Alcove 4 
X (meters) 
Z (meters) 
Slot 
Fault Plane 
TppTpbt2D 
contact 
Top of argillic layer 
Bottom of argillic layer 
G4 
G1 
G2 
G3 
C-1C5 
C-6C10 5 
6 7 8 
12 
1 
11 
4 
15 
16 3 
2 
- 
Figure 41. Schematic Illustration of Alcove 4 Test Bed.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 113 March 2000 
Figure 42 illustrates the single-borehole air-permeability profiles along the boreholes. Layer 
variations and the influence of faults could contribute to the widely distributed set of 
permeabilities over a broad range, both along individual boreholes and among different 
boreholes. With the exception of borehole 12, the other six boreholes penetrate a highpermeability 
zone near the end of the boreholes. Among all the borehole clusters tested in the 
ESF up to date, the Alcove 4 PTn cluster shows the largest standard deviation of any of the sites 
(see Table 6 in Section 6.1.2.3). Even the cluster at the intensely fractured site at Niche 4788 has 
lower standard deviation of log permeability (0.85) than the value at Alcove 4 (0.93). The mean 
permeabilities of these two distinctly different sites (in lithological, geological, and fracture 
characteristics) are incidentally nearly identical. In comparison, the standard deviation for 
Alcove 6 cluster was 0.67, and mean was nearly one order of magnitude higher. 
Figure 43 shows the connections for Alcove 4 at the same shading scale used in welded tuff plots 
(Figures 38 and 40). The number of connections is much higher for this nonwelded tuff site. To 
better display the stronger connections, Figure 44 portrays the data at Alcove 4 on a more 
appropriate scale and trims off the weaker connections. The salient features of the site now 
become apparent. Strong vertical connections are apparent between the upper and middle 
boreholes, but very little connectivity exists between the middle borehole and the lower-left 
borehole, despite similar flow rates and distances. The argillic layer exists between these 
locations and the slot provides a nearly impermeable barrier. The single strong connection 
running from left to right is most likely associated with a high-permeability zone identified by 
the single-hole profiles. The high-permeability zone could be associated with the fault 
intersecting the boreholes near the end. Interceptions were not identified in pre-test design in 
Figure 42. The connections were identified by cross-hole analyses of pneumatic air-permeability 
test data.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 114 March 2000 
1.00E-15 
1.00E-14 
1.00E-13 
1.00E-12 
1.00E-11 
1.00E-10 
1.00E-09
0 2 4 6 8 10 12 
Middle of Zone (meters) 
Permeability (m 2) 
Hole 12 
1.00E-15 
1.00E-14 
1.00E-13 
1.00E-12 
1.00E-11 
1.00E-10 
1.00E-09
0 2 4 6 8 10 12 
Middle of Zone (meters) 
Permeability (m 2) 
Hole 1 
1.00E-15 
1.00E-14 
1.00E-13 
1.00E-12 
1.00E-11 
1.00E-10 
1.00E-09
0 2 4 6 8 10 12 
Middle of Zone (meters) 
Permeability (m 2) 
Hole 11 
1.00E-15 
1.00E-14 
1.00E-13 
1.00E-12 
1.00E-11 
1.00E-10 
1.00E-09
0 2 4 6 8 10 12 
Middle of Zone (meters) 
Permeability (m 2) 
Hole 4 
1.00E-15 
1.00E-14 
1.00E-13 
1.00E-12 
1.00E-11 
1.00E-10 
1.00E-09
0 2 4 6 8 10 12 
Middle of Zone (meters) 
Permeability (m 2) 
Hole 2 
1.00E-15 
1.00E-14 
1.00E-13 
1.00E-12 
1.00E-11 
1.00E-10 
1.00E-09
0 2 4 6 8 10 12 
Middle of Zone (meters) 
Permeability (m 2) 
Hole 15 
1.00E-15 
1.00E-14 
1.00E-13 
1.00E-12 
1.00E-11 
1.00E-10 
1.00E-09
0 2 4 6 8 10 12 
Middle of Zone (meters) 
Permeability (m 2) 
Hole 16 
DTN: LB990901233124.004 
Figure 42. Single-Hole Air-Permeability Profiles along Boreholes in Alcove 4.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 115 March 2000 
0 
1 
1 m 
Resp. Ratio 
0.2 
0.1 
0.04 
1e-10 
1e-14 
1e-11 
1e-12 
1e-13 
1e-15 
Permeability m2 
12 
1 
16 
2 
11 
15 
4 
DTN: LB990901233124.004 
Figure 43. Cross-Hole Responses for Borehole Cluster at Alcove 4 PTn Test Bed with All Response 
Pressure (Resp.) Ratios below 0.2 Included.

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ANL-NBS-HS-000005 REV00 116 March 2000 
Y 
X 
Z 
0 
1 
1 m 
Resp. Ratio 
0.5 
0.4 
0.35 
1e-10 
1e-14 
1e-11 
1e-12 
1e-13 
1e-15 
Permeability m2 
12 
1 
16 
2 
11 
15 
4 
DTN: LB990901233124.004 
Figure 44. Cross-Hole Responses for Borehole Cluster at Alcove 4 PTn Test Bed with Small Response 
Pressure (Resp.) Ratios Filtered.

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ANL-NBS-HS-000005 REV00 117 March 2000 
6.6 ANALYSES OF FRACTURE FLOW IN FRACTURE-MATRIX TEST BED AT 
ALCOVE 6 
Wetting-front movement, flow-field evolution, and drainage of fracture flow paths were 
evaluated in a test bed with a slot excavated below a cluster of boreholes. The slotted test bed is 
located within the Topopah Spring welded tuff (TSw) at Alcove 6 in the ESF at Yucca 
Mountain, Nevada. Hydraulic parameters such as formation intake rates, flow velocities, seepage 
rates, and fracture volumes were measured under controlled boundary conditions, using 
techniques developed specifically for in situ testing of flow in fractured rock. The test bed 
configuration and field instrumentation are described before the results are presented. 
6.6.1 Liquid-Release Tests in Low- and High-Permeability Zones 
Field tests were conducted at Alcove 6 over a period of six weeks starting in late July 1998. 
These included multiple releases of tracer-laced water in one high-permeability zone (HPZ) and 
one low-permeability zone (LPZ) along an injection borehole. The permeabilities of these zones 
were determined from air-permeability measurements conducted over 0.3-m sections along the 
borehole, using a straddle packer that also was used for liquid releases. The HPZ had an 
air-permeability value of 6.7 x 10-12 m2, and the LPZ had an air-permeability value of 
2.7 x 10-13 m2 (Scientific Notebooks YMP-LBNL-JSW-RS-1, pp. 4849, 
YMP-LBNL-JSW-PJC-6.2, pp. 5153). During and following liquid-release events, changes in 
saturation and water potential in the fractured rock were measured in three monitoring boreholes, 
with changes continuously recorded by an automated data acquisition system. The water that 
seeped into the excavated slot below the injection zone was collected, quantified for volumes and 
rates, and analyzed for tracers. 
6.6.1.1 The Test Bed 
The test bed was located at Alcove 6 in the ESF (Figure 45a), lying within the middle 
nonlithophysal portion of the TSw. The rock was visibly fractured with predominantly vertical 
fractures and a few subhorizontal fractures. The relatively wide fracture spacing (on the order of 
tens of centimeters) facilitated the choice of injection zones, allowing discrete fractures and 
well-characterized fracture networks to be isolated by packers for localized flow testing. 
A horizontal slot and a series of horizontal boreholes are the distinct features of the test bed 
(Figure 45b). The slot, located below the test bed, was excavated by an over-coring method. The 
excavation sequence required first the drilling of parallel pilot holes, 0.10 m in diameter, over 
4 m in length with a 0.22-m spacing, normal to the alcove wall. The pilot holes were then 
over-cored by a 0.3-m drill-bit to excavate the 2.0-m-wide, 4.0-m-deep and 0.3-m-high slot 
located approximately 0.8 m above the alcove floor. Three I-beam supports were installed along 
the length of the slot for support. Four horizontal boreholes, 0.1 m in diameter and 6.0 m in 
length, were drilled perpendicular to the alcove wall above the slot. Boreholes A and B were 
located 1.6 m above the slot ceiling, while boreholes C and D were 0.9 m and 1.0 m above the 
slot ceiling, respectively, and 0.7 m apart (Figure 45b). 
Borehole A was used for fluid injection while boreholes B, C, and D were monitored for changes 
in moisture conditions. The slot was used to collect water seeping from the fractured rocks

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ANL-NBS-HS-000005 REV00 118 March 2000 
above. A flexible plastic curtain 3.0 m wide and 0.9 m high was installed to cover the slot face 
and to minimize air movement between the alcove and the slot. 
(a) (b) 
A 
C D 
0.7 m 
B 
ESF Tunnel 
Alcove 6 
Monitoring boreholes 
Injection borehole Slot 
Monitoring boreholes 
Injection borehole 
Slot with 'I' Beamsupport and water collection trays 
1.6 m 
1.0 m 
Figure 45. Schematic Illustration of (a) Plan view of Location and (b) Vertical View of Layout of Test 
Bed at Alcove 6 in the ESF at Yucca Mountain. Figures are not drawn to scale. 
6.6.1.2 Instrumentation 
There were three distinct components to the flow investigation: (1) controlled release of water 
into isolated zones, (2) borehole monitoring for changes in saturation and water potential, and (3) 
collection of seepage from the slot ceiling. The key features of new instruments developed for 
this field investigation are presented in Attachment VII. 
6.6.1.3 Liquid-Release Experiments 
Air-permeability measurements were done along 0.3-m sections of the injection borehole as 
described in Sections 6.1 and 6.4. The HPZ is located 2.32.6 m from the borehole collar and the 
LPZ is 0.75-1.05 m from the collar. In both HPZ and LPZ, a series of constant-head tests were 
conducted to determine the temporal changes in the rate at which the formation could take in 
water. In the HPZ, a second series of tests was conducted with different injection rates. Tests 
conducted in this field investigation are summarized in Table 16. The seepage rates into the slot 
were monitored. 
All the water used in the ESF was spiked with lithium bromide for mining-related activities and 
for most of the scientific investigations. Additional tracers were added to the water injected into 
the LPZ and during the first set of experiments in the HPZ (Table 16). During the tests, water 
that seeped into the slot was periodically sampled and analyzed for tracer concentrations. 
Water was released into the LPZ three times over a period of two weeks, starting on 
July 23, 1998 (Table 16). For the first release, water was injected at a constant pump rate of 
approximately 56 ml/min. At 66 minutes, water was observed in the overflow line, indicating 
that water was being injected at a rate higher than the intake capacity of the zone. At this time, 
the flow rate on the pump was immediately reduced to approximately 6.0 ml/min. Within 22

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ANL-NBS-HS-000005 REV00 119 March 2000 
minutes, return flow ceased, and water was injected continuously at this rate for the next 4 hours 
and 23 minutes. Based on the actual flow rate determined from transducers located at the bottom 
of the water reservoir (see Attachment VII-2), a total of 6.3 liters of water was injected into the 
zone, of which 0.7 liters was recovered as return flow. The other 5.6 liters was released into the 
formation. Average net release rate into the formation rate was approximately 17 ml/min. 
For the second liquid release in the LPZ, the constant-head injection system was used. The 
constant-head chamber was located adjacent to the injection borehole such that the head of water 
was 0.07 meters in the injection zone. This constant head was maintained for 4 hours in the 
injection zone, while the water level in the reservoir was continuously monitored. At the end of 
this constant-head period, water supply to the injection zone was discontinued, resulting in a 
falling-head boundary condition inside the injection zone. A total of 1.4 liters of water was 
introduced into the LPZ from both the constant-head and falling-head periods. 
The final release into the LPZ was initiated on July 29, 1998 when water was introduced into the 
formation under a constant head (of 0.07 m) that was maintained for 43 hours, after which the 
ponded water in the injection zone continued to percolate into the formation under a falling-head 
condition. During the test, 1.0 liters of water were released under the constant-head boundary 
while 1.2 liters were released under the falling head. 
Summing up all three tests in the LPZ, 9.2 liters of water were released to the formation under a 
combination of constant and falling-head boundary conditions at the point of injection. 
Water was injected into the HPZ during two groups of tests over a period of two weeks 
(Table 16). The first group of four tests was conducted during August 46, 1998 and the second 
group of four tests were conducted during August 2528, 1998. The first two tests (Tests HPZ-1 
and HPZ-2) in the first group were constant-head tests (of head 0.07 m) that served to establish 
the intake rates at which the injection zone could release water to the formation. The HPZ-1 
constant-head test rate was ~ 119 ml/min. The HPZ-2 constant-head test rate was ~98 ml/min. 
After HPZ-2 test, tests were conducted at constant flow rates. During the third test (Test HPZ-3) 
conducted on the next day, water was injected at approximately half the intake rates observed 
with the constant head system (i.e., ~ 53 ml/min). During the fourth test (Test HPZ-4) on 
August 6, 1998, water was injected at a constant rate of ~ 5 ml/min over 12 hours. During the 
second group of tests (Tests HPZ-5 through HPZ-8) over a period of four days starting on 
August 25, 1998, the injection rate was sequentially reduced from ~ 69, ~ 38, ~ 29 and finally to 
~ 14 ml/min.

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ANL-NBS-HS-000005 REV00 120 March 2000 
Table 16. Amount of Water and Types of Tracers Released into the Injection Borehole 
Date Test # Injection type 
Infiltration rate 
(ml/min) 
Volume of water 
injected 
(l) 
Additional Tracer * 
7/23/98 LPZ-1 Constant rate ~16 5.6 
Sodium Bromide 
2,3,6 Trifluorobenzoic acid 
7/24/98 LPZ-2 Constant head ~1.2 0.3 2,4,5 Trifluorobenzoic acid 
7/24-25/98 LPZ-2 Falling head 1.1 2,4,5 Trifluorobenzoic acid 
7/29-30/98 LPZ-3 Constant head ~0.5 0.4 3,5 Difluorobenzoic acid 
7/30-31/98 LPZ-3 Constant head ~0.5 0.6 3,5 Difluorobenzoic acid 
7/31-8/4/98 LPZ-3 Falling head 1.2 3,5 Difluorobenzoic acid 
8/4/98 HPZ-1 Constant head ~119 16.3 
Potassium Fluoride 
Pentafluorobenzoic acid 
8/4/98 HPZ-2 Constant head ~98 17.3 2,3,4 Trifluorobenzoic acid 
8/5/98 HPZ-3 Constant rate ~53 17.5 3,4 Difluorobenzoic acid 
8/6/98 HPZ-4 Constant rate ~5 3.4 2,3,4,5 Tetrafluorobenzoic acid 
8/25/98 HPZ-5 Constant rate ~69 18.4 
8/26/98 HPZ-6 Constant rate ~38 18.4 
8/27/98 HPZ-7 Constant rate ~29 18.2 
8/28/98 HPZ-8 Constant rate ~14 9.4 
DTN: LB990901233124.002 
NOTES: LPZ located 0.75-1.05 m from borehole collar 
HPZ located 2.30-2.60 m from borehole collar 
* All injected water was tagged with lithium bromide 
6.6.2 Observations of Wetting Front Migration and Fracture Flow 
Water released in the injection borehole flowed through the fractured rock and, in the case of the 
HPZ, some of the water seeped into the slot located 1.6 m below. Liquid-release rates in the 
injected zone were measured, saturation and water-potential changes were observed along 
monitoring boreholes, and seepage water into the slot was collected. 
6.6.2.1 Liquid-Release Rates 
Measurements of liquid-release rates in the LPZ in this test bed in fractured welded tuff 
exhibited a response similar to that observed for (unfractured) porous media. The initially high 
rates asymptotically approached low steady-state values of ~ 0.35 ml/min (Figure 46a). Near 
continuity was observed in the decreasing liquid-release rates even with a five-day gap between 
liquid releases into the formation (Figure 46b).

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 121 March 2000 
7/23-24/98 
0
5 
10 
15 
20 
25 
30 
35
9:00 15:00 21:00 3:00 9:00 15:00 
Intake Rate (ml/min) 
(a) 
18:00 21:00 0:00 3:00 6:00 9:00 
7/30- 31/98 
(b) 
DTN: LB990901233124.002 
Figure 46. Water Intake Rates Observed in the Low Permeability Zone. 
For the first two constant-head tests conducted in the HPZ, the rates of liquid release varied 
significantly during and between tests (Figure 47). In the first test, the liquid-release rate 
continued to climb for the first sixty minutes and then remained steady for the next 15 minutes 
before briefly increasing sharply. For the remainder of the test it continued to fluctuate between 
70 and 160 ml/min. In the second test, the liquid-release rate rapidly increased for the first 
15 minutes. The rate then slowly decreased and steadied off to ~100 ml/min. Ninety minutes into 
the test, the liquid-release rate briefly fell to 35 ml/min, sharply increased to 130 ml/min, and 
slowly decreased to a quasi-steady rate of 90 ml/min in the next 80 minutes. 
0 
40 
80 
120 
160 
200
0 20 40 60 80 100 120 140 160 180 
Elapsed Time (min) 
Test 1 
Test 2 
Intake Rate (ml/minute) 
DTN: LB990901233124.002 
Figure 47. Water Intake Rates Observed in the High Permeability Zone.

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ANL-NBS-HS-000005 REV00 122 March 2000 
6.6.2.2 Formation Wetting and Drying 
In the two monitoring boreholes (C and D, shown in Figure 45b) located below the injection 
borehole (A), changes in saturation were detected both by the electrical resistivity probes (ERPs) 
as shown in Figure 48a and Figure 48c and by the psychrometers as shown in Figure 48b and 
Figure 48d. The ERPs consisted of two electrical leads sandwiched between pieces of filter 
paper. The results in Figure 48 are the responses to liquid release in the LPZ located 0.751.05 m 
from the borehole collar. In both boreholes, large changes in saturation were detected by either 
ERPs or psychrometers or both located between 0.9 and 1.9 m from the collar. At a distance of 
2.15 m from the borehole collar, the changes were much smaller. 
The wetting process reduces electrical resistance and increases the water potential (making it less 
negative). The drying process induces opposite changes. In borehole C the first drying response 
was detected by the ERP located at 0.90 m from the borehole collar, as illustrated in Figure 48a. 
A step increase in resistance was observed 30 minutes after water had been released, suggesting 
some initial drying with dry air preceding a wetting front. Two hours later, an abrupt increase in 
wetting was indicated by a stepped decrease in resistance. ERPs located at 1.15, 1.40, and 1.65 m 
also detected the arrival of a wetting front within 2 to 4 hours of liquid release. In borehole D 
(Figure 48c), the ERPs located at 0.9 and 1.15 m from the collar were first to detect increases in 
saturation, 30 minutes after the first release of water. At distances of 1.40 and 1.65 m, the 
wetting front arrived 6 hours later. 
In both boreholes, the probes that had the largest and quickest responses (i.e., probes located 
between 1.15 and 1.65 m) were also the ones that showed some drying between the two injection 
events. Probes located at a distance of 0.901.15 m detected a continuous drying trend after the 
initial period of injection. 
The borehole C psychrometer data in Figure 48b supported the ERP data in Figure 48a with 
smoother and more systematic changes induced by wetting front arrivals. The sensors closer to 
the release point had larger changes in water potential. At distances between 1.40 and 2.15 m 
from the collar, water potentials were between -140 and -75 m before the first injection. 
Immediately after water was introduced, water potentials began to rise steadily for the next four 
days, reaching values between -70 and -30 m. In response to the second injection period (i.e., 
July 29August 4, 1998 in Table 16), the most noticeable increases in potentials were observed 
in the psychrometer located at 1.40 m, where water potentials increased from -40 to -15 m after 
the second injection period. In borehole D, illustrated in Figure 48d, changes in water potential 
were observed between 0.90 and 1.90 m following the first injection. However, the extent of 
drying as seen in the decrease in water potentials at 1.40 and 1.65 m was greater than observed in 
borehole C. During the second wetting event, water potentials in this zone were similar to those 
observed following the first event. Oscillatory responses could be related to variations of drift 
conditions for sensors near the borehole collars. This is a speculative interpretation to be 
substantiated or refuted.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 123 March 2000 
0 
100 
200 
300 
400
21-Jul 23-Jul 25-Jul 27-Jul 29-Jul 31-Jul 2-Aug 4-Aug 
Resistance (kilo-ohms)
D-1.65 & D-1.90 
D-1.40 
D-2.15 
D-0.90 & D-1.15 
(c) 
0 
100 
200 
300 
400 
500 
600 
700
21-Jul 23-Jul 25-Jul 27-Jul 29-Jul 31-Jul 2-Aug 4-Aug 
Resistance (kilo-ohms) 
C-1.15 & C-1.40 
C-1.90 & C-2.15 
C-0.90
C-1.65 
(a) 
-160 
-120 
-80 
-40
0
21-Jul 23-Jul 25-Jul 27-Jul 29-Jul 31-Jul 2-Aug 4-Aug 
Water Potential (m) 
C-1.40 
C-2.15 
C-1.65 
C-1.90 
(b) 
-160 
-120 
-80 
-40
0
21-Jul 23-Jul 25-Jul 27-Jul 29-Jul 31-Jul 2-Aug 4-Aug 
Water Potential (m) 
D-1.65 
D-2.15 
D-0.90 
D-1.90 
D-1.40 
(d) 
DTN: LB990901233124.002 
Figure 48. Changes in Electrical Resistance and Water Potential Detected during Liquid Injection into 
the Low Permeability Zone. The legend identifies the sensor location in borehole (C & D) and 
distance of sensor from the borehole collar. Shaded zones indicate the duration of liquidrelease 
events. Note resistance axis is inverted.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 124 March 2000 
Similar to the injection response in the LPZ, changes in saturation were detected both by the 
ERPs and psychrometers in the monitoring boreholes (Figure 49) from liquid releases into the 
HPZ located 2.302.60 m from the borehole collar. In borehole C, changes in saturation were 
observed between 1.9 and 3.4 m from the borehole collar, with the largest changes observed 
between 2.15 and 3.15 m. Both the ERPs and the psychrometers detected the changes. The 
largest changes in water potentials were detected between 2.15 and 2.40 m from the borehole 
collar in borehole C, where pre-injection water potentials, which were between -70 to -60 m, 
climbed to between -20 and -10 m, after the first set of releases. These values persisted after the 
second set of releases. In borehole D, saturation changes were observed over a slightly wider 
span along the borehole (i.e., 1.65 to 3.65 m from the borehole collar), with the noticeable 
changes observed between 1.90 and 3.40 m from the borehole collar. After the initial release of 
water in the HPZ, water potentials between locations 2.15 and 2.90 m increased over a period of 
a week. These were between -15 to -5 m for the duration of the remaining liquid releases. 
In both boreholes, the psychrometer data suggest that after the first batch of water releases (i.e., 
August 46, 1998) water potentials were significantly increased (e.g. -60 to -20 m) which then 
persisted until the start of the second period of injection (August 2528, 1998). During this 
second set of injections, more water was retained by the formation, resulting in further increases 
in water potentials. The ERP and psychrometer data indicate that the zones between 2.15 and 
2.40 m in borehole C, and between 2.15 and 2.65 in borehole D, showed the largest changes 
during active testing.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 125 March 2000 
-80 
-60 
-40 
-20
0
1-Aug 5-Aug 9-Aug 13-Aug 17-Aug 21-Aug 25-Aug 29-Aug 2-Sep 
Water Potential (m) 
D-1.90 
D-2.15 
D-2.40 
D-2.65 D-2.90 
(d) 
-80 
-60 
-40 
-20
0
1-Aug 5-Aug 9-Aug 13-Aug 17-Aug 21-Aug 25-Aug 29-Aug 2-Sep 
Water Potential (m) 
C-1.65 
C-2.15 
C-1.90 
C-2.40 
C-2.90 
(b) 
0 
100 
200 
300 
400
1-Aug 5-Aug 9-Aug 13-Aug 17-Aug 21-Aug 25-Aug 29-Aug 2-Sep 
Resistance (kilo-ohms) 
C-2.90 
C-1.65 
C-2.15 
C-3.65 
C-2.65 
C-1.90
C-3.40 
(a) 
0 
100 
200 
300 
400
1-Aug 5-Aug 9-Aug 13-Aug 17-Aug 21-Aug 25-Aug 29-Aug 2-Sep 
Resistance (kilo-ohms) 
D-3.15 
D-1.65 D-1.90 
D-2.15 
D-2.40 
D-2.90 
D-3.40 
D-3.65 
(c) 
DTN: LB990901233124.002 
Figure 49. Changes in Electrical Resistance and Water Potential Detected during Liquid Release into 
the High Permeability Zone. The HPZ is located between 2.30 to 2.60 m from the borehole 
collar. The legend identifies the sensor location in borehole (C & D) and distance of sensor 
from the borehole collar. Shaded zones indicate the duration of two groups of liquid-release 
events. Note resistance axis is inverted.

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ANL-NBS-HS-000005 REV00 126 March 2000 
6.6.2.3 Seepage into the Slot 
Seepage into the slot was observed during all eight tests in the HPZ (and none in the LPZ tests). 
The test results are summarized in Table 17. The eight tests were conducted in two groups (Table 
16 and illustrated in Figures 48 and 49 as two shaded test duration zones). During the first test in 
the first group (Test HPZ-1), water was first observed on the slot ceiling five minutes after the 
start with 0.41 liters of water released under constant-head conditions. In the HPZ-2 and HPZ-3 
tests, water appeared in the slot within 3 minutes after 0.17 and 0.14 liters, respectively, had been 
released. In the HPZ-4 test, water appeared in the slot after five hours with 1.50 liters of water 
injected at a rate of 5 ml/min. 
In the second group of tests, travel time for the first drop of water was 3 minutes after 0.14 liters 
was injected at a rate of ~ 69 ml/min (Test HPZ-5). In the HPZ-6 and HPZ-7 tests, the arrival 
time of the wetting front was 7 minutes after 0.26 and 0.20 liters of water were injected at a rate 
of 38 and 29 ml/min, respectively. In the final HPZ-8 test, water first appeared in the slot after 
1:08 hr, with 0.90 liters injected into the formation at a rate of 14 ml/min. 
Table 17. Summary of Liquid-Injection Tests in the High Permeability Zone. 
Volume of Water In Formation 
(l) 
Test 
Number 
Injection 
Rate 
(ml/min) 
Duration of 
Injection 
(hh:mm) 
Volume 
Recovered 
(l) 
Travel Time 
of First Drop 
(hh:mm) 
At First Drop At End of 
Injection 
Water 
Retained in 
Formation 
(%) 
HPZ-4 5 11:54 0.36 5:00 1.51 3.03 89 
HPZ-8 14 11:19 4.56 1:08 0.90 4.82 51 
HPZ-7 29 10:36 13.21 0:07 0.20 5.02 28 
HPZ-6 38 8:00 14.73 0:07 0.26 3.71 20 
HPZ-3 53 5:25 11.14 0:03 0.14 6.31 36 
HPZ-5 69 4:26 11.47 0:03 0.14 6.90 38 
HPZ-2 98 2:56 12.17 0:03 0.17 5.15 30 
HPZ-1 119 2:17 11.61 0:05 0.41 4.67 29 
DTN: LB990901233124.002 
NOTES: Volumes in liters 
Time in hr:min 
Injection rates in ml/min 
The fraction of injected water recovered in the slot continued to increase as each test progressed. 
Significant variability was observed in the percentage of water recovered and the seepage rate 
during and between tests (Figure 50a and b). Seepage variability was related to both the amount 
of water injected and the rate at which water was released into the formation. Early in each test, 
the amount of water recovered sharply increased. The percentage of injected water recovered 
approached relatively constant values after approximately 10 liters of water had been injected. 
Intermittent seepage behavior (Figure 50b) was observed during all the tests.

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0 
10 
20 
30 
40 
50 
60 
70 
80 
90 
0 2 4 6 8 10 12 14 16 18 
Cumulative Injected Volume (l) 
Cumulative Volume of Water Recoverd (%) 
~ 14 ml/min 
~ 29 ml/min 
~ 38 ml/min 
~ 53 ml/min 
~ 69 ml/min 
~ 98 ml/min 
(a) 
0 
10 
20 
30 
40 
50 
60 
70 
80 
90
0 2 4 6 81 0 12 14 16 18 
Injected Volume (l) 
Seepage Rate ml/min 
(b) 
DTN: LB990901233124.002 
Figure 50. Seepage into Slot: (a) Percentage of Injected Water Recovered and (b) Seepage Rates for 
Various Release Rates.

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ANL-NBS-HS-000005 REV00 128 March 2000 
As illustrated in Figure 51, the percentage of the amount of injected water recovered at the 
release rate of 38 ml/min was higher than the percentages at other injection rates. The first 
maximum percentage could be associated with the dominant flow path connecting the injection 
zone with the outflow slot boundary. With increasing injection rate, additional flow paths, either 
through other fractures or through other areas in the same fracture, could contribute to the 
storage and flow of additional water. 
Figure 51 also illustrates the distribution of seepage among the collection trays in the slot. As 
each test progressed, water initially appeared on the slot ceiling at one single point directly below 
the injection zone, and seepage water was collected from four trays located around the point of 
entry. During these tests, water seeping into the slot was largely concentrated in a single tray, 
with the three other trays collecting significantly smaller amounts of water. Slight increases at 
higher injection rates were noticeable in some of the secondary trays. The remaining 24 trays 
stayed dry during all the liquid-release tests.

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ANL-NBS-HS-000005 REV00 129 March 2000 
0 
20 
40 
60 
80 
100 
0 20 40 60 80 100 120 
Injection Rate (ml/min) 
% of Injected Fluid Recovered 
Tray 1-5 
Tray 1-6 
Tray 2-12 
Tray 2-13 
Tray-Total 
Tray 1-5 
Tray 1-6 
Tray 2-12 
Tray 2-13 
Liquid injection zone 
Injection borehole 
Collection trays 
(a) 
(b) 
DTN: LB990901233124.002 
Figure 51. Seepage into Collection Trays in the Slot: (a) Tray Configuration and (b) Percentages of 
Injected Water Recovered for Different Trays.

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In all the tests during which there was seepage, 0.5 to 1.3 liters of water entered the slot after the 
water supply to the formation was switched off (Figure 52). Most of this water was collected 
within one hour, with recovery rates being largest immediately after the test. The constant-head 
test with ~98 ml/min release rate had a stepped nature to the post-injection recovery. During 
the first fifteen minutes, the 0.8 liters of collected water appeared in four bursts, each containing 
0.103 liters of water. Changes of similar magnitudes were observed in the tests with injection 
rates of ~53 ml/min and ~14 ml/min (with one late burst each shown in Figure 52). 
0 
0.3 
0.6 
0.9 
1.2 
1.5
0:00 0:15 0:30 0:45 1:00 1:15 1:30 
Time Since End of Fluid Injection (hr:min) 
Volume Recovered (l) 
~14 ml/min 
~29 ml/min 
~38 ml/min 
~53 ml/min 
~69 ml/min 
~98ml/min 
DTN: LB990901233124.002 
Figure 52. Volume of Water Recovered in the Slot after Liquid Injection into the High Permeability Zone 
was Stopped. 
6.6.2.4 Tracer Recovery 
Tracers injected in the HPZ were detected in the water samples collected in the slot. (None of the 
traced water introduced in the LPZ was recovered.) Typically, tracers introduced in one test were 
rapidly flushed out of the system during the subsequent test (Figure 53). The pattern of recovered 
concentrations of tracers suggests that plug flow was the dominant process by which new water 
replaced old water from the previous test. Some recovery of tracers from the formation was 
observed during subsequent tests.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 131 March 2000 
0.0 
0.2 
0.4 
0.6 
0.8 
1.0 
10 20 30 40 
Cumulative Volume in Tray-6 (L) 
Relative Concentration (C/C0) 
PFBA 
2,3,4-TFBA 
3,4-DFBA 
2,3,4,5-TeFBA 
08/04/98 AM 
119 ml/min 
16.3 L 
08/04/98 PM 
98 ml/min 
17.4 L 
08/05/98 
53 
ml/min 
08/06/98 
5 ml/min 
3.43 L 
08/26/98 
38 ml/min 
18.4 L 
08/25/98 
69 ml/min 
18.4 L 
08/27/98 
29 ml/min 
18.2 L 
08/28/98 
9.38 L 
Rebounding 
HPZ-1 HPZ-2 HPZ-3 HPZ-4 HPZ-5 HPZ-6 
0 
DTN: LB99091233124.001 
Figure 53. Tracer Concentrations in Seepage Water Following Injection into the High Permeability Zone.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 132 March 2000 
6.7 ANALYSES OF FLOW THROUGH THE FAULT AND MATRIX IN THE TEST 
BED AT ALCOVE 4 
The evolution of a flow field and the migration of a wetting front following the release of liquid 
into a fault and matrix were evaluated in a test bed using a cluster of horizontal boreholes. 
6.7.1 Flow Tests in Paintbrush Tuff Unit Layers and Fault 
Field experiments were conducted in the PTn within the ESF at Yucca Mountain. These 
experiments included multiple releases of tracer-laced water in isolated zones along three 
horizontal boreholes. The zones into which water was released were selected based on 
air-permeability measurements conducted over 0.3-m sections of borehole (Section 6.5.2). The 
plumes that developed from these releases were monitored in six separate horizontal boreholes. 
During and following liquid-release events, changes in saturation and water potential along 
horizontal monitoring boreholes were continuously recorded by an automated data acquisition 
system. 
6.7.1.1 The Test Bed 
The test bed is located at Alcove 4 in the ESF. It is accessed through an alcove excavated (by an 
Alpine miner) at approximately 67 degrees to the central axis of the ESF North Ramp. Alcove 4 
transects portions of the lower Pah Canyon Tuff (Tpp) and the upper pre-Pah Canyon bedded 
tuffs (Tpbt2) of the PTn (nomenclature of Buesch et al. 1996, p. 7). The central axis of the alcove 
has an azimuth of 6 degrees, which coincides with the approximate strike of the PTn units in the 
vicinity. The north face of the alcove, in which the test bed is located, is approximately 6 m wide 
and 5.3 m high (Figure 54).

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6 meters 
Reddish Argillic Layer 
Fault 
Fracture 
PrePah Canyon 
Bedded tuff 
(Tpbt2D) 
Pah Canyon Tuff 
(Tpp) 
USGS 
boreholes 
Rock 
Bolts 
? 
0 +1 +2 +3 +4 +5 +6 
4 
5 
6 7 8 
11 
12 
15
16 
0.305 m 
overcored 
holes 
3 
2 
1 
PrePah Canyon 
Bedded Tuff 
(Tpbt2C) 
F/M#2 
F/M#10 
F/M#1 F/M#11 
F/M#12 
F/M#4 
F/M#6, #7, #8 
F/M#5 
F/M#3 
F/M#9 
G1 
G2 
G3 
C2 
C3 
C4
C1 
C7 
C8 
C9 
C10 
C6 
G4 
0.0762 m diameter (NQ) boreholes app roximate depth 6 m 
0.0254 m diameter boreholes depth of "G" holes 1 m, depth of "C" holes 2 m 
Figure 54. Geological Sketch for the North Face of Alcove 4 in the ESF at Yucca Mountain. Also 
included are location of boreholes and the slot. 
The lower Tpp and upper Tpbt2 units D and C (units from Moyer et al. 1996, pp. 46-50) are 
exposed along the north face of Alcove 4. Tpp is nonwelded and pumice-rich. It exhibits a 
chalky-white color and is apparently zeolitically altered (based on destruction of the texture of 
the matrix ash and destruction of the integrity of the glass shards, Moyer et al. 1996, p. 46). 
Zeolitic alteration in the North Ramp of the ESF commonly follows fractures and faults that cut 
through the Tpp and Tpbt2 units (Barr et al. 1996, p. 44). The contact between the lower Tpp and 
upper Tpbt2D is sharp in Alcove 4, marked by distinct color changes. Tpbt2D is also nonwelded, 
possibly reworked, and has variably abundant (while zeolitically altered) pumice within a fine- to 
coarse-grained, medium-brown matrix. 
Below Tpbt2D, lying in the upper Tpbt2C, is a thin (0.20-0.30 m), light pink to red argillically 
altered layer that is almost completely offset by a small, westward-dipping normal fault.

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Alteration within this layer can be traced from the end of Alcove 4 out into the North Ramp. It is 
uncertain whether the argillic alteration seen in Alcove 4 is laterally continuous, though reddish 
alteration is commonly observed in several boreholes and in outcrops across Yucca Mountain at 
the same stratigraphic horizon (Moyer et al. 1996, pp. 54-55). The remaining Tpbt2C exposed 
along the north face below the argillic layer is massive and nonwelded, has very pale tan 
coloring, and contains abundant, coarse pumice and lithic fragments. 
Cutting the north face of Alcove 4 is a normal fault with a small offset (0.25 m). As mapped 
along the crown at the end of the alcove (Barr et al. 1996, full-periphery geologic map 
OA-46-289, DTN: GS960908314224.020 for the crown, but not for the end face), the fault has a 
strike of approximately 195 degrees and a westward dip of 58 degrees. The fault is open in the 
ceiling and is closed, with knife-edge thickness, near the invert on the north face. Intersecting the 
fault near the alcove crown along the north face is a high-angle fracture. The cause of the 
fracture is uncertain and could have been induced by drilling or drying, considering the location 
of rock bolts and the clay content of the rocks. The orientation of the fracture is unknown, 
though it has an apparent eastward dip of about 75 degrees. Similar to the fault, the fracture 
appears to have a large aperture near the ceiling and a much smaller aperture (eventually 
becoming undetectable) near the invert. 
Two distinct features that were imposed on the formation define the layout of the field 
experiment, i.e., a horizontal slot and a series of horizontal boreholes. The slot, located 
immediately below the test bed, was designed to capture any seepage resulting from gravity 
drainage. It was excavated by a drilling sequence that required 0.10-m diameter pilot holes 
drilled parallel at 0.22-m spacing, perpendicular to the alcove wall. These pilot holes were then 
over-cored by a 0.3-m drill-bit to excavate a 6.0-m-wide, 4.0-m-deep and 0.3-m-high cavity 
located approximately 1.5 m above the alcove floor. I-beam supports were installed along the 
length of the slot to prevent it from collapsing during the duration of the field tests. 
Twelve 6.0-m-long, 0.1-m-diameter boreholes were drilled into the alcove face, as illustrated in 
Figures 54 and 55. Boreholes 1, 4, 11 and 12 were positioned to intersect the fault for the 
purpose of conducting flow tests within the fault. Borehole 2 was located to detect moisture that 
could migrate through the matrix below borehole 12. Borehole 12 was the injection borehole for 
the fault flow tests conducted. The configuration of boreholes 5, 6, 7, and 8 was designed to 
investigate the nature of matrix flow in the Tpp, with borehole 5 serving as the injection borehole 
and 6, 7, and 8 equipped with probes to detect changes in moisture conditions. Borehole 3 on the 
left side of the fault and Boreholes 15 and 16 away from the injection boreholes were not 
instrumented for the tests conducted. (Boreholes 9, 10, 13, and 14 were planned but not drilled).

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 135 March 2000 
North Face of Alcove 4 
X (m eters) 
Z (m 
eters) 
Y (meters) 
Fault Plane 
5 
6 7 8 
1 5 
1 6 
4 
1 2 
1 
1 1 
2 
1 2 
1 
1 1 
4 
slo t 
Tpp 
Tpbt2C 
Tpbt2D 
Red argillic layer 
1 5 
1 6 
Figure 55. Schematic Illustration of Three-Dimensional View of the Boreholes, Slot, and Lithological Unit 
Contacts in the Alcove 4 Test Bed. 
6.7.1.2 Instrumentation 
The flow investigation had three distinct components: (1) controlled release of water into 
isolated zones, (2) borehole monitoring for changes in saturation and water potential, and (3) the 
monitoring of seepage from the slot ceiling. For each component, new instruments were 
developed, details for which are described in Attachment VII. Because water did not seep into 
the slot, the seepage monitoring system was not used. Key features of the liquid-injection and 
borehole-monitoring system are presented in the following sections. 
6.7.1.2.1 Fluid Injection 
The liquid-release experiments required water to be injected into the formation over a 0.3-m 
section of borehole with a constant-head boundary condition to determine the maximum rates at 
which the zone could take in water. The main components of the fluid-release apparatus included 
an inflatable packer system used to isolate the injection zone, a pump to deliver water to a 
constant-head chamber from which water was introduced in to the injection zone, and a reservoir 
to provide a continuous supply of water. To capture the temporal variability in vertical flux of 
water from the injection zone, we developed an automated liquid-release system to measure 
changing flow rates on a ponded surface. This system allowed for continuous measurement of 
local liquid-release rates during the entire experiment.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 136 March 2000 
6.7.1.2.2 Borehole Monitoring 
In six monitoring boreholes (Boreholes 1, 2, 11, 6, 7, and 8 in Figure 55) located above the slot, 
changes in saturation and water potential were continuously recorded during the entire 
investigation. Changes in saturation along boreholes were measured with ERPs located at 0.25-m 
intervals along a 6.0-m length of each borehole. Water potential measurements were made with 
psychrometers, as described in Attachment VII for Alcove 6 testing. The psychrometers and 
ERPs were housed in special Borehole Sensor Trays (BSTs) installed along the length of each 
monitoring borehole. 
6.7.1.3 Liquid-Release Experiments 
Air-permeability measurements were made along 0.3-m sections of all nine boreholes to 
determine the exact location of the fault in boreholes 4, 11 and 12, as discussed in Section 6.5.2. 
All water used in the ESF (for mining-related activities and scientific investigations) was spiked 
with the same concentration of lithium bromide. For the entire duration of the experiments, 
saturation and water-potential changes along the monitoring boreholes were continuously 
measured. 
A total of 193 liters of water was released into borehole 12 during seven events, under 
constant-head conditions, between October 21 and November 5, 1998, as summarized in 
Table 18. In this borehole, as in all others, water was released over a 0.30-m interval. Here, the 
injection interval was centered at a distance 1.4 m from the borehole collar, determined from airpermeability 
measurements to be the location of the fault. 
Table 18. Summary of Liquid Releases into the Fault Zone in Borehole 12 
Test 
Number 
Date 
(mm/dd/yy) 
Volume Injected 
(l) 
Duration 
(hh:mm) 
Average Intake 
rate (ml/min) 
1 10/21/98 42.90 5:12 138 
2 10/22/98 41.44 5:59 115 
3 10/26/98 21.34 4:22 81 
4 10/27/98 29.53 6:59 70 
5 10/28/98 22.16 6:10 60 
6 11/04/98 17.08 5:48 49 
7 11/05/98 18.85 6:31 48 
DTN: LB990901233124.005

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 137 March 2000 
In borehole 5 away from the fault, water was released into two zones. In the first zone (located 
1.50 to 1.80 m from the collar) 1.37 liters of water were released to the zone on October 19, 
1998, and a similar volume was released on October 20, 1998. Because a problem was detected 
with the constant-head system, no more water was injected into this zone. On October 27, 1998, 
after the injection system was repaired, water was released into borehole 5 at a distance of 2.44 
2.74 m from the borehole collar. In this zone, 6.5 liters of water were released under constant 
head conditions over a period of 23 days. 
6.7.2 Observations of Fault Flow and Matrix Flow 
During and following the release of water into the test bed, intake rates (rates of water moving 
into the formation during constant-head tests), travel times, and lateral dispersion of the plume 
(as seen along the length of horizontal boreholes) were continuously monitored. In the following 
section, the observed hydrologic responses to liquid releases in the three zones as detected by 
ERPs and psychrometers are presented. 
6.7.2.1 Fault Responses 
6.7.2.1.1 Intake Rates 
Water was injected into the section of borehole 12 that intercepted the fault approximately 
1.40 m from the collar. Here, 193 liters of water were released into the formation during seven 
events that extended over a period of two weeks as illustrated in Figure 56. Each event lasted 
between 4 and 7 hours, during which 2043 liters of water entered the injection zone. Each 
release event began with water filling the 1.37-liter injection cavity in about 3 minutes, after 
which the liquid-release apparatus kept the injection zone filled by maintaining a constant-head 
boundary for the period of injection. After water was injected into the formation, the 1.37 liters 
of water occupying the injection zone were released to the formation under falling head 
conditions.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 138 March 2000 
0 
50 
100 
150 
200 
250 
0 500 1000 1500 2000 2500 
Cummulative Injection Time (min) 
Intake Rate (ml/min) 
Test 1 Test2 Test 3 Test4 Test5 Test6 Test 7 
DTN: LB990901233124.005 
Figure 56. Intake Rates along the 0.3-m Zone Located on the Fault in Borehole 12. 
During Test 1 into the fault, the intake rate dropped from 200 ml/min to 120 ml/min over a 
period of 180 minutes before recovering to 145 ml/min in the next 120 minutes. In Test 2, 
conducted one day later, the intake rate dropped from 200 ml/min to 120 ml/min over a period of 
80 minutes before remaining fairly constant for the next 100 minutes. Approximately 180 
minutes after this release event started, the intake rates began to drop steadily, reaching a rate of 
95 ml/min by the end of the test. In Test 3, which was initiated four days later, the intake rates 
rapidly dropped to 95 ml/min during the first 40 min and then continued to decrease at a more 
gradual rate for the next 200 minutes to a rate of 70 ml/min. During Tests 4 and 5, conducted 
during the next two days, the pattern of rate change was similar, with an initially high intake rate 
quickly dropping to a near constant value (70 to 60 ml/min, respectively). In Test 4, this constant 
value persisted 300 min into the test, after which there was a gradual decrease in intake rates for 
the remainder of the test. During Test 6, which began after a six-day hiatus, water was injected 
during two intervals. During this test, water was introduced under constant-head conditions for 
140 and 158 minutes periods with a gap of 22 minutes, during which water imbibed into the 
formation under a falling head. The intake rates rapidly dropped to 50 ml/min. In Test 7 into this 
zone, the intake rates again dropped to 50 ml/min after 100 minutes of release. The rates 
gradually decreased during the 200 minutes of injection, which approached 40 ml/min after 18 
liters of water had been injected.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 139 March 2000 
6.7.2.1.2 Travel Times in Fault 
When water was introduced into borehole 12, the time taken for the wetting front to travel 
1.07 m along the fault to borehole 11 varied among the seven tests (Figure 57). In the first test, 
water was detected in the lower borehole ~300 minutes after the first release, while in the second 
test the travel time was reduced to ~200 minutes. For the third test, this travel time was 
~250 min; in the fourth test, water appeared in the fault in borehole 11 within ~150 minutes. The 
fastest travel time was observed for the fifth test when the front arrived within ~120 minutes in 
borehole 11. In the last two tests, the travel times were significantly slower, with increasing 
saturations observed 400 and 700 minutes after the initial release of water. 
0 
20 
40 
60 
80 
100 
120 
140
0 100 200 300 400 500 600 700 800 900 1000 
Elapsed Time (minutes) 
Resistance (K-ohms) 
Test 1 
Test 7 
Test 6 
Test 5 
Test 4 
Test 3 
Test 2 
DTN: LB990901233124.005 
Figure 57. Wetting Front Arrival in Borehole 11 Following Liquid Released into the Fault in Borehole 12.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 140 March 2000 
6.7.2.1.3 Dispersion 
Water injected into the fault in borehole 12 was detected along the length of borehole 11 by 
ERPs located between 0.65 and 2.40 m (Figure 58). Unlike the ERP located on the fault (1.40 m 
from the collar), which showed a stepped response to individual release events, these other ERPs 
showed a slow, gradual decrease in resistance measurements. The first response was seen in the 
ERPs located on either side of the fault with the one at 1.65 m responding first. ERPs located 
between the alcove face and the fault appeared to be significantly drier at the start of the 
experiment than those located deeper in the test bed. These ERPs responded with larger 
decreases in resistance measurements following the start of the release water. The largest 
response to the injection events in borehole 12 was detected between 0.9 and 1.65 m from the 
collar in borehole 11. 
0 
50 
100 
150 
200 
250 
300 
350
21-Oct 23-Oct 25-Oct 27-Oct 29-Oct 31-Oct 2-Nov 4-Nov 
Resistance (kilo-ohms) 
11U-0.65 
11U-0.90 
11U-1.15 
11U-1.40 
11U-1.65 
11U-1.90 
11U-2.15 
11U-2.40 
11U-3.40 
11U-3.65 
11U-3.90 
DTN: LB990901233124.005 
Figure 58. Changes in Electrical Resistance in Borehole 11 in Response to Liquid Released into the 
Fault in Borehole 12. The legend indicates the location of the measurement (in meters) from 
the collar. The U indicates that these are measurements from the upper BSTs in the 
borehole.

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In borehole 2 located 0.97 m vertically below borehole 12, the first ERPs to detect the wetting 
front were centered immediately below the fault (Figure 59). Here, at a distance of 1.15 to 
1.65 m from the borehole collar, changes in saturation were detected almost one week after the 
first injection event on October 21, 1998. Over the next three weeks, ERPs at 1.15 and 1.40 m 
continued to detect increasing saturations, while the ERP at 1.65 m wetted for four days before 
maintaining a relatively constant saturation level for the next 18 days. At depths between 1.90 
and 2.40 m, the response was delayed very slightly. 
100 
150 
200 
250 
300 
350 
26-Oct 2-Nov 9-Nov 16-Nov 23-Nov 30-Nov 7-Dec 
Resistance (kilo-ohms) 
2U-0.65 
2U-0.90 
2U-1.15 
2U-1.40 
2U-1.65 
2U-1.90 
2U-2.15 
2U-2.40 
2U-3.40 
2U-3.65 
2U-3.90 
2U-4.15 
2U-4.40 
DTN: LB990901233124.005 
Figure 59. Changes in Electrical Resistance in Borehole 2 in Response to Liquid Released into the Fault 
in Borehole 12. The legend indicates the location of the measurement (in meters) from the 
collar. The U indicates that these are measurements from the upper BSTs in the borehole.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 142 March 2000 
6.7.2.2 Matrix Responses 
6.7.2.2.1 Intake Rates 
When water was released into borehole 5, in the zone 2.442.74 m from the collar, the intake 
dropped steeply to 1 ml/min within 150 minutes (Figure 60). The intake rate then continued to 
gradually decrease over the next 2,000 minutes before reaching a constant rate of ~0.1 ml/min. 
This rate remained approximately constant for the entire duration of test. 
0
0
0
1
1
1 
0 5000 10000 15000 20000 25000 30000 
Elapsed Time (min) 
Intake Rate (ml/min) 
DTN: LB990901233124.005 
Figure 60. Intake Rates along a 0.3-m Zone in the Matrix Located 2.442.74 m from the Collar in 
Borehole 5.

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6.7.2.2.2 Wetting Front Migration 
Following the first release of water in borehole 5 on October 27, 1998 (at 2.442.74 m from the 
collar), the wetting front was detected in the upper section of borehole 6 (located 0.45 from 
borehole 5) after a period of 14 days on November 10, 1998 at a distance of 2.90 m from the 
collar (Figure 61). Some of the sensors near the collar had high resistance values and fluctuating 
changes that might represent responses to additional drying and wetting processes near the 
borehole collar. 
0 
100 
200 
300 
400 
500 
600 
700 
800 
27-Oct 3-Nov 10-Nov 17-Nov 24-Nov 1-Dec 8-Dec 15-Dec 
Resistance (kilo-ohms)
6B-0.90 
6B-1.15 
6B-1.40 
6B-1.65 
6B-1.90 
6B-2.15 
6B-2.40 
6B-2.65 
6B-2.90 
6B-3.15 
6B-3.40 
6B-3.65 
6B-3.90 
DTN: LB990901233124.005 
Figure 61. Changes in Electrical Resistance in Borehole 6 in Response to Liquid Released in 
Borehole 5. The legend indicates the location of the measurement (in meters) from the collar. 
The B indicates that these are measurements from the lower BSTs in the borehole.

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6.8 COMPILATION OF WATER-POTENTIAL MEASUREMENTS IN NICHES 
Measurements of water potentials from three niche sites in the ESF are presented. These sites are 
located on the west side of the ESF Main Drift at Niches 3566, 3650, and 3107. Two faults (the 
Ghost Dance and Sundance faults) lie within the immediate vicinity of the niches, with Niche 
3566 lying between the Sundance fault and a cooling joint branching out from the fault. 
The primary objective of this effort was to determine the water potential at various points within 
the three niche sites. To meet this objective, we adapted a common method to measure water 
potential, the use of psychrometers, for borehole application. The psychrometers were also used 
in wetting front detection, as described in Section 6.6 for Alcove 6 and Section 6.7 for Alcove 4. 
The sensitivity of psychrometer performance is described in Attachment VIII. 
6.8.1 Location and Timing of Water-Potential Measurements at Niches 
Water potentials were measured either along the length or at the ends of 0.0762-m-diameter 
boreholes. Three different types of housing units were used to locate psychrometers in the 
boreholes. The main feature of the housings was the creation of a small air chamber that allowed 
for quick equilibration and measurements of humidity close to the borehole wall. 
At Niche 3566, two separate sets of measurements were made: i.e., before and after niche 
excavation. Pre-excavation measurements were made in May 1997 in three holes (U, M, and B) 
at a distance of 10 m from the borehole collar (Figure 62a). Between July and September 1997, 
two sets of measurements were made along borehole U at distances between 3.5 and 8.0 m from 
the collar. Post-excavation measurements of water potential were made in October 1997 in five 
boreholes extending radially along a horizontal plain from the niche cavity (Figure 62b).

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3.25 m 
CL 
1.95 m 0.85 m 
U
M
B 
End View 
U, M and B 
CL 
0 
Legend 
N 
10.0 M 
2 3 4 1 
Legend 
CL 
0 
N 
10.0 M 
2 3 4 1 
A 
D 
C 
B 
E 
Plan View 
A, B, C, D, E = Boreholes inside niche 
(a) 
(b) 
CL Center Line of ESF Tunnel Approximate Scale: Meters 
Niche outline 
Location of physchrometers 
Borehole axis 
Plan View 
CL Center Line of ESF Tunnel Approximate Scale: Meters 
Niche outline 
= Location of physchrometers 
Borehole axis 
U = Upper 
M = Middle 
B = Bottom 
Figure 62. Schematic Illustration of the Location of Psychrometers in Niche 3566 (a) in Pre-Excavation, 
(b) in Post-Excavation Conditions.

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ANL-NBS-HS-000005 REV00 146 March 2000 
At Niche 3650, two separate sets of water-potential measurements were made in July 1997, 
before and after air-permeability tests were conducted in the boreholes. In three boreholes at this 
location (ML, BR, and BL), water potentials were measured at the end of the boreholes (10 m). 
In borehole UM, measurements were made close to the borehole collar, i.e., between 0.6 and 
1.2 m (Figure 63). 
3.25 m 
CL 
1.0 m 1.0 m 
0.5 m 0.5 m 
0.5 m 0.5 m 
MR ML 
BR BL 
UL UM UR 
1.0 m 1.8 m 
End View 
Legend 
Upper Borehole Axes 
Lower & Middle Borehole Axes 
UR = Upper Right 
UM = Upper Middle 
UL = Upper Left 
MR = Middle Right 
ML = Middle Left 
BR = Bottom Right 
BL = Bottom Left 
CL Center Line of ESF Tunnel 
UM 
CL 
UR UL 
ML, BL 
0 1 2 3 4 
Approximate Scale: Meters 
MR, BR 
N 
=Location of psychrometers 
Niche outline 
Plan View 
Figure 63. Schematic Illustration of Location of Psychrometers in Niche 3650. 
At Niche 3107, four boreholes were instrumented with psychrometers (Figure 64). One set of 
potential measurements were made in December 1997 and January 1998. In the upper middle 
(UM) borehole, multiple measurements were made along the first 3.0 m, while in the remaining 
three boreholes (ML, UL, UR), single measurements were made using different lengths of 
borehole cavity. In the upper-right borehole (UR), sensors were located at the back of the 
borehole and sealed off with inflation packers such that the borehole cavity was less than 0.04 m 
long. In the upper-left (UL) borehole, sensors were located 5 m from the borehole collar, with 
the cavity sealed off with inflation packers. In this case, the sensing cavity extended over 5 m of 
the borehole. In the middle-lower borehole (ML), sensors were located 0.3 m from the borehole 
collar, with an inflation packer installed to isolate the entire 10-m length of borehole from the 
ESF Main Drift.

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3.25 m 
CL 
1.0 m 1.0 m 
MR ML 
B1.5 
B2.5 
UL UM UR 
1.0 m 0.75 m 
End View 
Legend 
ML Borehole designation 
B = Bottom, 
M = Middle, 
U=Upper 
L = Left, 
R = Right 
4.0 m 
1.5 m 0.75 m 
0.5 m 0.5 m 
2.5 m 
1.5 m 
0.0 m 
0.5 m 0.5 m 
Niche Centerline 
Borehole Axis 
UM 
CL 
N 
UL 
UR 
ML 
MR 
Approximate Scale: Meters 
0 2 34 1 
CL Center Line of ESF Tunnel 
Plan View 
= Location of psychrometers 
Figure 64. Schematic Illustration of Location of Psychrometers in Niche 3107 (Pre-Excavation). 
6.8.2 Observations of Dryout in Niche Boreholes 
Water-potential measurements obtained from the three niches are summarized in Tables 19 to 21. 
The time and duration of measurements are presented for each location.

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Table 19. Water-Potential Measurements in Niche 3566. 
Borehole ID Dist. from collar 
(m) 
Duration of 
measurement 
Psych # Water Potential 
(m) 
Pre-Excavation 
U 10.0 5/9-16/97 Psy -51 -13 
U 10.0 5/9-16/97 Psy -52 -13 
M 10.0 5/9-16/97 Psy -53 -7 
M 10.0 5/9-16/97 Psy -54 0.4 
B 10.0 5/9-16/97 Psy -55 -12 
U 6.1 7/8-14/97 Psy -42 -49 
U 5.5 7/8-14/97 Psy -43 -46 
U 5.5 7/8-14/97 Psy -44 -34 
U 4.9 7/8-14/97 Psy -45 -46 
U 4.3 7/8-14/97 Psy -48 -68 
U 3.7 7/8-14/97 Psy -50 -62 
U 7.9 9/16-24/97 Psy -42 -49 
U 7.3 9/16-24/97 Psy -60 -46 
U 6.7 9/16-24/97 Psy -45 -71 
U 6.1 9/16-24/97 Psy -48 -67 
U 5.5 9/16-24/97 Psy -50 -36 
Post-Excavation 
A 6.25 10/18-21/97 Psy-43a -2 
A 6.75 10/18-21/97 Psy-60 -30 
B 6.00 10/18-21/97 Psy-51 -43 
C 0.15 10/18-21/97 Psy-49 -132 
C 0.76 10/18-21/97 Psy-42 -33 
C 1.98 10/18-21/97 Psy-45 -22 
C 1.98 10/18-21/97 Psy-47 -47 
C 1.37 10/18-21/97 Psy-48 -40 
C 2.60 10/18-21/97 Psy-43 -57 
D 6.00 10/18-21/97 Psy-54 -22 
D 6.00 10/18-21/97 Psy-56 -32 
E 6.00 10/18-21/97 Psy-57 -75 
E 6.00 10/18-21/97 Psy-59 -81 
DTN: LB980001233124.001

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Table 20. Water-Potential Measurements in Niche 3650. 
Borehole ID Dist. from Collar 
(m) 
Duration of Measurement Psych # Water Potential 
(m) 
Pre-Air-Injection Testing 
UM 1.2 7/1-8/97 Psy -48 -127 
UM 0.6 7/1-8/97 Psy -49 -139 
UM 0.6 7/1-8/97 Psy -50 -165 
BR 10.0 7/1-8/97 Psy -51 -37 
BR 10.0 7/1-8/97 Psy -52 -39 
BR 10.0 7/1-8/97 Psy -53 -32 
BL 10.0 7/1-8/97 Psy -54 -24 
BL 10.0 7/1-8/97 Psy -55 -36 
ML 10.0 7/1-8/97 Psy -57 -1 
Post-Air-Injection Testing 
ML 10.0 7/24-28/97 Psy -51 -29 
ML 10.0 7/24-28/97 Psy -52 -38 
ML 10.0 7/24-28/97 Psy -53 -39 
BR 10.0 7/24-28/97 Psy -54 -58 
BR 10.0 7/24-28/97 Psy -55 -49 
BR 10.0 7/24-28/97 Psy -56 -48 
BL 10.0 7/24-28/97 Psy -57 -21 
BL 10.0 7/24-28/97 Psy -58 -15 
BL 10.0 7/24-28/97 Psy -59 -28 
DTN: LB980001233124.001 
Table 21. Water-Potential Measurements in Niche 3107. 
Borehole ID Dist. from collar 
(m) 
Duration of measurement Psych # Water Potential 
(m) 
UM 0.45 12/22/97-1/8/98 Psy-86 -273 
UM 1.06 12/22/97-1/8/98 Psy-83 -154 
UM 1.67 12/22/97-1/8/98 Psy-75 -83 
UM 2.90 12/22/97-1/8/98 Psy-68 -28 
UL 10.00 12/22/97-1/8/98 Psy-64 -15 
ML 10.00 12/22/97-1/8/98 Psy-66 -84 
DTN: LB980001233124.001

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6.8.2.1 Niche 3566 (Pre-Excavation) 
The water potentials measured at the ends of the three pre-excavation boreholes (U, M, and B) in 
Niche 3566 were close to saturation values, indicating that approximately 10 m from the ESF, 
the formation is relatively wet. Of the three, the end of the middle borehole appeared to be 
wettest, with water potentials between 0.4 and -7 m. Measurements made along the profile of 
borehole U (between 3.7 and 7.9 m from the collar) ranged between -34 and -71 m (Figure 65 
and Table 19). 
-80 
-70 
-60 
-50 
-40 
-30 
-20 
-10
0 
0.0 2.0 4.0 6.0 8.0 10.0 
Distance from Borehole Collar (m) 
Water Potential (m) 
DTN: LB980001233124.001 
Figure 65. Pre-Excavation Water Potential Measured along Borehole U in Niche 3566. 
6.8.2.2 Niche 3566 (Post-Excavation) 
In the excavated niche cavity, water potentials were monitored in five boreholes. The monitored 
locations in borehole A (Figure 62b) were at 6.25 and 6.75 m from the collar. High water 
potentials were measured at these points (i.e., -2 and -30 m respectively). In three of the 
remaining boreholes (B, D, and E) water potentials measured at depths of 6.0 m varied 
significantly between boreholes. Borehole D (-27 m) was wettest, followed by B (-43 m), and 
then E (-78 m). These observations appear to be consistent with those made in the pre-excavation 
holes, which indicated that the formation tended to get wetter with increasing distance from the 
Main Drift. 
Measurements made close to the collar in borehole C suggest that there was significant dry-out 
in the rock surrounding the niches to a depth of at least 0.15 m, extending possibly to 2.6 m.

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6.8.2.3 Niche 3650 (Pre-Excavation) 
Measurements were made at the end of three boreholes BR, BL, and ML (Figure 63, Table 20), 
each 10 m long, before and after a series of air-permeability tests. Pre-test water-potential values 
ranged between -1 and -39 m. However, following the test, water potentials in one hole (BR) 
dropped to between -48 and -58 m, while in another hole (BL) the measurements did not show 
significant changes. Closer to the borehole collar of Borehole UM, readings made between 0.6 
and 1.2 m indicate a relatively dry zone, with water potentials between -125 and -137 m. 
6.8.2.4 Niche 3107 
The observations made in Niche 3107 (Table 21) show significant variability among the 
boreholes in the niche. Measurements made at the ends of boreholes UL (-15 m) and ML (-84 m) 
indicate that at a depth of 10 m with a separation distance of 0.9 m (0.75 m vertically and 0.5 m 
horizontally, as illustrated in Figure 64), there is a steep potential gradient. Furthermore, from 
observations within borehole UM, it is clear that there is a prominent dry-out zone (Figure 66) 
associated with the Main Drift of the ESF. 
-300 
-250 
-200 
-150 
-100 
-50
0
0.0 0.5 1.0 1.5 2.0 2.5 3.0 
Distance fromBorehole Collar (m) 
Water Potential (m) 
DTN: LB980001233124.001 
Figure 66. Water Potential Measured along Borehole UM in Niche 3107.

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6.9 OBSERVATIONS OF CONSTRUCTION-WATER MIGRATION 
During the Cross Drift excavation, sensors and water-collection trays were placed in a borehole 
below the Starter Tunnel and along the ESF Main Drift at the cross-over point. This section 
summarizes the results of monitoring the migration of water plumes from tunneling activities. A 
secondary objective was to evaluate the performance of ERP as a tool to detect the migration of 
wetting fronts in the unsaturated zone of fractured tuffs. The time domain reflectometry (TDR) 
was also used to monitor construction-water arrivals in drift walls. The TDR is based on electric 
measurement of waveguide reflection signals from changes in dielectric constant associated with 
water content changes. 
6.9.1 Equipment Set-Up for Construction-Water Monitoring 
6.9.1.1 Starter Tunnel Borehole 
To monitor the migration of a water plume resulting from construction of the Cross Drift, a 30- 
m-long borehole (0.10 m ID) was drilled at an angle of 30 degrees (from the horizontal), along 
the proposed path of the Cross Drift tunnel (Figure 67). This borehole was in the Tptpul unit. 
The borehole originated at the end of a starter tunnel that was the launching pad for the Tunnel 
Boring Machine (TBM) used to excavate the Cross Drift. Changes in water saturation and 
potential were monitored along the entire length of borehole, using psychrometers and ERPs, as 
the TBM advanced through the formation above. 
Plan View 
Side View 
Starter Tunnel TBM 
Path of TBM 
30 O 
10 O 
Path of TBM 
Monitoring Borehole 
30 M 
Figure 67. Schematic Illustration of the Location of Wetting Monitoring Borehole at the Starter Tunnel of 
the Cross Drift.

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6.9.1.2 Electrical Resistivity Probes and Psychrometers 
The psychrometers and ERPs were housed in PVC trays. These trays were fabricated from PVC 
pipes (0.10 m OD) bisected along the lengths. On each tray, psychrometers were installed at a 
spacing of 1.0 m along the borehole, while ERPs were located at 0.5-m intervals. To locate the 
psychrometers, we glued squares of PVC (0.02 m) at the 1.0-m mark and drilled small diameter 
holes (~0.003 m ID) through the tray. Psychrometers were then installed in these holes (Figure 
68). ERPs were attached to the outer surface of the PVC trays with strips of Velcro. This housing 
permitted close contact between the ERPs and borehole wall, while allowing the psychrometers 
to contact the borehole wall through a small cavity. 
A steel spoon, 3.0 m long, having the same configuration as the trays, was used to locate each 
PVC tray along the borehole. Typically, each tray was placed on the steel spoon and carried to 
the desired location where the spoon was slipped out, allowing the tray to settle snugly against 
the borehole wall. 
Twenty-seven psychrometers and 54 electrical resistivity probes located on nine PVC trays were 
installed in the borehole (Figure 68) on February 26, 1998. Psychrometer data were collected at 
1.5-hour intervals starting on February 28, for a period of four months. ER data collection started 
on March 25, 1998, and was collected at the same frequency and for the same duration as the 
psychrometers. 
3 m 
Single section with sensors 
PVC section 
Monitoring borehole cavity Resistivity probes 
Psychrometers 
30 m 
Borehole with location of sensor sections 
Figure 68. Schematic Illustration of the Borehole Wetting Front Monitoring System with Psychrometers 
and Electrical Resistivity Probes.

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6.9.1.3 Drift Monitoring at the Cross-Over Point 
The schematics of the seepage detection system, with fluid collection trays hanging below the 
ceiling of the ESF Main Drift, is illustrated in Figure 5. The schematics of the associated sensor 
arrays are illustrated in Figure 69. The seepage monitoring system was used to detect the wetting 
front in the ESF Main Drift as the result of releases of traced water in the Cross Drift above. 
1.0 M 
20.0 M 
TDR ProbePsychrometer 
0.15 m 
0.20 m 
0.06 m 
0.03m 
1/4" hole drilled to 
fit 1/8" steel rod. 
0.03 m 
1/4" hole for 
psychrometer 
1 
2 
3 
4 
5 
20 
S 
Conveyor 
Vent 
20 m 
20 m 
TDR/Psychrometers 
at 1 m spacing 
ESF at Niche 3107 
Installation of Psychrometers and TDR Probes 
Plan View of Instrument Location along ESF Ceiling at Niche 3107 
Fracture on ceiling 
instrumented with 3 
TDR probes 
Figure 69. Schematic Illustration of Sensor Arrays for Wetting Front Monitoring.

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At the cross-over monitoring station, we installed 132 collection trays, each 0.3 m wide and 1.23 
m long, from station 30+40 to 30+80 m. The trays were hung below the tunnel ceiling next to the 
ventilation duct along the ESF Main Drift. On the drift walls above the spring line (3.18 m above 
the floor), psychrometers and TDR probes were installed. A horizontal sensor array with 40 
psychrometer-TDR pairs at 1-m spacing was installed along the west wall (right rib). At the 
cross-over location, vertically along the west wall, between the spring line and the ventilation 
duct, three psychrometers were installed. On the east wall (left rib), three TDR probes were 
installed along the trace of a major fracture. In addition to the sensor on the walls, an infrared 
camera and a video camera periodically monitored the area around one TDR probe on the 
fracture trace. The infrared images are sensitive to temperature changes associated with 
evaporation processes. 
6.9.2 Wetting Front Detection and Monitoring Below the Cross Drift 
The following results are presented to show that wetting front was detected up to 12.15 m below 
the Cross Drift Starter Tunnel and no seepage was observed at the Cross-Over point in the Main 
Drift 17.5 m below the Cross Drift. The Starter Tunnel is located in the upper lithophysal TSw 
tuff unit and the Cross-Over point is located in the middle nonlithophysal TSw tuff unit. 
6.9.2.1 Wetting Front Detection at the Starter Tunnel 
The responses of all psychrometers and ERPs used in this investigation are summarized in 
Tables 22 and 23. The last columns of both tables, all working sensors with signals in response 
to construction-water usage are labeled "yes" and not in response are labeled "no." With the 
arrival of a wetting front, the water potential measured by psychrometers and the electrical 
resistance measured by ERPs change to near zero values.

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Table 22. Psychrometers Response to Excavation at the Starter Tunnel of the Cross Drift 
PSY_ID Dist. Collar 
(m) 
Vertical Depth 
(m) 
Response to 
Tunneling 
Psy_30.3 30.3 15.15 - 
Psy_29.3 29.3 14.65 - 
Psy_28.3 28.3 14.15 No 
Psy_27.3 27.3 13.65 - 
Psy_26.3 26.3 13.15 No 
Psy_25.3 25.3 12.65 No 
Psy_24.3 24.3 12.15 Yes 
Psy_23.3 23.3 11.65 No 
Psy_22.3 22.3 11.15 Yes 
Psy_21.3 21.3 10.65 No 
Psy_20.3 20.3 10.15 No 
Psy_19.3 19.3 9.65 - 
Psy_18.3 18.3 9.15 Yes 
Psy_17.3 17.3 8.65 Yes 
Psy_16.3 16.3 8.15 Yes 
Psy_15.3 15.3 7.65 Yes 
Psy_14.3 14.3 7.15 Yes 
Psy_13.3 13.3 6.65 Yes 
Psy_11.4 11.4 5.7 Yes 
Psy_10.4 10.4 5.2 Yes 
Psy_9.4 9.4 4.7 Yes 
Psy_7.2 7.2 3.6 - 
Psy_6.2 6.2 3.1 Yes 
Psy_5.2 5.2 2.6 Yes 
Psy_3.9 3.9 1.95 - 
Psy_2.6 2.6 1.3 - 
Psy_1.6 1.6 0.8 Yes

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Table 23. Electrical Resistivity Probe Responses to Excavation at the Starter Tunnel of the Cross Drift 
ER_ID Dist. Collar 
(m) 
Vertical Depth 
(m) 
Response to Tunneling 
ER_30.3 m 30.3 15.2 No 
ER_29.8 m 29.8 14.9 No 
ER_29.3 m 29.3 14.7 No 
ER_28.8 m 28.8 14.4 No 
ER_28.3 m 28.3 14.2 No 
ER_27.8 m 27.8 13.9 No 
ER_27.3 m 27.3 13.7 Yes 
ER_26.8 m 26.8 13.4 Yes 
ER_26.3 m 26.3 13.2 No 
ER_25.8 m 25.8 12.9 No 
ER_25.3 m 25.3 12.7 No 
ER_24.8 m 24.8 12.4 No 
ER_24.3 m 24.3 12.2 Yes 
ER_23.8 m 23.8 11.9 No 
ER_23.3 m 23.3 11.7 No 
ER_22.8 m 22.8 11.4 No 
ER_22.3 m 22.3 11.2 Yes 
ER_21.8 m 21.8 10.9 Yes 
ER_21.3 m 21.3 10.7 Yes 
ER_20.8 m 20.8 10.4 No 
ER_20.3 m 20.3 10.2 Yes 
ER_19.8 m 19.8 9.9 Yes 
ER_19.3 m 19.3 9.7 Yes 
ER_18.8 m 18.8 9.4 Yes 
ER_18.3 m 18.3 9.2 Yes 
ER_17.8 m 17.8 8.9 Yes 
ER_17.3 m 17.3 8.7 Yes 
ER_16.8 m 16.8 8.4 Yes 
ER_16.3 m 16.3 8.2 Yes 
ER_15.8 m 15.8 7.9 Yes 
ER_15.3 m 15.3 7.7 Yes 
ER_14.8 m 14.8 7.4 Yes 
ER_14.3 m 14.3 7.2 Yes 
ER_13.8 m 13.8 6.9 Yes 
ER_13.3 m 13.3 6.7 Yes

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Table 23. Electrical Resistivity Probe Responses to Excavation at the Starter Tunnel of the Cross Drift 
(cont.) 
ER_ID Dist. Collar 
(m) 
Vertical Depth 
(m) 
Response to Tunneling 
ER_12.8 m 12.8 6.4 Yes 
ER_11.4 m 11.4 5.7 Yes 
ER_10.9 m 10.9 5.5 Yes 
ER_10.4 m 10.4 5.2 Yes 
ER_9.9 m 9.9 5.0 Yes 
ER_9.4 m 9.4 4.7 Yes 
ER_8.9 m 8.9 4.5 Yes 
ER_7.2 m 7.2 3.6 Yes 
ER_6.7 m 6.7 3.4 Yes 
ER_6.2 m 6.2 3.1 Yes 
ER_5.7 m 5.7 2.9 Yes 
ER_5.2 m 5.2 2.6 Yes 
ER_4.7 m 4.7 2.4 Yes 
ER_3.9 m 3.9 2.0 Yes 
ER_3.1 m 3.1 1.6 Yes 
ER_2.6 m 2.6 1.3 Yes 
ER_2.1 m 2.1 1.1 Yes 
ER_1.6 m 1.6 0.8 Yes 
ER_1.1 m 1.1 0.6 Yes 
6.9.2.1.1 Psychrometers 
The data from the psychrometers illustrated in Figure 70 show that along the entire length of the 
borehole, the walls were at water potentials approximately -500 m when the sensors were 
installed in late February 1998. A uniform, steep increase in water-potential values over the first 
two weeks in March suggests the recovery of the borehole wall from drying that occurred during 
the dry drilling of this borehole. The following four months of data show all psychrometers 
approaching equilibrium values, with water potentials ranging from -70 to 0 m (Figure 70). 
Superimposed on this asymptotic trend in water-potential values are periodic deviations with 
psychrometers nearer the borehole collar showing a larger number of such events. These events 
were restricted to the first two months of monitoring, and by the third week of April the last of 
these events had occurred. In three of the psychrometers (located at distances of 1.6, 6.2 and 
9.4 m from the borehole collar), we found evidence of wetting events, which increased water 
potential to (near) zero. The psychrometer at 1.6 m had near-zero water potential for three 
distinct periods. The first extended from the start of monitoring until March 3, with the second

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 159 March 2000 
extended for four days beginning on March 8. A final period, significantly shorter, lasted for 
almost 24 hours on March 22. The psychrometer located at 6.2 m measured water potential close 
to zero for a three-day period starting on March 8th. The psychrometer located at 9.4 m detected 
water-potential values close to zero for a single event on March 13, for nearly eleven hours. 
One concern that could arise from the use of a slanting borehole to measure wetting front 
migration is the possibility of the bore cavity short-circuiting flow paths. For this particular 
investigation, this short-circuiting does not appear to be happening, as indicated by the analysis 
of recovery responses observed at the depth of 5.2 m. Here, the response to a wetting event was 
negligible when compared with other psychrometers close to this location (above and below), 
suggesting that this zone was well isolated (hydraulically) from the adjacent zones and did not 
detect the wetting front. In the remaining eight psychrometers located between 9.4 m and 17.3 m 
from the borehole collar, we found evidence of small increases in water potential that extend 
beyond the projected recovery rate. Some of these increases coincided with periods when the 
psychrometers at distances of 1.6, 6.2 and 9.4 m along the borehole showed near-zero potentials; 
the rest of the psychrometer data remained uncorrelated until the end of April 1998. The 
psychrometers up to a distance of 10.4 meters maintained a sinusoidal response, which fluctuated 
around a trend of slow water-potential increase. 
By early May 1998, the rates at which water potential was increasing had decreased 
significantly, and by mid-June all psychrometers readings appeared to have stabilized. In the 
case of two deep psychrometers (i.e., at 18.3 m and 22.3 m), there appears to have been 
individual events that for brief periods increased the rate at which water potentials were 
increasing. The deep psychrometers maintained nearly constant readings once they approached 
equilibrium, without the oscillations observed for shallow psychrometers.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 160 March 2000 
-500 
-400 
-300 
-200 
-100 
0 
Water Potential (m) 
Psy_26.3 m 
Psy_25.3 m 
Psy_24.3 m 
Psy_23.3 m 
Psy_22.3 m 
Depth along borehole 
-500 
-400 
-300 
-200 
-100 
0 
Water Potential (m) 
Psy_21.3 m 
Psy_20.3 m 
Psy_18.3 m 
Psy_17.3 m 
Psy_16.3 m 
-500 
-400 
-300 
-200 
-100 
0 
Water Potential (m) 
Psy_15.3 m 
Psy_14.3 m 
Psy_13.3 m 
Psy_11.4 m 
Psy_10.4 m 
-500 
-400 
-300 
-200 
-100 
0 
2/27/98 3/13/98 3/27/98 4/10/98 4/24/98 5/8/98 5/22/98 6/5/98 6/19/98 7/3/98 
Water Potential (m)
Psy_9.4 m 
Psy_6.2 m 
Psy_5.2 m 
Psy_2.6 m 
Psy_1.6 m 
DTN: LB980901233124.014 
Figure 70. Changes in Water Potential Observed along the Wetting Front Monitoring Borehole at the 
Starter Tunnel of Cross Drift.

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ANL-NBS-HS-000005 REV00 161 March 2000 
6.9.2.1.2 Electrical Resistivity Probe 
Measurements of electrical resistance were initiated in late March and continued until late June. 
Figure 71 summarizes the responses observed from probes located at 0.5-m intervals along the 
walls of the borehole between 17.3 and 29.8 m from the borehole collar. 
0 
10 
20 
30 
40 
50 
60 
70 
80 
3/26/984/9/9 8 4/23/985/7/9 8 5/21/986/4/9 8 6/18/987/2/98 
Resistance (kilo-ohms) 
ER_29.8 m 
ER_29.3 m 
ER_28.8 m 
ER_28.3 m 
ER_27.8 m 
ER_27.3 m 
ER_26.8 m 
ER_26.3 m 
ER_25.8 m 
Distance from the 
collar along borehole 
0 
10 
20 
30 
40 
50 
60 
70 
80 
3/26/98 4/9/984/23/9 8 5/7/985/21/9 8 6/4/986/18 /98 7/2/98 
Resistance (kilo-ohms) 
ER_25.8 m 
ER_25.3 m 
ER_24.8 m 
ER_24.3 m 
ER_23.8 m 
ER_23.3 m 
ER_22.8 m 
ER_22.3 m 
ER_21.8 m 
0 
10 
20 
30 
40 
50 
60 
70 
80 
3/26/984/9/9 8 4/23/985/7/9 8 5/21/986/4/9 8 6/18/987/2/98 
Resistance (kilo-ohms) 
ER_21.3 m 
ER_20.8 m 
ER_20.3 m 
ER_19.8 m 
ER_19.3 m 
ER_18.8 m 
ER_18.3 m 
ER_17.8 m 
ER_17.3 m 
DTN: LB980901233124.014 
Figure 71. Changes in Electrical Resistance Observed along the Wetting Front Monitoring Borehole at 
the Starter Tunnel of the Cross Drift.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 162 March 2000 
6.9.2.1.3 Potential Sensor Comparison 
As part of an effort to evaluate the performance of ERPs as a sensor to monitor the arrival and 
movement of a wetting front, a series of probes were installed adjacent to psychrometers along 
the borehole length. The performance of the ERPs were compared with those of psychrometers. 
From the psychrometer data collected between late March and June, 1998, as illustrated in 
Figure 72, the events of interest were: 
 Sinusoidal responses in the shallower psychrometers (e.g., psychrometer at distance of 
5.2m). 
 
 The wetting and drying cycles observed in the shallower zones as the borehole walls 
approached equilibrium (e.g., psychrometer at distance of 9.4 m). 
 
 Steady approaches to equilibrium as seen in the deeper psychrometers (i.e., at depths 
greater than 10.4 m). 
Figures 72a to 72c summarize examples of responses of both psychrometers and ERPs for the 
three response patterns observed in the psychrometer data. (The y-axes for resistance were 
presented in decreasing scales so that wetter sensors have higher y-values.) In two of the three 
cases, the ERPs responded in a pattern similar to that of psychrometers located adjacent to the 
probes. With the exception of the sensor at 5.2 m, the sinusoidal response observed by the 
psychrometer was well tracked by the ERPs, with points of changing trends fairly well 
synchronized. However, the direction of the trends between small time intervals is not consistent, 
suggesting that the response times of the probes are significantly different. The ERPs at shallow 
depths might be sensitive to air flows through the fractures in addition to moisture conditions in 
the vicinity of the probes. The psychrometers measure the moisture conditions in the vicinity of 
the probes.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 163 March 2000 
9.4 M Along Borehole 
14 
16 
18 
20 
22 
24 
26 
28 
30 
32 
34
3/25 4/10 4/25 5/11 5/27 6/11 
Resistance (kilo-ohms) 
-400 
-350 
-300 
-250 
-200 
-150 
-100 
-50 
Water-Potential (m) 
ER Probe 
Psychrometer 
21.3 M Along Borehole 
8.0 
8.5 
9.0 
9.5 
10.0 
10.5 
11.0 
11.5 
12.0
3/25 4/10 4/25 5/11 5/27 6/11 
Resistance (kilo-ohms) 
-50 
-45 
-40 
-35 
-30 
-25 
-20 
-15 
-10 
-5 
0 
Water-Potential (m) 
ER Probe 
Psychrometer 
5.2 M Along Borehole 
1.0 
1.2 
1.4 
1.6 
1.8 
2.0 
2.2 
2.4
3/25 4/10 4/25 5/11 5/27 6/11 
Resistance (kilo-ohms) 
-140 
-120 
-100 
-80 
-60 
-40 
-20 
0 
Water-Potential (m) 
ER Probe 
Psychrometer 
(a) 
(b) 
(c) 
DTN: LB980901233124.014 
Figure 72. Comparison of Performance of Electrical Resistivity Probe and Psychrometer. 
At a distance of 9.4 m, the potential increased steadily from -400 m to -70 m between late March 
1998 and June 1998, and the corresponding ERP measurements followed a similar pattern. Here, 
large fluctuations in water potentials in relatively short periods of time (-200 m in 4 days) were 
comparably detected by both types of probes. The slower, more gradual recovery observed by 
psychrometers deeper in the formation was generally well tracked by the ERPs (e.g., at 21.3 m).

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 164 March 2000 
6.9.2.2 Wetting Front Monitoring at the Cross-Over Point 
The Cross Drift passed over the ESF Main Drift on the second shift of July 1, 1998. No seepage 
was observed. The observers in the ESF Main Drift could hear rumbling noises from the TBM 
and feel vibrations on the railroad tracks and tunnel wall. However, no falling of loose rock was 
observed. 
Figure 73 illustrates an example of the data collected by the TDR probes. No evident signals 
were associated with wetting front arrivals. These null results from the sensors substantiated the 
field observations of no seepage associated with TBM passing over the ESF Main Drift. The 
confirmation of no seepage at the cross-over point establishes the lower limit for the drift-to-drift 
flow and drift seepage processes associated with localized construction-water usage. It also 
provides a guide to the design of controlled drift-to-drift experiments planned at this unique 
location, with one drift above another drift. 
The underground water usage in the Cross Drift is being monitored by the ESF Constructor on a 
shift-by-shift basis; the tunnel-water use logs are being evaluated by the M&O Determination of 
Importance Evaluation group. 
Measurement of Dielectric in Formation Matrix (M-6, M-7) 
and Fracture (Fr) at Crossover Point 
0 
0.5
1 
1.5
2 
2.5
3 
6/14/98 
0:00 
6/19/98 
0:00 
6/24/98 
0:00 
6/29/98 
0:00 
7/4/98 
0:00 
7/9/98 
0:00 
7/14/98 
0:00 
7/19/98 
0:00 
Dielectric 
M-6 m from centerline 
M-7 m from centerline 
Fr-30+60 m 
Fr-30+62 m 
DTN: LB980901233124.014 
Figure 73. Example of Time Domain Reflectometry Probe Data at the Cross-Over Point in the ESF Main 
Drift.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 165 March 2000 
6.10 STATUS OF ANALYSES OF ESF CONSTRUCTION EFFECTS 
The construction of the ESF introduced large-scale perturbations to the moisture conditions in 
the UZ at Yucca Mountain, affecting the saturation distribution and the pneumatic flow field 
around the drifts. Ventilation of the drifts and use of construction water are both necessary 
operations for the excavation and for the daily access to the underground study sites. The ESF 
moisture-monitoring data collection, initiated in 1995 during the excavation of the North Ramp 
of the main ESF tunnel, continues in the Cross Drift excavated in 1998. The ESF main loop is 
8 km long and 8 m in diameter, and the Cross Drift is 2.6 km long and 5 m in diameter. Given 
the size, length, and spatial coverage, the moisture perturbations by the ESF is de facto the single 
largest-scale test for the site evaluation of Yucca Mountain. 
6.10.1 Summary of Construction-Induced Effects 
6.10.1.1 Status of the ESF Moisture-Monitoring Study 
The moisture conditions in the ESF tunnels were monitored at 17 stations in the ESF main tunnel 
(from station 7+20 to station 73+50) and 10 stations in the Cross Drift (from station 0+25 to 
station 25+55), as summarized in Table 24. Relative humidity, temperature, barometric pressure, 
and air velocity were measured at various stations. The moisture-monitoring stations were 
supplemented by measurements from sensors mounted on the TBM during excavations and by 
periodic surveys conducted along the tunnels with sensors on a mobile cart. An infrared camera 
was used in mobile surveys to measure the temperature changes on the tunnel walls.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 166 March 2000 
Table 24. Moisture-Monitoring Stations in the Exploratory Studies Facility 
Moisture-Monitoring Station 
Location/ ID* 
Description** DTN/Report ID*** 
Relative Humidity, Temperature, 
and Pressure in ESF Monitoring 
Stations in Report "Evaluation of 
Moisture Evolution in the 
Exploratory Studies Facility." VA 
Supporting Data 
LB960800831224.001 
Moisture Data Report from 
October, 1996 to January, 1997 
LB970300831224.001 
Moisture-Monitoring Data 
Collected at ESF Sensor Stations, 
Moisture Monitoring Before and 
After the Completion of the ESF 
LB970801233124.001 
21+00/LB20, 28+30/LB50, 
35+00/LB40, 42+50/LB60, 
47+00/LB70, 51+73/LB80, 
57+50/LB90, 64+59, 67+00, 
73+50, AOD5, BKH5 
Moisture-Monitoring Data 
Collected at Stationary Moisture 
Stations 
LB970901233124.002 
Moisture Monitoring in the ESF, 
Oct. 1, 1996 through Jan. 31, 
1997 
GS970208312242.001 
Moisture Monitoring in the ESF, 
Feb. 1, 1997 through July. 31, 
1997 
GS970708312242.002 
7+20/GS#3, 10+93/GS#4, 28+93, 
51+64, 67+20, 
Operator-Shack/GS#1 (on TBM), 
Vent-Line-Intake/GS#2 (on TBM) 
Moisture Monitoring in the ESF, 
August 1, 1997 through July. 31, 
1998 
GS980908312242.024 
Cross Drift GS: 0+25, 2+37, 2+88, 
3+38, 10+03, 21+07, 24+75; LB: 
14+35, 21+40, 25+55 
Moisture Monitoring in the ECRB, 
04/08/98 to 7/31/98 
GS980908312242.035 
LB990901233124.006/ 
This AMR/Section 6.10.2.2 
NOTES: * LB for stations maintained by LBNL, and GS for stations maintained by USGS in this 
cooperative moisture-monitoring study. 
** From ATDT or equivalent description. 
*** The list of source data in Section 8.3 includes only DTNs used in this AMR. Other DTNs listed 
in this table are for information only. 
The moisture data in the drifts, together with ventilation data and construction-water usage data, 
can be used to evaluate the amounts of moisture removed from the ESF drifts and the net 
quantities of construction water drained into the surrounding tuff formations. In this AMR, 
examples of recent moisture-monitoring data in the Cross Drift are presented. Simple 
observations are qualitatively discussed to highlight the importance of excavation and operation 
data for determining the site perturbations. Potential sources of collaborative evidence of the 
induced effects are presented in Tables 24, 25, and 26.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 167 March 2000 
6.10.1.2 Rock Drying and Moisture Transport 
Moisture removals from the drift walls induce drying in the surrounding rocks, and construction 
water migrates through the inverts to the deep tuff media. Tables 25 and 26 list the field-testing 
activities on potential and saturation measurements in the ESF. A subset of the data listed in 
Table 25 on potential measurements was presented in Section 6.8. Borehole monitoring 
measurements by psychrometers to evaluate the drying processes in the rocks were carried out in 
niches along the ESF Main Drift. Additional measurements are in progress in boreholes along 
the Cross Drift. In addition to psychrometers, the heat-dissipation probes are extensively used in 
the ESF for wall monitoring. 
Table 26 lists the saturation measurements for both monitoring of wetting fronts and for 
determining in situ conditions. Examples of construction-water monitoring along the Cross Drift 
with ERPs were discussed in Section 6.9. Neutron logging along boreholes are periodically 
conducted. Cores from boreholes were used to measure saturations of tuff matrix. TDR 
measurements were also deployed.

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ANL-NBS-HS-000005 REV00 168 March 2000 
Table 25. Water-Potential Measurements in the Exploratory Studies Facility 
Potential Measurement Description* DTN/Report ID** 
Niche 3566 - psychrometer 
Niche 3650 - psychrometer 
3 main boreholes, 5 lateral 
boreholes in Niche 3566, 5/9/97 - 
10/21/97; 
6 main boreholes in Niche 3650, 
7/1/97 - 7/28/97 
LB980001233124.001/ 
This AMR/Section 6.8.2 
Niche 3566 - heat dissipation 
probe 
21 heat dissipation probe drill 
holes, 11/4/97 - 7/31/98 
GS980908312242.022 
Niche 3107 - psychrometer 3 main boreholes, 12/22/97 - 
1/8/98 
LB980001233124.001/ 
This AMR/Section 6.8.2.4 
Alcove 7 - heat dissipation probe heat dissipation probe drill holes, 
12/9/97 - 1/31/98 
GS980308312242.007 
Alcove 3 - filter paper 
Alcove 4 - filter paper 
1 core hole in Alcove 3, 
2 core holes in Alcove 4 
GS980908312242.033, 
GS980908312242.032 
North Ramp 7+27 to 10+70 
South Ramp 69+65 to 76+33 - 
filter paper 
18 North Ramp boreholes, 3 
Alcove 4 boreholes, and 46 South 
Ramp boreholes, HQ, 2-m length 
GS980308312242.004 
South Ramp - heat dissipation 
probe 
heat dissipation probe drill holes, 
8/1/97 - 1/4/98 
GS980308312242.002 
Cross-Over Point 30+62 in the 
ESF Main Drift Below the Cross 
Drift - psychrometer 
43 psychrometers on ESF drift 
walls, 6/19/98 - 7/16/98 
LB980901233124.014/ 
This AMR/Section 6.9.2.2 
Cross Drift Starter Tunnel - 
psychrometer & electrical 
resistivity probe 
1 slant borehole below the invert LB980901233124.014/ 
This AMR/Section 6.9.2.1 
Cross Drift 0+50 to 7+75 - heat 
dissipation probe 
6 heat dissipation probe drill 
holes, 4/23/98 - 7/31/98 
GS980908312242.036 
Surface Based Boreholes - 
psychrometer 
USW NRG-7a, UE-25 UZ#4, UE- 
25 UZ#5, USW UZ-7a and USW 
SD-12; 1/1/97 - 6/30/97; 7/1/97 - 
9/30/97; 10/1/98 - 3/31/98 
GS970808312232.005, 
MOL.19980226.0042-0045, 
GS971108312232.007, 
MOL.19980226.0607-0614, 
GS980408312232.001, MOL. 
19980706.0269. 
NOTE: * ATDT or equivalent description. 
** The list of source data in Section 8.3 includes only DTNs used in this AMR. Other DTNs listed in 
this table are for information only.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 169 March 2000 
Table 26. Saturation Measurements in the Exploratory Studies Facility 
Saturation Measurement Description* DTN/Report ID** 
Niche 3566 (#1) - core 
Niche 3650 (#2) - core 
3 main boreholes, 6 lateral 
boreholes in Niche 3566 (#1) and 
7 main boreholes in Niche 3650 
(#2) 
GS980908312242.018, 
GS980908312242.020 
Alcove 6 - core 
Alcove 7 - core 
3 boreholes in Alcove 6, 
1 borehole in Alcove 7 
GS980908312242.029, 
GS980908312242.028 
Alcove 3 - core 
Alcove 4 - core 
1 core hole in Alcove 3, 
2 core holes in Alcove 4 
GS980908312242.033, 
GS980908312242.032 
North Ramp 7+27 to 10+70 
South Ramp 59+65 to 76+33 - 
core 
Borehole samples GS980308312242.005, 
GS980308312242.003 
South Ramp - time domain 
reflectometry 
TDR measurements, 8/1/97 - 
1/4/98 
GS980308312242.001 
Cross Drift Starter Tunnel 
- core 
1 slant borehole core GS980908312242.030 
Cross-Over Point 30+62 in the 
ESF Main Drift Below the Cross 
Drift - time domain reflectometry 
43 TDR probes on ESF drift walls, 
6/19/98 - 7/16/98 
LB980901233124.014/ 
This AMR/Section 6.9.2.2 
NOTE: * From ATDT or equivalent description. 
** The list of source data in Section 8.3 includes only DTNs used in this AMR. Other DTNs listed in 
this table are for information only. 
6.10.2 Moisture Conditions and Perturbations Observed in Drifts 
6.10.2.1 ESF Main Drift Observations 
Preliminary evaluation of the moisture data during ESF excavation showed that the moisture 
conditions were sensitive to construction activities. The daily usage of water for excavation, 
muck transport, dust-control, and other operations introduced rapid changes in moisture 
conditions throughout the tunnel atmosphere and in the wall rock. During weekends in 1996 
when construction activities were absent, the tunnel atmosphere generally stabilized to either 
high-humidity conditions if the ventilation was turned off, or to low-humidity conditions if the 
ventilation was left on (DTN: LB960800831224.001). After completion of the ESF main tunnel 
with two portals for entrance and exit, high-humidity conditions were suppressed by natural 
ventilation through the portals (DTN: LB970801233124.001). 
The following order-of-magnitude estimate of drift capacity represents the ESF system in 1996 
conditions. For a 6250-m-long tunnel with cross-sectional area of 40 m2, the humid tunnel air 
can contains 2500 kilograms of excess water mass if we estimate that the tunnel is on average 
50% more saturated than the outside air, with the corresponding vapor density difference on the 
order of 0.01 kg/m3. If the tunnel air is ventilated with flow rate of 47 m3/s or 100,000 ft3/min

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 170 March 2000 
(cubic feet per minute, or cfm), it will take 5,300 seconds or 1.5 hours to remove and replace the 
tunnel air. The water-removal rate of 2,500 kg over 1.5 hr corresponds to 285 m3/week 
(285 kiloliter/week or 75,000 gallon/week). Approximating that all the moisture in the tunnel air 
is from evaporation, the equivalent evaporation rate from the tunnel walls and inverts (with area 
6250 m x 23.7 m) is on the order of 100 mm/yr. 
The vapor-density differences between different locations, together with a simple approximation 
of air flow in the tunnel, were used to estimate the moisture-removal rate and the equivalent 
evaporation rate. The weekly rates of amount of water removed by ventilation were a substantial 
fraction of water used in the tunnel. The estimated equivalent evaporation rates were on the order 
of 200 mm/yr, with standard deviation over 90 mm/yr, for both the Topopah Spring welded tuff 
units in a 1400-m section centered at Alcove 5 (the thermal test alcove) and the Paintbrush 
nonwelded units in a 380-m section between Alcove 3 and Alcove 4. The uncertainties were 
related to fluctuations in the moisture conditions introduced by construction activities, including 
air ventilation and water usage. 
The equivalent evaporation rate over 100 mm/yr was an order of magnitude larger than the 
ambient percolation flux. The large evaporation rate could suppress the observations of active 
seeps and contribute to the apparent dry tunnel conditions. Rock temperatures near the TBM 
were observed to change spatially and temporally and could be related to evaporation from rock 
surfaces. Water potentials near the rock surfaces were measured with heat dissipation probes, 
and potential profiles along boreholes were measured by psychrometers in niches and alcoves 
along the ESF Main Drift and along the Cross Drift, as summarized in Table 25. Field 
measurements in boreholes and laboratory measurements of physical and hydrologic properties 
of cores were conducted to measure saturation distributions, as summarized in Table 26 and 
Section 6.8. The dry-out zones could extend nominally 1 to 3 m into the walls, with fractures and 
faults likely extending the depths of drying influence. 
The advances of the ESF tunnel excavations were detected pneumatically by sensors in 10 
surface-based boreholes within 200 m of the ESF. In comparison to the damping of barometric 
signals from the ground surface, less attenuation and phase lag were observed for signals from 
the ESF. For the borehole NRG-7a, within 30 m in horizontal distance from the ESF tunnel, the 
changes of water potential could also be related to the ESF dry-out (See last entry of Table 25 for 
DTNs of surface-based boreholes.) 
The main effects of ESF ventilation are the drying of rocks around the tunnel, the suppression of 
potential seepage into tunnels, and the perturbation of the gas flow field around the tunnel. 
Niche 3566, Alcove 7, and the last section of the Cross Drift, are closed for long time periods to 
gain additional information on the rewetting processes and potential seepage events. Both the 
data collected during active ventilation phases and passive nonventilation phases would 
contribute to the assessment of UZ responses to large-scale perturbations at Yucca Mountain. 
6.10.2.2 Cross Drift Observations 
The drift conditions at the Cross Drift in 1998 were similar to the conditions of the ESF Main 
Drift in 1996. High-humidity conditions existed in the new sections just excavated. Relative 
humidity data from three moisture stations in the Cross Drift are illustrated in Figures 74 and 75

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 171 March 2000 
for the month of November, 1998, right after the completion of the excavation by the TBM. The 
moisture sensor assembly at Cross Drift Construction Station (CDCS) 25+55 (2,555 meters from 
the Cross Drift entrance) are located near the Solitario Canyon fault on the western boundary of 
the potential repository block. The other two stations, at CDCSs 14+43 and 21+40, measured the 
moisture conditions in the middle part of the Cross Drift within the potential repository block. 
The figures illustrate the temporal fluctuations and the spatial distributions of moisture 
conditions along the Cross Drift. The data were collected every 15 minutes. CDCS 25+55 was 
much more humid than the other two stations under the control of the same ventilation system. 
The day shifts had more activities than the other two shifts. During the week of Thanksgiving 
holiday (November 26, 1998), there were increases in moisture conditions that might be 
correlated with ventilation shut down. The monthly averaged relative-humidity values are 
15  3% for CDCS 14 + 43, 18  4% for CDCS 21 + 40, and 28  5% for CDCS 25 + 55. 
The spatial variations illustrated in Figure 75 are based on weekly averaging over the day shifts. 
The differences in relative humidity are more clearly shown with the spatial distribution plot. 
While the magnitude varies from week to week, the spatial gradients were relatively constant. 
The average gradients for the two sections were 3.4% per kilometer between CDCSs 14+35 and 
21+40, and 25.2% per kilometer between CDCSs 21+40 and 25+55. The section near the end of 
the tunnel apparently had more moisture removed than the section near the entrance. 
The temporal and spatial distributions are presented to illustrate the characteristics of the 
moisture evolution in a newly excavated tunnel. Moisture gradients, together with the ventilation 
rates, are needed to calculate the moisture removal rates. The Cross Drift is a simple tunnel 
system in comparison with the ESF Main Drift. There is only one ventilation line operating along 
the Cross Drift, without any secondary branches separating the air flows into side alcoves and 
niches.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 172 March 2000 
RH (%) at ECRB, 11/98 
0
5 
10 
15 
20 
25 
30 
35 
40 
45
11/1 11/8 11/15 11/22 11/29 
November 1998 
RH (%) 
1443 
2140 
2555 
DTN: LB990901233124.006 
Figure 74. Relative Humidity Temporal Variations in the Cross Drift. The data were collected in 
November, 1998 after completion of excavation. The legends are the distances in meters 
from the moisture station to the Cross Drift entrance. 
RH (%) Along Cross Drift, Weekly (Day-Shift) Average, 11/98 
10 
15 
20 
25 
30 
35
1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 
Cross Drift Construction Station (m) 
RH (%) 
week 11/1-11/7 
week 11/8-11/14 
week 11/15-11/21 
week 11/22-11/28 
DTN: LB990901233124.006 
Figure 75. Relative Humidity Spatial Variations along the Cross Drift. The weekly averages of day shift 
data are presented for November 1998 after completion of excavation.

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7. SUMMARY AND CONCLUSIONS OF AMBIENT FIELD TESTING ANALYSES 
Since the inception of the ambient field testing program in 1995 during the excavation of the 
ESF, progress was made in drift seepage studies of four niches, fracture/fault flow testing in two 
alcoves, and wetting-front and moisture monitoring along the ESF drifts. This AMR U0015 
focuses on in situ field testing of processes. The technical summary and conclusions for analyses 
in Sections 6.1 through 6.10 are given in Sections 7.1 through 7.10. In brief, the key findings 
include: 
 Seepage thresholds were established, with measured values at Niche 3650 ranging from 
the equivalent flux of 200 mm/yr to 136,000 mm/yr for flow paths through fractures and 
fracture network. Fracture characteristic curves were derived from the seepage threshold 
data with the effective fracture porosity as high as 2.4%. 
 Heterogeneity was systematically evaluated, with borehole-scale and drift-scale 
distributions and excavation-induced enhancements of permeability variations orders of 
magnitude larger than the site-to-site variations of average values along the main drift. 
 Dyes and nonreactive tracers were confined locally (within 1.0 m  1.6 m area for the 
last test) near the liquid-release points above the niche ceiling. 
 Flow partitioning data with 92% fracture flow and 8% matrix flow were derived from 
independent analyses of seepage water and dye-stained rock samples. The water front 
moved much deeper into tuff matrix than inferred from measurements with nonreactive 
bromide tracer and sorbing dye tracers. 
 Fracture flow paths were spatially heterogeneous and discrete in TSw. Fault zone flow 
paths and nonwelded tuff layers contributed to the complexity of pneumatic responses in 
PTn, with an argillic layer dampened the pneumatic responses effectively. 
 Fracture flows in TSw were intermittent in nature even when the flow boundary 
conditions were stable. 
 Fault and matrix flows in PTn had large capacities to accommodate damping of 
infiltration pulses. 
 Rock dry-out zones were shown to extend approximately 3 m into the tunnel wall, 
construction water was detected nearly 10 m below the invert, and large changes in 
relative humidity conditions could be related to moisture removal by ventilation. 
These findings are inputs to other AMRs and to the UZ flow and transport PMR. The AMRs are 
identified in the following list on the current field status of testing and monitoring activities at 
different sites in the ESF. The list includes many other laboratory studies on samples collected in 
the ESF and field studies analyzed in other AMRs.

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 Extensive pneumatic air-permeability tests were conducted in borehole clusters before 
and after niche excavation, and in alcove test beds before liquid releases. The test results 
are inputs to the AMR on the seepage calibration model, the AMR on hydrologic data, 
and the AMR on abstraction of drift seepage. 
 Niche 3566, in the vicinity of the Sundance fault, is currently sealed. The first damp 
feature in the potential repository horizon was observed in this niche. 
 Niche 3650, in a fractured setting away from faults, had over 40 liquid-release tests 
conducted to quantify seepage thresholds. The core samples from the latest test were 
analyzed for tracer distribution. The test results are inputs to the AMR on the seepage 
calibration model, the AMR on hydrologic data, and the AMR on UZ flow models and 
submodels. 
 Niche 3107 in a relatively uniform rock mass, below the cross-over point between the 
ESF Main Drift and Cross Drift, is the site of ongoing liquid-release tests to quantify the 
seepage-memory effects. 
 Niche 4788, in an intensely fractured zone, has phases of pre- and post-excavation 
characterization completed and the seepage testing initiated. 
 Alcove 6, in a fractured zone with relatively competent matrix blocks, has been used for 
a preliminary series of tests, with water dripped into a slot below the test bed collected. 
The test results can be used to compare with the fracture flow fractions predicted by the 
AMR on UZ flow models and submodels. 
 Alcove 4, in a layered zone with a fault bounded by porous PTn, has been used for a 
preliminary series of tests, with a new series of tests planned to evaluate the migration of 
injected water. The test results can be used to evaluate the lateral diversion at the PTn 
addressed by the AMR on UZ flow models and submodels. 
 Alcove 1, 30 m below the ground surface near the North Portal in the Tiva Canyon 
welded tuff unit, is the site for the largest liquid-release tests at the ESF. The test results 
from two series of flow and tracer tests are analyzed in the AMR on UZ flow models 
and submodels. Matrix diffusion is shown to be important in diluting the tracer 
concentration and reducing the tracer breakthrough at the Alcove 1 test site. 
 Water-potential measurements with heat dissipation probes, with psychrometers, and 
with tensiometer are conducted in ESF boreholes at alcoves, at niches, and 
systematically along the ECRB Cross Drift. The recent results of potential data from 
ECRB are inputs to the AMR on calibrated property model. 
 Construction-water migration was monitored at the starter tunnel of the Cross Drift and 
below the cross-over point. Early data on the distributions of lithium bromide tracers 
from boreholes drilled into the drift floor (invert) are inputs to the Yucca Mountain site 
description document.

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 Chloride-36, chloride, calcite, strontium, and other geochemical analyses are reported in 
the AMR on geochemistry data and the AMR on transport properties data. The uses of 
geochemistry and transport properties data for model calibration and validation are 
reported in the AMR on UZ flow models and submodels and the AMR on radionuclide 
transport model. 
 Moisture-monitoring stations continue to collect data to evaluate the impact of tunnel 
ventilation and moisture removal. 
The ambient testing program is conducting additional tests to collect data in the lower tuff units 
and to confirm, validate, refine, or refute existing and alternative conceptual models for seepage 
into drifts, fracture flow, fracture-matrix interaction, and drainage and migration below the 
potential repository. With most of the potential repository horizon in the lower lithophysal unit 
of the TSw, it is critical to characterize this unit to determine if the presence of lithophysal 
cavities and friable tuff media change the seepage distributions and percolation characteristics. 
The seepage threshold quantification needs to be confirmed with long-term tests to address the 
concerns about the capillary barrier concept under steady-state conditions, the effects of 
evaporation, and the effects of moisture storage and flow diversion capacities. Quantification of 
spatial distribution of fast flow paths and assessment of temporal variations of episodic 
percolation events require testing and monitoring refinements for in situ conditions. 
The following field activities are in progress: 
 Niche 1620 (along the Cross Drift): Seepage testing in lower lithophysal unit, along with 
studies of excavation effects by pneumatic air-permeability tests, and fracture-matrix 
interaction tests. 
 Systematic testing along the Cross Drift with pulsed air injections and liquid releases in 
slanted boreholes drilled into the crown along the Cross Drift. 
 Drift-to-drift study with liquid released in Alcove 8 in the Cross Drift and wetting front 
monitored in Niche 3107 and in the ESF Main Drift at the cross-over point. 
 Potential measurements along the Cross Drift and behind the bulkheads which are 
currently closed to induce rewetting. 
The emphasis of this AMR is on active-flow testing in niches and alcoves. These activities, 
together with many other laboratory and field activities analyzed in other AMRs, provide data 
for inputs to other modeling AMRs and to the UZ flow and transport model for process 
evaluation, calibration, and validation. Since different activities and analyses for in situ field 
testing in processes are in different stages of progress, the summaries of test analyses presented 
in the following ten sections are in the different degrees of maturity. Section 7.n is the summary 
of data analyses in Section 6.n, with n = 1, ..., 10. The data are summarized with minimal 
speculative interpretations. Credible interpretations can be achieved with close interactions

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between testing and modeling, as documented in the AMRs cited, and on an activity-by-activity 
basis. 
This document may be affected by technical product input information that requires 
confirmation. Any changes to the document that may occur as a result of completing the 
confirmation activities will be reflected in subsequent revisions. The status of the input 
information quality may be confirmed by review of the DIRS database. 
7.1 SUMMARY OF AIR-PERMEABILITY DISTRIBUTION AND EXCAVATIONINDUCED 
ENHANCEMENT IN NICHES 
Using the pneumatic packer system developed with automated controls and data acquisition, 
extensive series of air-permeability tests were systematically conducted in borehole clusters at 
four niches. Single-hole permeability data has proven its use in detecting changes in permeability 
(and boundary conditions) as a result of nearby excavation and in characterizing sites. Preexcavation 
and post-excavation permeability profiles with 0.3-m spatial resolution are presented 
for boreholes used for drift-seepage and liquid-release tests. Air-permeability distributions are 
used as inputs for the seepage calibration model to assess the capillary barrier and seepage 
threshold mechanisms. Fractures immediately above the niches are important to the evaluation of 
seepage into drifts. The main results from air-permeability profile and distribution analyses are: 
 The excavation-induced permeability enhancements in borehole intervals are large, with 
the average enhancements for boreholes in one to two orders of magnitude. 
 Drift-scale variation of permeability values and permeability enhancement along 
boreholes and among different boreholes within the niches are larger than differences 
among different niche sites. 
It is important in drift-scale assessment to characterize the permeability distributions controlling 
local flow path and seepage spatial variation. The relatively small difference in mean 
permeability values for different niches is encouraging in the reduction of uncertainties 
associated with site-scale spatial heterogeneity. If subsequent liquid-seepage tests in locally 
distinct niches result in seepage threshold values within a relatively narrow range, the 
uncertainties for seepage into drifts could be greatly reduced for the middle nonlithophysal unit 
of TSw, where all existing niches were located. The characterization effort is planned for the 
lower tuff units to acquire the necessary data for the majority of the potential repository horizon 
area. 
7.2 CONCLUSIONS OF LIQUID-RELEASE AND SEEPAGE TESTS IN NICHES 
7.2.1 Pre-Excavation Liquid-Release Testing and Niche Excavation Activities 
Numerous liquid-release tests were conducted prior to the excavation of each niche to evaluate 
how far a finite pulse of water would travel through relatively undisturbed fractures located in 
the middle nonlithophysal zone of the Topopah Spring welded unit.

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The maximum depth that the wetting front moves increases with increasing mass of fluid 
injected. It appears that maximum-depth data cannot discriminate the type of flow (i.e., highangle 
fracture versus network flow) observed during the test. Lateral spreading and the aspect 
ratio (i.e., ratio of depth to lateral spreading) may be stronger measures of the type of flow that 
predominates. Increased lateral spreading of the wetting front appears to be typical of wellconnected 
fracture networks containing both high- and low-angle fractures, whereas large aspect 
ratios appear to be typical of flow in individual vertical fractures. 
7.2.2 Post-Excavation Seepage Tests at Niche 3650 
The purpose of the seepage tests was to investigate the amount of water that would drip into a 
mined opening from a transient liquid-release event of short duration. 
 Forty post-excavation liquid-release tests were conducted on 16 different test intervals 
located above Niche 3650 within the middle nonlithophysal zone of the Topopah Spring 
welded unit. 
 Of the 16 zones tested, water seeped into the capture system from 10 intervals, water 
appeared at the niche ceiling but did not drip in 3 cases, and water did not appear at all 
when introduced into the three remaining zones. 
 The seepage percentage, defined as the amount of water captured in the niche divided by 
the amount released into the rock, ranged from 0 to 56.2%. 
It was determined during the early stages of testing that the memory effect, or wetting history, 
had a profound impact on seepage. If the liquid-release tests were performed too close together 
in time, then it was found that the seepage percentage increased dramatically, as one would 
expect. This is because the fractures contained residual moisture, and their unsaturated 
conductivity was higher during subsequent tests. The test with seepage percentage of 56.2%, the 
third test in a series of four tests in the same interval, was conducted within 2 hours after the 
second test with 23.2% seepage. In comparison, the first test conducted 20 days before the 
second test had a fairly consistent result of 22.6% seepage. 
The seepage threshold flux, defined as the flux of water that when introduced into the injection 
borehole results in zero seepage, was evaluated for the 10 zones that seeped in Section 6.2.2.1. 
 The seepage threshold fluxes measured at Niche 3650 range from 6.35E-09 to 4.31E-06 
m/s or 200 to 136,000 mm/yr. 
The seepage threshold data were evaluated and interpreted using analytical techniques derived 
for a homogenous, unsaturated porous medium derived by Philip et al. (1989) subject to the 
limiting assumptions discussed in Section 5.2.2. The analysis resulted in realistic values of the 
sorptive number ( a), an exponential fitting parameter characteristic of the capillary strength of 
the fractures. 
 Values for a -1 equal to 9.8 and 490 Pa were measured for representing flow through two 
types of in situ fractures, including high-angle fractures and a network of interconnected 
fractures, respectively.

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Two types of flow paths were observed in the field during the mining operation, as described in 
Section 6.2.1.2. Estimates of the volumetric water content were produced in Section 6.2.2.3 
using wetting front arrival times recorded during the seepage tests. The a-values resulting from 
the analyses performed in Section 6.2.2.2 were used to estimate the water potentials of the 
fractures reported in Section 6.2.2.4. Water-potential estimates and the corresponding volumetric 
water contents were used to construct the fracture-water retention curves presented in Section 
6.2.2.5. Examination of these plots indicates that: 
 Fractures appear to drain very quickly, approaching a residual water content of perhaps 
0.1 to 0.2% at water potentials as high as -0.01 m. 
 Saturated water content or effective fracture porosity may be as high as 2.4%. 
7.2.3 Constraints, Caveats, and Limitations of the Niche Seepage Test Results 
The seepage test results at Niche 3566, including the determinations of the seepage thresholds, 
are based on multiple liquid release tests conducted over short duration with some of the rates 
high enough to induce artificial seepage. The tests were conducted in open niche conditions with 
the humidity affected by the ventilation in the tunnel. The effects of evaporation can remove 
water from the rock through the vapor phase and may reduce the liquid seepage flux in 
determining the seepage threshold. 
The ongoing tests at other niches are conducted over longer test periods, with some at lower 
release rates and under better control of ventilation and humidity effects. The same approaches 
will be used in tests at the lower lithophysal TSw unit. The constraints, caveats, and limitations 
of the currently available seepage test results from one niche in the middle nonlithophysal TSw 
unit should be carefully evaluated to assess the applicability in future use. 
7.3 CONCLUSIONS OF TRACER-MIGRATION DELINATION AT NICHE 3650 
Tracer distribution in cores around a liquid-release event at Niche 3650 was analyzed. The 
results showed that: 
 The tracer migration from the latest test was localized and possibly confined within the 
1.0 m  1.6 m area directly below the liquid-release interval, with a vertical scale of 
about 0.7 m. This result is based mainly on analyses of iodine as a conservative tracer. 
 Spatial distributions of other dye tracers resulting from early liquid-release tests 
consistently point to localized flow with limited lateral spreading of tracer migration. 
The previous liquid release and seepage tests with dyes were conducted over six months 
before the latest test. 
Liquid-release tests reported in Section 6.2 indicated that post-excavation seepage water was 
captured in most cases directly beneath the test zone or in capture cells immediately adjacent to 
the interval. Flow-path observations during niche excavations generally showed that the dyes did 
not spread laterally to great extents (also see Section 6.2 and preliminary results of Niches 3566 
and 3650 reported in Wang et al. 1999, pp. 329332). Gravity-driven flow is the primary flow

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mechanism in fracture systems, either through individual fractures and/or through the fracture 
network connected to the release intervals. In Section 6.4 of this report, further laboratory tests 
of tracer sorption and fracture-matrix interactions are presented. 
The absence of nonreactive tracers, especially iodine introduced only at the latest pulse release, 
together with the localized spatial distributions of dyes long after the liquid releases, strongly 
suggested that the gravity-driven component was strong. Capillary imbibition and capillary 
barrier effects could promote lateral spreading. Longer-term tests with sampling over larger areas 
than the latest pulse test, as well as early liquid-release tests, could further quantify the migration 
and retention of tracers. Tracer-test results could be used to investigate the occurrence and 
significance of localized flow and to assess the mechanisms governing contaminant transport. 
7.4 SUMMARY AND CONCLUSIONS ON TRACER PENETRATION AND WATER 
IMBIBITION INTO WELDED TUFF MATRIX 
Field and laboratory tracer experiments have been conducted to investigate the flow partitioning 
between fracture flow and matrix imbibition in unsaturated conditions. During niche excavation, 
dye-stained rock samples were collected for laboratory analyses. Additional tuff samples 
collected from the potential repository horizon were machined as rock cores for laboratory 
studies of tracer penetration into the rock matrix under two initial water saturations. In the drift 
seepage tests using dye tracers, seepage-water samples were collected. A rock-drilling and 
sampling technique was developed to profile the tracer concentration in the rock matrix over 
distance. 
 For rock samples, the sorbing dye-tracer penetration depths are on the order of several 
millimeters from the flowing fractures. 
 In well-controlled laboratory tracer-imbibition tests under both high and low initial 
water saturations, the concentration profiles of sorbing dyes lag behind the nonreactive 
bromide front, with the travel distance for dyes being a few millimeters over the contact 
time of about 18 hours. 
 The bromide front lags significantly behind the moisture front at high initial water 
saturation of 75.8%. On the contrary, the front is comparable to the moisture front in the 
rock core at the initial water saturation of 12.5%. 
 Retardation of sorbing tracers increases with a decrease in saturation, as measured in the 
dry core and in the wet core, verifying the functional relationship between retardation 
and water content. 
 Core measurements can be used to measure retardation factors in in situ conditions to 
check the results of batch experiments using crushed tuff in saturated conditions. 
 The flow partitioning data with 92% fracture flow and 8% matrix imbibition were 
derived independently from seepage water sampled in drift seepage tests conducted after 
niche excavation and laboratory analyses of dye-stained samples collected during niche 
excavation.

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Data presented in Section 6.4 revealed interesting processes, especially at the interface boundary 
region between the core bottom and the water reservoir, simulating the contact of flowing 
fracture with adjoining tuff matrix. Data of flow partitioning, front separation, and tracer 
retardation can be used for validation of fracture-matrix interaction and fracture flow models. 
7.5 SUMMARY OF SINGLE-HOLE PERMEABILITY DISTRIBUTIONS AND 
CROSS-HOLE CONNECTIVITY ANALYSES 
Cross-hole analyses of pneumatic air-permeability test data are presented for Niche 4788, Alcove 
6, and Alcove 4. Cross-hole connectivity analyses for Niche 4788 are used in the seepage tests in 
this intensely fractured zone. The pneumatic air-permeability test results were used for interval 
selection and test interpretation in the series of tests conducted for fracture flows and 
fracture-matrix interactions in TSw at Alcove 6 and for fault and matrix flows in PTn in Alcove 
4. The main results from permeability distribution and cross-hole analyses are: 
 Welded-tuff test sites have distinct flow paths clearly identified by cross-hole analyses 
from isolated injection intervals to observation intervals. 
 The fracture flow connections are predominately one-way, with an injection interval 
inducing response in an observation interval, but the interval not necessarily detecting 
injection into the original observation interval. 
 The PTn test bed in Alcove 4 has many more connections than the corresponding TSw 
sites in niches and in Alcove 6. Weaker connections were trimmed out to reveal the 
stronger connections. 
 The argillic layer in the test bed was shown from cross-hole analyses to be a nearly 
impermeable barrier. 
 Stronger connections were associated with a fault in the test bed at Alcove 4. A 
high-permeability zone near the end of the test block was identified by the 
air-permeability results and cross-hole analyses. 
7.6 CONCLUSIONS OF FRACTURE FLOW IN FRACTURE-MATRIX TEST BED AT 
ALCOVE 6 
Fracture flow data were collected in a slotted test bed located at Alcove 6 of ESF within the 
TSw. With a slot below injection zones, it was possible to quantify both the inflow into the 
system and outflow at the lower boundary, and to better evaluate the flow field in underground 
test conditions. 
In this field study, techniques developed to investigate flow in fractured welded tuffs were 
evaluated. Results from field tests suggest that in situ characterization of certain fundamental 
flow parameters (such as travel times, percolation and seepage rates, etc.) can be achieved with 
this approach.

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The test results revealed aspects of flow in unsaturated, fractured systems and provided insight 
towards the conceptualization of flow through unsaturated and fractured rock formations. The 
Alcove 6 test is the first and only test conducted in the ESF on unsaturated fractured tuff with 
attempts to take liquid mass conservation explicitly into account. In field tests, it is frequently 
difficult to control the boundaries and liquid can flow to unknown domains. Transient data 
collected at Alcove 6 also contribute to the evaluation of unsaturated flow in fractured tuffs. 
Some of the test result interpretations require additional analyses and modeling. The main focus 
currently is to present the data and to stimulate credible, not speculative, interpretations. 
Several series of liquid-release tests were conducted with localized injections of liquid into a low 
permeability zone and into a high permeability zone along a borehole. The major test results 
were:
 For all injections into both LPZ and HPZ, changes in electrical resistance and 
psychrometer readings were detected in two monitoring boreholes ~0.6 m below the 
point of injection. 
 For the LPZ tests, water did not seep into the slot located 1.65 m below. 
 Liquid-release rate into the LPZ was observed to steadily decrease by two orders of 
magnitude (from >30 to < 0.1 ml/minute) over a period of 24 hours. 
 In the HPZ, liquid-release rates under constant-head conditions were significantly higher 
(~100 ml/minute), with intermittent changes observed in the intake rate. 
 For injection tests in HPZ, water was observed to drip into the slot in 3 to 7 minutes at 
high injection rates of ~28 to ~100 ml/min, in 1 hour at the low injection rate of 14 
ml/min, and in 5 hours at the lowest rate of 5 ml/min. 
 During the course of each test, seepage rates measured in the slot showed intermittent 
responses despite constant-head or constant-rate conditions imposed at the input 
boundary. 
 The percentage of cumulative volume of water recovered in the slot was observed to 
increase in most tests, approaching steady-state values after ~10 liters of water had been 
injected. 
 A maximum of 80% of the injected water was recovered for high-rate injection tests. 
 The saturated volumes of fracture flow paths were estimated for each test from 
measurements of fluid volume before wetting front arrivals and from measurements of 
drainage volume into the slot after termination of injection. The flow path volumes were 
found to increase from <0.2 liter initially to ~1.0 liter during recovery, with some 
stepped increments of 0.1 to 0.3 liter observed. 
 Plug flow process was observed with tracer analyses. "New" water replaced "old" water 
from the previous test.

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The stepped and intermittent changes could be associated with heterogeneous distribution of 
storage volumes in the connected fracture flow paths, in the dead-end fractures, and in the rock 
matrix blocks. The test results from Alcove 6 could be used to evaluate fracture flows and 
fracture-matrix interactions. 
7.7 CONCLUSIONS OF FLOW THROUGH THE FAULT AND MATRIX IN THE 
TEST BED AT ALCOVE 4 
Fault and matrix flow data were collected in a test bed located in the PTn at Alcove 4 in the ESF. 
Using a series of horizontal boreholes, the intake rates and plume travel times in various 
locations within the test bed were determined. 
These test results revealed aspects of flow in a fault located within the nonwelded tuffs and 
provided insights into the flow properties of the PTn. A series of localized liquid-release tests 
helped determine that: 
 Intake rates within a fault located in the PTn decreased as more water was introduced 
into the release zone (i.e., from an initial value of ~200 ml/min to ~50 ml/min after 193 
liters of water entered the injection zone). 
 The travel time of the wetting front resulting from water released in the fault decreased 
when the fault was wet (i.e., in closely timed tests, the plume traveled faster in 
subsequent releases). 
 Over time, the hydrologic properties of the fault appear to be altered, with water 
traveling along the fault at significantly slower rates. 
 The matrix adjacent to the fault imbibed water that was introduced into the fault. 
Changes in saturation were seen more than 1.0 m from the point of release. 
 The intake rates and wetting front travel times in the matrix were significantly slower 
than in the fault. Water released into the matrix was observed to travel 0.45 m in 14 
days. 
7.8 CONCLUSIONS OF WATER-POTENTIAL MEASUREMENTS IN THE NICHES 
Psychrometer measurements in the ESF suggest that significant variability in water potentials 
between and within the three niches. The main observations are: 
 The extent to which ventilation effects may have penetrated the rock is possibly greater 
than 3 m. 
 Two possible zones were observed to have significantly high water potentials in Niche 
3566. The first was observed at the end of the middle borehole. The second was detected 
6.25 m along borehole A in Niche 3566. Borehole A was drilled from the niche toward 
the Sundance fault.

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 There was large variability (-15 and -84 m) in the short distance of 0.9 m between two 
boreholes at Niche 3107. 
 In the zone beyond where ventilation effects of the ESF were observed (i.e., at 10 m 
depths), Niche 3566 (with potential 0.4 to 13 m) appeared to be wetter than Niche 3650 
(with potential 1 to 39 m). 
These potential measurements were conducted before the bulkhead closed in Niche 3566 and 
before seepage measurements in Niches 3650 and 3107. The data are presented for future 
comparisons with potential measurements elsewhere in the ESF, including the Cross Drift. 
7.9 CONCLUSIONS OF MONITORING THE CONSTRUCTION-WATER 
MIGRATION 
While no seepage was observed in the ESF Main Drift at the cross-over point, the sensors in a 
borehole below the starter tunnel of the Cross Drift detected signals associated with wetting-front 
migration. 
7.9.1 Starter Tunnel 
 Three events were observed along the borehole below the starter tunnel at depths close 
to 10 m. The ponding event that occurred on March 8, 1998 increased water-potential 
values up to a depth of 8.65 m (17.3 m along the borehole). During this event, the 
magnitude of the disturbance decreased further into the borehole, with an interesting 
aberration observed at a depth of 9.4 m: the change in water potentials was significantly 
larger than the expected trend. 
 At different times during the monitoring period, the impact on changes in 
water-potential values occurred at different locations along the borehole. Early in March 
1998, the large impacts were restricted to close to the borehole collar, while by early 
April, 1998 these impacts were relatively larger  between 9.4 and 11.4 m. 
 One concern that could arise from the use of a slanting borehole to measure wetting 
front migration is the possibility of the bore cavity short-circuiting flow paths. For this 
particular investigation, this short-circuiting does not appear to be happening, as 
indicated by the analysis of recovery responses observed at the depth of 5.2 m. Here, the 
response to a wetting event was negligible when compared with other psychrometers 
close to this location (above and below), suggesting that this zone was well isolated 
(hydraulically) from the adjacent zones and did not detect the wetting front. 
 The response of the electrical resistivity probes when compared with the performance of 
psychrometers suggests that these probes (with their current design) can be effectively 
used as a qualitative tool to detect the arrival (or departure) of wetting fronts. Unlike 
psychrometers, these probes are relatively inexpensive, easy to maintain, and have a low 
failure rate. These advantages make them particularly useful for extensive down-hole 
monitoring applications in fractured-rock environments found at Yucca Mountain.

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7.9.2 Monitoring of Cross-Over Point 
 No seepage was observed nor were wetting-front signals detected at the cross-over point 
when the Cross Drift TBM passed over the ESF Main Drift. The TBM apparently did 
not use enough water to induce dripping into the Main Drift, 17.5 m below. The 
confirmation of no seepage at the cross-over point establishes the lower limit for the 
drift-to-drift flow and drift seepage processes associated with construction-water usage. 
In the potential repository at Yucca Mountain, performance-confirmation drifts are planned to be 
located above (or below) the waste emplacement drifts to monitor the waste-induced impacts. It 
is therefore important to evaluate the drift-to-drift migration, drift seepage, and wetting-front 
detection to assess the potential impacts. The experience in the integrated monitoring station at 
the cross-over point (with seepage collection trays, water-potential and wetting-front sensors, 
and thermal/visual imaging devices) can be applied to future testing and monitoring tasks. 
7.10 CONCLUSIONS OF ANALYSES OF CONSTRUCTION EFFECTS 
Some observations of ESF moisture conditions are presented. From the observations: 
 The newly excavated drift has high humidity conditions detected near the TBM. 
 The relative humidity gradient near the end of the tunnel was greater than the gradient 
close to the entrance in the month after the excavation.

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8. INPUTS AND REFERENCES 
8.1 DOCUMENTS CITED 
Andreini, M.S. and Steenhuis, T.S. 1990. Preferential Paths of Flow under Conventional and 
Conservation Tillage. Geoderma, 46, 85102. Amsterdam, Netherlands: Elsevier Science. 
TIC: 245381. 
Barr, D.L.; Moyer, T.C.; Singleton, W.L.; Albin, A.L.; Lung, R.C.; Lee, A.C.; Beason, S.C.; and 
Eatman, G.L.W. 1996. Geology of the North Ramp.Stations 4+00 to 28+00, Exploratory 
Studies Facility, Yucca Mountain Project, Yucca Mountain, Nevada. Denver, Colorado: Bureau 
of Reclamation. ACC: MOL.19970106.0496. 
Braester, C. 1973. Moisture Variation at the Soil Surface and the Advance of the Wetting Front 
During Infiltration at Constant Flux. Water Resources Research, 9 (3), 687694. Washington, 
D.C.: American Geophysical Union. TIC: 242383. 
Buesch, D.C. and Spengler, R.W. 1998. Character of the Middle Nonlithophysal Zone of the 
Topopah Spring Tuff at Yucca Mountain. High-Level Radioactive Waste Management, 
Proceedings of the 8th International Conference, Las Vegas, Nevada, May 1114, 1998. La 
Grange Park, Illinois: American Nuclear Society. TIC: 237082. 
Buesch, D.C.; Spengler, R.W.; Moyer, T.C.; and Geslin, J.K. 1996. Proposed Stratigraphic 
Nomenclature and Macroscopic Identification of Lithostratigraphic Units of the Paintbrush 
Group Exposed at Yucca Mountain, Nevada. Open-File Report 94469. Denver, Colorado: 
U.S. Geological Survey. ACC: MOL.19970205.0061. 
CRWMS M&O (Civilian Radioactive Waste Management System Management and Operating 
Contractor) 1999a. Analysis & Modeling Development Plan (DP) for U0015 In Situ Field 
Testing of Processes, Rev 00. TDP-NBS-HS-000006. Las Vegas, Nevada: CRWMS M&O. 
ACC: MOL.19990830.0377. 
CRWMS M&O 1999b. M&O Site Investigations. Activity Evaluation. Las Vegas, Nevada: 
CRWMS M&O. ACC: MOL.19990317.0330. 
CRWMS M&O 1999c. M&O Site Investigations. Activity Evaluation. Las Vegas, Nevada: 
CRWMS M&O. ACC: MOL.19990928.0224. 
DOE (U.S. Department of Energy) 1998a. Total System Performance Assessment. Volume 3 
of Viability Assessment of a Repository at Yucca Mountain. DOE/RW-0508. Washington, 
D.C.: U.S. Department of Energy, Office of Civilian Radioactive Waste Management. ACC: 
MOL.19981007.0030. 
DOE 1998b. License Application Plan and Costs. Volume 4 of Viability Assessment of a 
Repository at Yucca Mountain. DOE/RW-0508. Washington, D.C.: U.S. Department of 
Energy, Office of Civilian Radioactive Waste Management. ACC: MOL.19981007.0031.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 186 March 2000 
Dyer, J.R. 1999. Revised Interim Guidance Pending Issuance of New U.S. Nuclear Regulatory 
Commission (NRC) Regulations (Revision 01, July 22, 1999), for Yucca Mountain, Nevada. 
Letter from J.R. Dyer (DOE) to D.R. Wilkins (CRWMS M&O), September 9, 1999, 
OL&RC:SB-1714, with enclosure, Interim Guidance Pending Issuance of New U.S. Nuclear 
Regulatory Commission (NRC) Regulations (Revision 01). ACC: MOL.19990910.0079. 
Freeze, R.A. and Cherry, J.A. 1979. Groundwater. Englewood Cliffs, New Jersey: Prentice- 
Hall. TIC: 3476. 
Ghuman, B.S. and Prihar, S.S. 1980. Chloride Displacement by Water in Homogeneous 
Column of Three Soils. Soil Science Society of America Journal, 44 (1), 1721. Madison, 
Wisconsin: Soil Science Society of America. TIC: 246698. 
Klinkenberg, L.J. 1941. The Permeability of Porous Media to Liquids and Gases. API 
Drilling and Production Practice, 200-213. Washington, DC: American Petroleum Institute. 
TIC: 217454. 
LeCain, G.D. 1995. Pneumatic Testing in 45-Degree-Inclined Boreholes in Ash-Flow Tuff near 
Superior, Arizona. Water-Resources Investigations Report 954073. Denver, Colorado: U.S. 
Geological Survey. ACC: MOL.19960715.0083. 
Moyer, T.C.; Geslin, J. K.; and Flint, L E. 1996. Stratigraphic Relations and Hydrologic 
Properties of the Paintbrush Tuff Nonwelded (PTn) Hydrologic Unit, Yucca Mountain, Nevada. 
Open-File Report 95397. Denver, Colorado: U.S. Geological Survey TIC: 226213. 
Muskat, M. 1982. The Flow of Homogeneous Fluids Through Porous Media. Boston, 
Massachusetts: International Human Resources Development. TIC: 208295. 
Philip, J.R. 1985. Reply to Comments on Steady Infiltration from Spherical Cavities. Soil 
Science Society of America Journal, 49, 788789. Madison, Wisconsin: Soil Science Society of 
America. TIC: 240255. 
Philip, J.R. 1986. Linearized Unsteady Multidimensional Infiltration. Water Resources 
Research, 22 (12), 17171727. Washington, D.C.: American Geophysical Union. TIC: 
239826. 
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), 1628. Washington, D.C.: American Geophysical Union. TIC: 239117. 
Porro, I. and Wierenga, P.J. 1993. Transient and Steady-State Transport through a Large 
Unsaturated Soil Column. Ground Water, 31 (2), 193200. Westerville, Ohio: National 
Ground Water Association. TIC: 246899. 
Pullan, A.J. 1990. The Quasilinear Approximation for Unsaturated Porous Media Flow. 
Water Resources Research, 26 (6), 12191234. Washington, D.C.: American Geophysical 
Union. TIC: 239824.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 187 March 2000 
Selby, S.M., ed. 1975. CRC Standard Mathematical Tables, 23rd edition. Cleveland, Ohio: 
CRC Press. TIC: 247118. 
Wang, J.S.Y. and Elsworth, D. 1999. Permeability Changes Induced by Excavation in 
Fractured Tuff. Rock Mechanics for Industry, Proceedings of the 37th U.S. Rock Mechanics 
Symposium, Vail, Colorado, June 69, 1999, 2, 751757. Alexandria, Virginia: The American 
Rock Mechanics Association. TIC: 245246. 
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 (13), 323347. Amsterdam, Netherlands: Elsevier Science. TIC: 244160. 
Warrick, A.W.; Biggar, J.W. and Nielsen, D.R. 1971. Simultaneous Solute and Water Transfer 
for an Unsaturated Soil. Water Resources Research 7 (5), 12161225. Washington, D.C.: 
American Geophysical Union. TIC: 245674. 
Wemheuer, R.F. 1999. "First Issue of FY00 NEPO QAP-2-0 Activity Evaluations." Interoffice 
correspondence from R.F. Wemheuer (CRWMS M&O) to R.A. Morgan (CRWMS M&O), 
October 1, 1999, LV.NEPO.RTPS.TAG.10/99-155, with attachments, Activity Evaluation for 
Work Package #1401213UM1. ACC: MOL.19991028.0162. 
White, I. and Sully, M.J. 1987. Macroscopic and Microscopic Capillary Length and Time 
Scales from Field Infiltration. Water Resources Research, 23 (8), 15141522. Washington, 
D.C.: American Geophysical Union. TIC: 239821. 
SOFTWARE CITED 
Macro/Routine: Perm Formula 1 ft Zone.vi V1.0. ACC: MOL.19991018.0188. 
Macro/Routine: Mettler Double Scale 1.vi V1.0. ACC: MOL.19991018.0189. 
Plotting Program: Earthvision V4.0. STN: 30035-2 V4.0. 
8.2 CODES, STANDARDS, REGULATIONS, AND PROCEDURES 
64 FR (Federal Register) 8640. Disposal of High-Level Radioactive Waste in a Proposed 
Geologic Repository at Yucca Mountain. Proposed rule 10 CFR (Code of Federal Regulations) 
63. Readily available. 
AP-SI.1Q, Rev. 1, ICN 0. Software Management. Washington, D.C.: U.S. Department of 
Energy, Office of Civilian Radioactive Waste Management. ACC: MOL.19990630.0395. 
AP-3.10Q, Rev. 1, ICN 0. Analyses and Models. Washington, D.C.: U.S. Department of 
Energy, Office of Civilian Radioactive Waste Management. ACC: MOL.19990702.0314. 
DOE 1998c. Quality Assurance Requirements and Description. DOE/RW-0333P, REV 8. 
Washington D.C.: DOE OCRWM. ACC: MOL.19980601.0022.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 188 March 2000 
QAP-2-0, Rev. 5. Conduct of Activities. Las Vegas, Nevada: CRWMS M&O. ACC: 
MOL.19980826.0209 
YAP-12.3Q, Rev. 0. Control of Measuring and Test Equipment and Calibration Standards. Las 
Vegas, Nevada: Yucca Mountain Site Characterization Office. ACC: MOL.19990729.0230 
8.3 SOURCE DATA, LISTED BY DATA TRACKING NUMBER 
GS960908314224.020. Analysis Report: Geology of the North Ramp - Stations 4+00 to 28+00 
and Data: Detailed Line Survey and Full-Periphery Geotechnical Map - Alcoves 3 (UPCA) and 4 
(LPCA), and Comparative Geologic Cross Section - Stations 0+60 to 28+00. Submittal date: 
09/09/1996. 
LB960800831224.001. Relative Humidity, Temperature, and Pressure in ESF Monitoring 
Stations. Submittal date: 08/23/1996. 
LB970300831224.001. Moisture Data Report from October, 1996 to January, 1997. Submittal 
date: 03/13/1997. 
LB970801233124.001. Moisture Monitoring Data Collected at ESF Sensor Stations. Submittal 
date: 08/27/1997. 
LB970901233124.002. Moisture Monitoring Data Collected at Stationary Moisture Stations. 
Submittal date: 09/30/1997. 
LB980001233124.001. Water Potential Measurements in Niches 3566, 3650, and 3107 of the 
ESF. Submittal date: 04/23/1998. 
LB980001233124.002. Air Permeability Testing in Niches 3566 and 3650. Submittal date: 
04/23/1998. 
LB980001233124.004. Liquid Release Test Data From Niche 3566 and Niche 3650 of the ESF 
in Milestone Report, "Drift Seepage Test and Niche Moisture Study: Phase 1 Report on Flux 
Threshold Determination, Air Permeability Distribution, and Water Potential Measurement.". 
Submittal date: 11/23/1999. 
LB980101233124.001. Data collected from Niche at Construction Station 3650. Submittal date: 
01/30/1998. 
LB980101233124.002. Post-Excavation Permeability Data Collected from Niche 3650 of the 
ESF. Submittal date: 11/04/1998. 
LB980901233124.002. Laboratory Imbibition, Tracer, and Seepage Tests in Niches 3566, 3650, 
3107, and 4788 in the ESF. Submittal date: 09/14/1998. 
LB980901233124.003. Liquid Release and Tracer Tests in Niches 3566, 3650, 3107, and 4788. 
Submittal date: 09/14/1998.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 189 March 2000 
LB980901233124.004. Pneumatic Pressure and Air Permeability Data from Alcove 6 in the 
ESF. Submittal date: 09/14/1998. 
LB980901233124.009. Pneumatic Pressure and Air Permeability Data from Alcove 4 in the 
ESF. Submittal date: 09/14/1998. 
LB980901233124.014. Borehole Monitoring at the Single Borehole in the ECRB and ECRB 
Crossover Point in the ESF. Submittal date: 09/14/1998. 
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. 
LB980912332245.001. Air Injection Data from Niche 3107 of the ESF. Submittal date: 
09/30/1998. 
LB990601233124.001. Seepage Data Feed to UZ Drift-Scale Flow Model for TSPA-SR. 
(Pneumatic pressure and air permeability data.) Submittal date: 06/18/1999. 
LB990601233124.002. Seepage Data Feed to UZ Drift-Scale Flow Model for TSPA-SR. (Drift 
seepage testing.) Submittal date: 06/18/1999. 
LB990601233124.003. Seepage Data Feed to UZ Drift-Scale Flow Model for TSPA-SR. 
(Tracer detection data.) Submittal date: 06/18/1999. 
8.4 OUTPUT DATA, LISTED BY DATA TRACKING NUMBER 
LB990901233124.001. Alcove 6 Tracer Tests for AMR U0015, In Situ Field Testing of 
Processes. Submittal date11/01/1999. 
LB990901233124.002. Alcove 6 Flow Data for AMR U0015, In Situ Field Testing of 
Processes. Submittal date: 11/01/1999. 
LB990901233124.003. Tracer Lab Analyses of Dye Penetration in Niches 3650 and 4788 of the 
ESF for AMR U0015, In Situ Field Testing of Processes. Submittal date: 11/01/1999. 
LB990901233124.004. Air Permeability Cross-Hole Connectivity in Alcove 6, Alcove 4, and 
Niche 4 of the ESF for AMR U0015, In Situ Testing of Field Processes. Submittal date: 
11/01/1999. 
LB990901233124.005. Alcove 4 Flow Data for AMR U0015, In Situ Field Testing of 
Processes. Submittal date: 11/01/1999. 
LB990901233124.006. Moisture Data from the ECRB Cross Drift for AMR U0015, In Situ 
Testing of Field Processes. Submittal date: 11/01/1999.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 190 March 2000 
8.5 SUPPORTING DOCUMENTS 
Finsterle, S.; James, A.L.; Ritcey, A.C. and Wang, J.S.Y. 1998. Model Prediction of Cross-Drift 
Impact on Moisture. Yucca Mountain Project Level 4 Milestone SP33T1M4. Berkeley, 
California: Lawrence Berkeley National Laboratory. ACC: MOL.19980507.0177. 
Finsterle, S.; James, A.L.; Wang, J.S.Y.; Fabryka-Martin, J.T.; Wolfsberg, L.E.; Flint, A.; and 
Guertal, W.R. 1998. Model Prediction of Local Plume Migration From the Cross Drift. Yucca 
Mountain Project Level 4 Milestone SP33S3M4. Berkeley, California: Lawrence Berkeley 
National Laboratory. ACC: MOL.19980507.0177. 
Wang, J.S.Y.; Flint, A.L.; Nitao, J.J.; Chesnut, D.A.; Cook, P.; Cook, N.W.G.; Birkholzer, J.; 
Freifeld, B.; Flint, L.E.; Ellet, K.; Mitchell, A.J.; Homuth, E.F.; Griego, G.J.; Cerny, J.A.; and 
Johnson, C.L. 1996. Evaluation of Moisture Evolution in the Exploratory Studies Facility. 
Yucca Mountain Project Level 3 Milestone TR31K6M. Berkeley, California: Lawrence 
Berkeley National Laboratory. ACC: MOL.19961231.0089. DTN: LB960800831224.001 (Q). 
Wang, J.S.Y. 1996. Moisture Data Report for July to September 1996. Yucca Mountain Project 
Level 4 Milestone M4-TR31K7M. Berkeley, California: Lawrence Berkeley National 
Laboratory. ACC: MOL.19980501.0479. 
Wang, J.S.Y, Cook, P.J.; Trautz, R.C.; James, A.; Finsterle, S. Sonnenthal, E.; Salve, R.; Hesler, 
G.; and Flint, A.L. 1997. Drift Seepage Test and Niche Moisture Study: Phase 1 Progress 
Report on Data Interpretation and Model Prediction. Yucca Mountain Project Level 4 
Milestone SPC31DM4. Berkeley, California: Lawrence Berkeley National Laboratory. ACC: 
MOL.19980501.0484. DTNs: LB970601233124.001 (Q). LB980001233124.001 (Q). 
LB980901233124.002 (Q). 
Wang, J.S.Y. 1997. Moisture Data Report for October 1996 to January 1997. Yucca Mountain 
Project Level 4 Milestone SP331FM4. Berkeley, California: Lawrence Berkeley National 
Laboratory. DTN: LB970300831224.001 (Q). 
Wang, J.S.Y., Cook, P.J.; Trautz, R.C.; Salve, R.; James, A.L.; Finsterle, S.; Tokunaga, T.K.; 
Solbau, R.; Clyde, J.; Flint, A.L. and Flint, L.E. 1997. Field Testing and Observation of Flow 
Paths in Niches, Phase 1 Status Report of the Drift Seepage Test and Niche Moisture Study. 
Yucca Mountain Project Level 4 Milestone SPC314M4. Berkeley, California: Lawrence 
Berkeley National Laboratory. ACC: MOL.19980121.0078. 
Wang, J.S.Y.; Trautz, R.C.; Cook, P.J.; Finsterle, S.; James, A.L.; Birkholzer J.; and Ahlers, C.F. 
1998. Testing and Modeling of Seepage into Drift: Input of Exploratory Study of Facility 
Seepage Test Results to Unsaturated Zone Models, Yucca Mountain Project Level 4 Milestone 
SP33PLM4. Berkeley, California: Lawrence Berkeley National Laboratory. ACC: 
MOL.19980508.0004. 
Wang, J.S.Y.; Trautz, R.C.; Cook, P.J.; and Salve, R. 1998. Drift Seepage Test and Niche 
Moisture Study: Phase 1 Report on Flux Threshold Determination, Air Permeability 
Distribution, and Water Potential Measurement. Yucca Mountain Project Level 4 Milestone 
SPC315M4. Berkeley, California: Lawrence Berkeley National Laboratory. ACC:

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 191 March 2000 
MOL.19980806.0713. DTNs: LB980001233124.001 (Q), LB980001233124.002 (Q), and 
LB980001233124.004(Q).

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 192 March 2000 
INTENTIONALLY LEFT BLANK

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 193 March 2000 
9. ATTACHMENTS 
Attachment I  Document Input Reference Sheet 
Attachment II  Automated Air Injection System 
Attachment III  Comparison of Liquid and Air-Derived Saturated Hydraulic Conductivities 
Attachment IV  Water Content Profile Evaluation 
Attachment V  Tracer Measurements of Niche Cores 
Attachment VI  Laboratory Measurements of Retardation and Front Separation 
Attachment VII  Field Equipment for Controlled Water Release, Wetting Front Detection and 
Seepage Collection 
Attachment VIII  Measurement of Water Potentials Using Psychrometers

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 194 March 2000 
INTENTIONALLY LEFT BLANK

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment I-1 March 2000 
ATTACHMENT I DOCUMENT INPUT REFERENCE SHEET 
DIRS as of the issue date of this AMR. Refer to the DIRS database for the current status of these 
inputs. 
OFFICE OF CIVILIAN RADIOACTIVE WASTE MANAGEMENT 
DOCUMENT INPUT REFERENCE SHEET 
1. Document Identifier No./Rev.: 
ANL-NBS-HS-000005/Rev. 00 
Change: 
Title: 
In Situ Field Testing of Processes 
Input Document 8. TBV Due To 
2. Technical Product Input Source 
Title and Identifier(s) with Version 
3. 
Section 
4. Input 
Status 
5. Section 
Used in 
6. Input Description 
7. 
TBV/TBD 
Priority Unqual. 
From 
Uncontrolled 
Source 
Unconfirmed 
2a 
1. 
DTN: 
GS960908314224.020. 
Analysis Report: Geology 
of the North Ramp - 
Stations 4+00 to 28+00 
and Data: Detailed Line 
Survey and Full-Periphery 
Geotechnical Map - 
Alcoves 3 (UPCA) and 4 
(LPCA), and Comparative 
Geologic Cross Section - 
Stations 0+60 to 28+00. 
Submittal date: 
09/09/1996. 
Entire 
N/AQualified- 
Verificati 
on Level 2 
6.7.1.1 Geologic map of Alcove 4 N/A N/A N/A N/A 
2. 
DTN: 
LB960800831224.001. 
Relative Humidity, 
Temperature, and Pressure 
in ESF Monitoring 
Stations. Submittal date: 
08/23/1996. 
Entire 
N/AQualified- 
Verificati 
on Level 2 
6.10.1.1 
6.10.2.1 
Moisture condition in ESF. N/A N/A N/A N/A

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment I-2 March 2000 
OFFICE OF CIVILIAN RADIOACTIVE WASTE MANAGEMENT 
DOCUMENT INPUT REFERENCE SHEET 
1. Document Identifier No./Rev.: 
ANL-NBS-HS-000005/Rev. 00 
Change: 
Title: 
In Situ Field Testing of Processes 
Input Document 8. TBV Due To 
2. Technical Product Input Source 
Title and Identifier(s) with Version 
3. 
Section 
4. Input 
Status 
5. Section 
Used in 
6. Input Description 
7. 
TBV/TBD 
Priority Unqual. 
From 
Uncontrolled 
Source 
Unconfirmed 
3. 
DTN: 
LB970300831224.001. 
Moisture Data Report from 
October, 1996 to January, 
1997. Submittal date: 
03/13/1997. 
Entire 
N/AQualified- 
Verificati 
on Level 2 
6.10.1.1 Moisture condition in ESF. N/A N/A N/A N/A 
4. 
DTN: 
LB970801233124.001. 
Moisture Monitoring Data 
Collected at ESF Sensor 
Stations. Submittal date: 
08/27/1997. 
Entire 
N/AQualified- 
Verificati 
on Level 2 
6.10.1.1 
6.10.2.1 
Moisture condition in ESF. N/A N/A N/A N/A 
5. 
DTN: 
LB970901233124.002. 
Moisture Monitoring Data 
Collected at Stationary 
Moisture Stations. 
Submittal date: 
09/30/1997. 
Entire 
N/AQualified- 
Verificati 
on Level 2 
6.10.1.1 Moisture condition in ESF. N/A N/A N/A N/A 
6. 
DTN: 
LB980001233124.001. 
Water Potential 
Measurements in Niches 
3566, 3650, and 3107 of 
the ESF. Submittal date: 
04/23/1998. 
Entire 
TBV- 
3280 
6.8.2 
6.8.2.1 
6.8.2.4 
6.10.1.2 
Att. VIII 
Water potential measurements 
in niches 3566 and 3650. 
1 N/A N/A .

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment I-3 March 2000 
OFFICE OF CIVILIAN RADIOACTIVE WASTE MANAGEMENT 
DOCUMENT INPUT REFERENCE SHEET 
1. Document Identifier No./Rev.: 
ANL-NBS-HS-000005/Rev. 00 
Change: 
Title: 
In Situ Field Testing of Processes 
Input Document 8. TBV Due To 
2. Technical Product Input Source 
Title and Identifier(s) with Version 
3. 
Section 
4. Input 
Status 
5. Section 
Used in 
6. Input Description 
7. 
TBV/TBD 
Priority Unqual. 
From 
Uncontrolled 
Source 
Unconfirmed 
7. 
DTN: 
LB980001233124.002. Air 
Permeability Testing in 
Niches 3566 and 3650. 
Submittal date: 
04/23/1998. 
Entire 
N/AQualified- 
Verificati 
on Level 2 
6.1.2.2 
6.1.2.3 
6.2.2.1 
Att. III 
Pre- and Post-Excavation 
Permeability Profiles. 
Statistical Comparison of Air- 
Permeability Distributions. 
Post-Excavation Liquid- 
Release and Seepage 
Threshold Fluxes. 
Comparison of Liquid and Air- 
Derived Saturated Hydraulic 
Conductivities. 
N/A N/A N/A N/A

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment I-4 March 2000 
OFFICE OF CIVILIAN RADIOACTIVE WASTE MANAGEMENT 
DOCUMENT INPUT REFERENCE SHEET 
1. Document Identifier No./Rev.: 
ANL-NBS-HS-000005/Rev. 00 
Change: 
Title: 
In Situ Field Testing of Processes 
Input Document 8. TBV Due To 
2. Technical Product Input Source 
Title and Identifier(s) with Version 
3. 
Section 
4. Input 
Status 
5. Section 
Used in 
6. Input Description 
7. 
TBV/TBD 
Priority Unqual. 
From 
Uncontrolled 
Source 
Unconfirmed 
8. 
DTN: 
LB980001233124.004. 
Liquid Release Test Data 
From Niche 3566 and 
Niche 3650 of the ESF in 
Milestone Report, "Drift 
Seepage Test and Niche 
Moisture Study: Phase 1 
Report on Flux Threshold 
Determination, Air 
Permeability Distribution, 
and Water Potential 
Measurement." Submittal 
date: 11/23/1999. 
Entire TBV- 
6.2.1.1 
6.2.1.2 
6.2.1.3.1 
6.2.2.1 
6.2.2.3 
6.2.2.4 
6.4.1.2 
Att. III 
Pre-Excavation Liquid- 
Release Test Data 
Dye Penetrations into Rocks 
Post-Excavation Liquid- 
Release and Seepage 
Threshold Fluxes 
Estimated Volumetric Water 
Content ( . ) of the Fractures 
Estimated Water Potentials 
( .) of the Fractures 
Dye Penetrations into Rocks 
liquid-release rate, Qs, measured 
1 N/A N/A . 
9. 
DTN: 
LB980101233124.001. 
Data collected from Niche 
at Construction Station 
3650. Submittal date: 
01/30/1998. 
Entire 
TBV- 
0897 
6.2.2.1 Seepage threshold analyses. 1 N/A N/A .

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment I-5 March 2000 
OFFICE OF CIVILIAN RADIOACTIVE WASTE MANAGEMENT 
DOCUMENT INPUT REFERENCE SHEET 
1. Document Identifier No./Rev.: 
ANL-NBS-HS-000005/Rev. 00 
Change: 
Title: 
In Situ Field Testing of Processes 
Input Document 8. TBV Due To 
2. Technical Product Input Source 
Title and Identifier(s) with Version 
3. 
Section 
4. Input 
Status 
5. Section 
Used in 
6. Input Description 
7. 
TBV/TBD 
Priority Unqual. 
From 
Uncontrolled 
Source 
Unconfirmed 
10. 
DTN: 
LB980101233124.002. 
Post-Excavation 
Permeability Data 
Collected from Niche 3650 
of the ESF. Submittal 
date: 11/04/1998. 
Entire 
N/AReference 
only 
6.1.2.3 
Air-permeability distribution 
analyses. 
N/A N/A N/A N/A 
11. 
DTN: 
LB980901233124.002. 
Laboratory Imbibition, 
Tracer, and Seepage Tests 
in Niches 3566, 3650, 
3107, and 4788 in the ESF. 
Submittal date: 
09/14/1998. 
Entire 
N/AReference 
only 
6.4.1 Tracer penetration analyses. N/A N/A N/A N/A

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment I-6 March 2000 
OFFICE OF CIVILIAN RADIOACTIVE WASTE MANAGEMENT 
DOCUMENT INPUT REFERENCE SHEET 
1. Document Identifier No./Rev.: 
ANL-NBS-HS-000005/Rev. 00 
Change: 
Title: 
In Situ Field Testing of Processes 
Input Document 8. TBV Due To 
2. Technical Product Input Source 
Title and Identifier(s) with Version 
3. 
Section 
4. Input 
Status 
5. Section 
Used in 
6. Input Description 
7. 
TBV/TBD 
Priority Unqual. 
From 
Uncontrolled 
Source 
Unconfirmed 
12. 
DTN: 
LB980901233124.003. 
Liquid Release and Tracer 
Tests in Niches 3566, 
3650, 3107, and 4788 in 
the ESF. Submittal date: 
09/14/1998. 
Entire 
N/AQualified- 
Verificati 
on Level 2 
6.2.1.1 
6.2.1.2 
6.2.2.1 
6.2.2.2 
6.2.2.3 
6.2.2.4 
6.2.2.3 
6.2.2.5 
6.4.1.2 
Att. III 
Att. IV-2 
Pre-Excavation Liquid-Release 
Test Data 
Post-Excavation Liquid-Release 
and Seepage Threshold Fluxes 
Capillary Strength ( a -1) of the 
Fractures 
Estimate of water content 
Estimate Water Potentials ( 
.) of 
the Fractures 
Estimate Water Content 
Fracture-Water Characteristic 
Curves 
Dye Penetrations into Rocks 
Liquid-release rate, Qs, measured 
Water Content Profile 
N/A N/A N/A N/A

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment I-7 March 2000 
OFFICE OF CIVILIAN RADIOACTIVE WASTE MANAGEMENT 
DOCUMENT INPUT REFERENCE SHEET 
1. Document Identifier No./Rev.: 
ANL-NBS-HS-000005/Rev. 00 
Change: 
Title: 
In Situ Field Testing of Processes 
Input Document 8. TBV Due To 
2. Technical Product Input Source 
Title and Identifier(s) with Version 
3. 
Section 
4. Input 
Status 
5. Section 
Used in 
6. Input Description 
7. 
TBV/TBD 
Priority Unqual. 
From 
Uncontrolled 
Source 
Unconfirmed 
13. 
DTN: 
LB980901233124.004. 
Pneumatic Pressure and 
Air Permeability Data from 
Alcove 6 in the ESF. 
Submittal date: 
09/14/1998. 
Entire 
N/AQualified- 
Verificati 
on Level 2 
6.1.2.3 
6.5.1 
Statistical Comparison of Air- 
Permeability Distributions 
Cross-Hole Responses in Welded 
Tuff 
N/A N/A N/A N/A 
14. 
DTN: 
LB980901233124.009. 
Pneumatic Pressure and 
Air Permeability Data from 
Alcove 4 in the ESF. 
Submittal date: 
09/14/1998. 
Entire 
N/AQualified- 
Verificati 
on Level 2 
6.1.2.3 
Statistical Comparison of Air- 
Permeability Distributions N/A N/A N/A N/A 
15. 
DTN: 
LB980901233124.014. 
Borehole Monitoring at the 
Single Borehole in the 
ECRB and ECRB 
Crossover Point in the 
ESF. Submittal date: 
09/14/1998. 
Entire 
N/AQualified- 
Verificati 
on Level 2 
6.9.2.1.1 
6.9.2.1.2 
6.9.2.1.3 
6.9.2.2 
6.10.1.2 
Wetting front detection at the 
Starter Tunnel. 
Water potential measurements 
in starter tunnel. 
Electrical resistance 
measurements in starter 
tunnel. 
TDR measurements at 
crossover point in the ESF. 
Changes in water potential. 
Changes in electrical 
resistance. 
Time domain reflectometry. 
N/A N/A N/A N/A

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment I-8 March 2000 
OFFICE OF CIVILIAN RADIOACTIVE WASTE MANAGEMENT 
DOCUMENT INPUT REFERENCE SHEET 
1. Document Identifier No./Rev.: 
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Change: 
Title: 
In Situ Field Testing of Processes 
Input Document 8. TBV Due To 
2. Technical Product Input Source 
Title and Identifier(s) with Version 
3. 
Section 
4. Input 
Status 
5. Section 
Used in 
6. Input Description 
7. 
TBV/TBD 
Priority Unqual. 
From 
Uncontrolled 
Source 
Unconfirmed 
16. 
DTN: 
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. 
Entire 
N/AQualified- 
Verificati 
on Level 2 
6.1.2.2 
6.1.2.3 
Pre- and post-excavation 
permeability profiles. 
N/A N/A N/A N/A 
17. 
DTN: 
LB980912332245.001. Air 
Injection Data from Niche 
3107 of the ESF. 
Submittal date: 
09/30/1998. 
Entire TBV-3704 6.1.2.3 Pre- and Post-Excavation 
Permeability Profiles 1 N/A N/A . 
18. 
DTN: 
LB990601233124.001. 
Seepage Data Feed to UZ 
Drift-Scale Flow Model for 
TSPA-SR. (Pneumatic 
pressure and air 
permeability data.) 
Submittal date: 
06/18/1999. 
Entire 
N/AQualified- 
Verificati 
on Level 2 
1
6.1.2.2 
6.1.2.3 
Pre- and post-excavation 
permeability profiles. 
Tracer distribution delineation. 
N/A N/A N/A N/A

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment I-9 March 2000 
OFFICE OF CIVILIAN RADIOACTIVE WASTE MANAGEMENT 
DOCUMENT INPUT REFERENCE SHEET 
1. Document Identifier No./Rev.: 
ANL-NBS-HS-000005/Rev. 00 
Change: 
Title: 
In Situ Field Testing of Processes 
Input Document 8. TBV Due To 
2. Technical Product Input Source 
Title and Identifier(s) with Version 
3. 
Section 
4. Input 
Status 
5. Section 
Used in 
6. Input Description 
7. 
TBV/TBD 
Priority Unqual. 
From 
Uncontrolled 
Source 
Unconfirmed 
19. 
DTN: 
LB990601233124.002. 
Seepage Data Feed to UZ 
Drift-Scale Flow Model for 
TSPA-SR. (Drift seepage 
testing.) Submittal date: 
06/18/1999. 
Entire 
N/AQualified- 
Verificati 
on Level 2 
1
6.2.1.3.2 
Measurement of water 
potential, electrical resistance, 
water intake rates, seepage at 
the alcove 6 test bed. 
N/A N/A N/A N/A 
20. 
DTN: 
LB990601233124.003. 
Seepage Data Feed to UZ 
Drift-Scale Flow Model for 
TSPA-SR. (Tracer 
detection data.) Submittal 
date: 06/18/1999. 
Entire 
N/AQualified- 
Verificati 
on Level 2 
1
6.3.2.1 
6.3.2.2 
Att. V-2.2 
Aqueous tracer measurement. N/A N/A N/A N/A 
21. 
Andreini, M.S. and 
Steenhuis, T.S. 1990. 
Preferential Paths of Flow 
under Conventional and 
Conservation Tillage. 
Geoderma, 46, 85102. 
Amsterdam, Netherlands: 
Elsevier Science. TIC: 
245381. 
p. 85 
p. 98 
N/AReference 
only 
6.4.2.1 
Retardation factor for FD&C 
Blue No. 1. 
N/A N/A N/A N/A

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment I-10 March 2000 
OFFICE OF CIVILIAN RADIOACTIVE WASTE MANAGEMENT 
DOCUMENT INPUT REFERENCE SHEET 
1. Document Identifier No./Rev.: 
ANL-NBS-HS-000005/Rev. 00 
Change: 
Title: 
In Situ Field Testing of Processes 
Input Document 8. TBV Due To 
2. Technical Product Input Source 
Title and Identifier(s) with Version 
3. 
Section 
4. Input 
Status 
5. Section 
Used in 
6. Input Description 
7. 
TBV/TBD 
Priority Unqual. 
From 
Uncontrolled 
Source 
Unconfirmed 
22. 
Barr, D.L.; Moyer, T.C.; 
Singleton, W.L.; Albin, 
A.L.; Lung, R.C.; Lee, 
A.C.; Beason, S.C.; and 
Eatman, G.L.W. 1996. 
Geology of the North 
Ramp
.Stations 4+00 to 
28+00, Exploratory 
Studies Facility, Yucca 
Mountain Project, Yucca 
Mountain, Nevada. 
Denver, Colorado: Bureau 
of Reclamation. ACC: 
MOL.19970106.0496. 
p. 44 
N/AReference 
only 
6.7.1.1 Alcove 4 geological map. N/A N/A N/A N/A 
23. 
Braester, C. 1973. 
 Moisture Variation at the 
Soil Surface and the 
Advance of the Wetting 
Front During Infiltration at 
Constant Flux. Water 
Resources Research, 9 (3), 
687 694. Washington, 
D.C.: American 
Geophysical Union. TIC: 
242383. 
p. 688 
N/AReference 
only 
5.2.3 
6.2.2.2 
6.2.2.3 
A time-dependent solution for 
the average volumetric water 
content distribution. 
N/A N/A N/A NA

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment I-11 March 2000 
OFFICE OF CIVILIAN RADIOACTIVE WASTE MANAGEMENT 
DOCUMENT INPUT REFERENCE SHEET 
1. Document Identifier No./Rev.: 
ANL-NBS-HS-000005/Rev. 00 
Change: 
Title: 
In Situ Field Testing of Processes 
Input Document 8. TBV Due To 
2. Technical Product Input Source 
Title and Identifier(s) with Version 
3. 
Section 
4. Input 
Status 
5. Section 
Used in 
6. Input Description 
7. 
TBV/TBD 
Priority Unqual. 
From 
Uncontrolled 
Source 
Unconfirmed 
24. 
Buesch, D.C. and 
Spengler, R.W. 1998. 
 Character of the Middle 
Nonlithophysal Zone of the 
Topopah Spring Tuff at 
Yucca Mountain. High- 
Level Radioactive Waste 
Management, Proceedings 
of the 8th International 
Conference, Las Vegas, 
Nevada, May 11-14, 1998. 
La Grange Park, Illinois: 
American Nuclear Society. 
TIC: 237082. 
p. 19 
N/AReference 
only 
6.1.1.1 
Description of intensely 
fractured zone. 
N/A N/A N/A N/A

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment I-12 March 2000 
OFFICE OF CIVILIAN RADIOACTIVE WASTE MANAGEMENT 
DOCUMENT INPUT REFERENCE SHEET 
1. Document Identifier No./Rev.: 
ANL-NBS-HS-000005/Rev. 00 
Change: 
Title: 
In Situ Field Testing of Processes 
Input Document 8. TBV Due To 
2. Technical Product Input Source 
Title and Identifier(s) with Version 
3. 
Section 
4. Input 
Status 
5. Section 
Used in 
6. Input Description 
7. 
TBV/TBD 
Priority Unqual. 
From 
Uncontrolled 
Source 
Unconfirmed 
25. 
Buesch, D.C.; Spengler, 
R.W.; Moyer, T.C.; and 
Geslin, J.K. 1996. 
Proposed Stratigraphic 
Nomenclature and 
Macroscopic Identification 
of Lithostratigraphic Units 
of the Paintbrush Group 
Exposed at Yucca 
Mountain, Nevada. Open- 
File Report 94 469. 
Denver, Colorado: U.S. 
Geological Survey. ACC: 
MOL.19970205.0061. 
pp. 5-8 
N/A - 
Reference 
only 
1
6.7.1.1 
Lithographic tuff unit 
symbols. 
N/A N/A N/A N/A

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment I-13 March 2000 
OFFICE OF CIVILIAN RADIOACTIVE WASTE MANAGEMENT 
DOCUMENT INPUT REFERENCE SHEET 
1. Document Identifier No./Rev.: 
ANL-NBS-HS-000005/Rev. 00 
Change: 
Title: 
In Situ Field Testing of Processes 
Input Document 8. TBV Due To 
2. Technical Product Input Source 
Title and Identifier(s) with Version 
3. 
Section 
4. Input 
Status 
5. Section 
Used in 
6. Input Description 
7. 
TBV/TBD 
Priority Unqual. 
From 
Uncontrolled 
Source 
Unconfirmed 
26. 
CRWMS M&O (Civilian 
Radioactive Waste 
Management System 
Management and 
Operating Contractor) 
1999a. Analysis & 
Modeling Development 
Plan (DP) for U0015 In 
Situ Field Testing of 
Processes, Rev 00. TDPNBS-
HS-000006. Las 
Vegas, Nevada: CRWMS 
M&O. ACC: 
MOL.19990830.0377. 
Entire 
N/AReference 
only 
1
2 
AMR plan. N/A N/A N/A N/A 
27. 
CRWMS M&O 1999b. 
M&O Site Investigations. 
Activity Evaluation. Las 
Vegas, Nevada: CRWMS 
M&O. ACC: 
MOL.19990317.0330. 
Entire 
N/A - 
Reference 
only 
2 Activity evaluation. N/A N/A N/A N/A 
28. 
CRWMS M&O 1999c. 
M&O Site Investigations. 
Activity Evaluation. Las 
Vegas, Nevada: CRWMS 
M&O. ACC: 
MOL.19990928.0224. 
Entire 
N/A - 
Reference 
only 
2 Activity evaluation. N/A N/A N/A N/A

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment I-14 March 2000 
OFFICE OF CIVILIAN RADIOACTIVE WASTE MANAGEMENT 
DOCUMENT INPUT REFERENCE SHEET 
1. Document Identifier No./Rev.: 
ANL-NBS-HS-000005/Rev. 00 
Change: 
Title: 
In Situ Field Testing of Processes 
Input Document 8. TBV Due To 
2. Technical Product Input Source 
Title and Identifier(s) with Version 
3. 
Section 
4. Input 
Status 
5. Section 
Used in 
6. Input Description 
7. 
TBV/TBD 
Priority Unqual. 
From 
Uncontrolled 
Source 
Unconfirmed 
29. 
DOE (U.S. Department of 
Energy) 1998a.  Total 
System Performance 
Assessment. Volume 3 of 
Viability Assessment of a 
Repository at Yucca 
Mountain. DOE/RW- 
0508. Washington, D.C.: 
U.S. Department of 
Energy, Office of Civilian 
Radioactive Waste 
Management. ACC: 
MOL.19981007.0030. 
4.3.2 
6
6.4 
N/A - 
Reference 
only 
1
6 
Principal factors for safety 
strategy and TSPA issues. 
N/A N/A N/A N/A 
30. 
DOE 1998b.  License 
Application Plan and 
Costs. Volume 4 of 
Viability Assessment of a 
Repository at Yucca 
Mountain. DOE/RW- 
0508. Washington, D.C.: 
U.S. Department of 
Energy, Office of Civilian 
Radioactive Waste 
Management. ACC: 
MOL.19981007.0031. 
2.2.4.1 
N/A - 
Reference 
only 
1 
Priority of seepage as a 
principal factor. 
N/A N/A N/A N/A

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment I-15 March 2000 
OFFICE OF CIVILIAN RADIOACTIVE WASTE MANAGEMENT 
DOCUMENT INPUT REFERENCE SHEET 
1. Document Identifier No./Rev.: 
ANL-NBS-HS-000005/Rev. 00 
Change: 
Title: 
In Situ Field Testing of Processes 
Input Document 8. TBV Due To 
2. Technical Product Input Source 
Title and Identifier(s) with Version 
3. 
Section 
4. Input 
Status 
5. Section 
Used in 
6. Input Description 
7. 
TBV/TBD 
Priority Unqual. 
From 
Uncontrolled 
Source 
Unconfirmed 
31. 
Dyer, J.R. 1999.  Revised 
Interim Guidance Pending 
Issuance of New U.S. Nuclear 
Regulatory Commission 
(NRC) Regulations (Revision 
01, July 22, 1999), for Yucca 
Mountain, Nevada. Letter 
from J.R. Dyer (DOE) to D.R. 
Wilkins (CRWMS M&O), 
September 9, 1999, 
OL&RC:SB-1714, with 
enclosure,  Interim Guidance 
Pending Issuance of New U.S. 
Nuclear Regulatory 
Commission (NRC) 
Regulations (Revision 01). 
ACC: MOL.19990910.0079. 
Entire 
N/AReference 
only 
4.2 Interim Guidance N/A N/A N/A N/As 
32. 
Freeze, R.A. and Cherry, 
J.A. 1979. Groundwater. 
Englewood Cliffs, New 
Jersey: Prentice-Hall. 
TIC: 3476. 
p. 27 
N/AReference 
only 
Att. III 
Hydraulic conductivity and 
permeability 
N/A N/A N/A N/A

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment I-16 March 2000 
OFFICE OF CIVILIAN RADIOACTIVE WASTE MANAGEMENT 
DOCUMENT INPUT REFERENCE SHEET 
1. Document Identifier No./Rev.: 
ANL-NBS-HS-000005/Rev. 00 
Change: 
Title: 
In Situ Field Testing of Processes 
Input Document 8. TBV Due To 
2. Technical Product Input Source 
Title and Identifier(s) with Version 
3. 
Section 
4. Input 
Status 
5. Section 
Used in 
6. Input Description 
7. 
TBV/TBD 
Priority Unqual. 
From 
Uncontrolled 
Source 
Unconfirmed 
33. 
Ghuman, B.S. and Prihar, 
S.S. 1980.  Chloride 
Displacement by Water in 
Homogeneous Column of 
Three Soils. Soil Science 
Society of America 
Journal, 44 (1), 17-21. 
Madison, Wisconsin: Soil 
Science Society of 
America. TIC: 246698. 
p. 17 
p. 19 
N/A - 
Reference 
only 
6.4.2.4 
Observation of nonreactive 
solute front lagging behind the 
moisture front. 
N/A N/A N/A N/A 
34. 
Klinkenberg, L.J. 1941. 
 The Permeability of 
Porous Media to Liquids 
and Gases. API Drilling 
and Production Practice, 
200 213. Washington, 
DC: American Petroleum 
Institute. TIC: 217454. 
Entire 
N/AReference 
only 
5.1 Gas-slip phenomenon. N/A N/A N/A N/A

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment I-17 March 2000 
OFFICE OF CIVILIAN RADIOACTIVE WASTE MANAGEMENT 
DOCUMENT INPUT REFERENCE SHEET 
1. Document Identifier No./Rev.: 
ANL-NBS-HS-000005/Rev. 00 
Change: 
Title: 
In Situ Field Testing of Processes 
Input Document 8. TBV Due To 
2. Technical Product Input Source 
Title and Identifier(s) with Version 
3. 
Section 
4. Input 
Status 
5. Section 
Used in 
6. Input Description 
7. 
TBV/TBD 
Priority Unqual. 
From 
Uncontrolled 
Source 
Unconfirmed 
35. 
LeCain, G.D. 1995. 
Pneumatic Testing in 45- 
Degree-Inclined Boreholes 
in Ash-Flow Tuff near 
Superior, Arizona. Water- 
Resources Investigations 
Report 95 4073. Denver, 
Colorado: U.S. Geological 
Survey. ACC: 
MOL.19960715.0083. 
p. 10 
N/AReference 
only 
6.1.2.1 Air-permeability equation. N/A N/A N/A N/A 
36. 
Moyer, T.C.; Geslin, J. K.; 
and Flint, L E. 1996. 
Stratigraphic Relations 
and Hydrologic Properties 
of the Paintbrush Tuff 
Nonwelded (PTn) 
Hydrologic Unit, Yucca 
Mountain, Nevada. Open- 
File Report 95 397. 
Denver, Colorado: U.S. 
Geological Survey. TIC: 
226213. 
pp. 46- 
50 
pp. 54- 
55 
N/AReference 
only 
6.7.1.1 Stratigraphic units. N/A N/A N/A N/A

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment I-18 March 2000 
OFFICE OF CIVILIAN RADIOACTIVE WASTE MANAGEMENT 
DOCUMENT INPUT REFERENCE SHEET 
1. Document Identifier No./Rev.: 
ANL-NBS-HS-000005/Rev. 00 
Change: 
Title: 
In Situ Field Testing of Processes 
Input Document 8. TBV Due To 
2. Technical Product Input Source 
Title and Identifier(s) with Version 
3. 
Section 
4. Input 
Status 
5. Section 
Used in 
6. Input Description 
7. 
TBV/TBD 
Priority Unqual. 
From 
Uncontrolled 
Source 
Unconfirmed 
37. 
Muskat, M. 1982. The 
Flow of Homogeneous 
Fluids Through Porous 
Media. Boston, 
Massachusetts: 
International Human 
Resources Development. 
TIC: 208295. 
p. 734 
N/AReference 
only 
6.1.2.1 Cylindrical flow solution N/A N/A N/A N/A 
38. 
Philip, J.R. 1985.  Reply 
to Comments on Steady 
Infiltration from Spherical 
Cavities. Soil Science 
Society of America 
Journal, 49, 788 789. 
Madison, Wisconsin: Soil 
Science Society of 
America. TIC: 240255. 
Entire 
N/AReference 
only 
6.2.2.2 Capillary barrier. N/A N/A N/A N/A 
39. 
Philip, J.R. 1986. 
 Linearized Unsteady 
Multidimensional 
Infiltration. Water 
Resources Research, 22 
(12), 1717 1727. 
Washington, D.C.: 
American Geophysical 
Union. TIC: 239826. 
p. 
1728 
1719 
p. 1725 
Sec. 4 
Sec. 8 
N/AReference 
only 
Att. V-2 
Analytic solution for unsteady 
infiltration. 
N/A N/A N/A N/A

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment I-19 March 2000 
OFFICE OF CIVILIAN RADIOACTIVE WASTE MANAGEMENT 
DOCUMENT INPUT REFERENCE SHEET 
1. Document Identifier No./Rev.: 
ANL-NBS-HS-000005/Rev. 00 
Change: 
Title: 
In Situ Field Testing of Processes 
Input Document 8. TBV Due To 
2. Technical Product Input Source 
Title and Identifier(s) with Version 
3. 
Section 
4. Input 
Status 
5. Section 
Used in 
6. Input Description 
7. 
TBV/TBD 
Priority Unqual. 
From 
Uncontrolled 
Source 
Unconfirmed 
40. 
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. 
pp. 16- 
20, 23- 
25 
N/AReference 
only 
5.2.2 
6.2.2.2 
7.2.2 
Analytical solution for 
capillary barrier in 
homogenous, unsaturated 
porous medium. 
N/A N/A N/A N/A 
41. 
Porro, I. and Wierenga, 
P.J. 1993.  Transient and 
Steady-State Transport 
through a Large 
Unsaturated Soil Column. 
Ground Water, 31 (2), 
193 200. Westerville, 
Ohio: National Ground 
Water Association. TIC: 
246899. 
p. 193 
p. 196 
N/AReference 
only 
6.4.2.1 
6.4.2.4 
Retardation factor. 
Observation of nonreactive 
solute front lagging behind the 
moisture front. 
N/A N/A N/A N/A

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment I-20 March 2000 
OFFICE OF CIVILIAN RADIOACTIVE WASTE MANAGEMENT 
DOCUMENT INPUT REFERENCE SHEET 
1. Document Identifier No./Rev.: 
ANL-NBS-HS-000005/Rev. 00 
Change: 
Title: 
In Situ Field Testing of Processes 
Input Document 8. TBV Due To 
2. Technical Product Input Source 
Title and Identifier(s) with Version 
3. 
Section 
4. Input 
Status 
5. Section 
Used in 
6. Input Description 
7. 
TBV/TBD 
Priority Unqual. 
From 
Uncontrolled 
Source 
Unconfirmed 
42. 
Pullan, A.J. 1990.  The 
Quasilinear Approximation 
for Unsaturated Porous 
Media Flow. Water 
Resources Research, 26 
(6), 1219 1234. 
Washington, D.C.: 
American Geophysical 
Union. TIC: 239824. 
p. 1221 
N/AReference 
only 
6.2.2.2 Saturated conductivity. N/A N/A N/A N/A 
43. 
Selby, S.M., ed. 1975. 
CRC Standard 
Mathematical Tables, 23rd 
edition. Cleveland, Ohio: 
CRC Press. TIC: 247118. 
p. 12 
p. 16 
Reference 
only Att. III Borehole area. N/A N/A N/A N/A

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment I-21 March 2000 
OFFICE OF CIVILIAN RADIOACTIVE WASTE MANAGEMENT 
DOCUMENT INPUT REFERENCE SHEET 
1. Document Identifier No./Rev.: 
ANL-NBS-HS-000005/Rev. 00 
Change: 
Title: 
In Situ Field Testing of Processes 
Input Document 8. TBV Due To 
2. Technical Product Input Source 
Title and Identifier(s) with Version 
3. 
Section 
4. Input 
Status 
5. Section 
Used in 
6. Input Description 
7. 
TBV/TBD 
Priority Unqual. 
From 
Uncontrolled 
Source 
Unconfirmed 
44. 
Wang, J.S.Y. and 
Elsworth, D. 1999. 
 Permeability Changes 
Induced by Excavation in 
Fractured Tuff. Rock 
Mechanics for Industry, 
Proceedings of the 37th 
U.S. Rock Mechanics 
Symposium, Vail, 
Colorado, June 69, 1999, 
2, 751 757. Alexandria, 
Virginia: The American 
Rock Mechanics 
Association. TIC: 
245246. 
pp. 
752 
756 
N/AReference 
only 
6.1.2.2 
Excavation-induced 
permeability increases. 
N/A N/A N/A N/A 
45. 
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. Amsterdam, 
Netherlands: Elsevier 
Science. TIC: 244160. 
p. 331 
pp. 329- 
332 
N/AReference 
only 
6.1.2.2 
6.3.1.1 
7.3 
Observation of a wet feature 
after dry excavation of Niche 
3566. 
Distribution of fractures and 
dye within the welded tuff 
observed during niche 
excavations. 
N/A N/A N/A N/A

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment I-22 March 2000 
OFFICE OF CIVILIAN RADIOACTIVE WASTE MANAGEMENT 
DOCUMENT INPUT REFERENCE SHEET 
1. Document Identifier No./Rev.: 
ANL-NBS-HS-000005/Rev. 00 
Change: 
Title: 
In Situ Field Testing of Processes 
Input Document 8. TBV Due To 
2. Technical Product Input Source 
Title and Identifier(s) with Version 
3. 
Section 
4. Input 
Status 
5. Section 
Used in 
6. Input Description 
7. 
TBV/TBD 
Priority Unqual. 
From 
Uncontrolled 
Source 
Unconfirmed 
46. 
Warrick, A.W.; Biggar, 
J.W. and Nielsen, D.R. 
1971.  Simultaneous 
Solute and Water Transfer 
for an Unsaturated Soil. 
Water Resources Research 
7 (5), 1216 1225. 
Washington, D.C.: 
American Geophysical 
Union. TIC: 245674. 
Entire 
N/AReference 
only 
6.4.2.4 
Observation of nonreactive 
solute front lagging behind the 
moisture front. 
N/A N/A N/A N/A 
47. 
Wemheuer, R.F. 1999. 
 First Issue of FY00 NEPO 
QAP-2-0 Activity 
Evaluations. Interoffice 
correspondence from R.F. 
Wemheuer (CRWMS 
M&O) to R.A. Morgan 
(CRWMS M&O), October 
1, 1999, 
LV.NEPO.RTPS.TAG.10/ 
99-155, with attachments, 
Activity Evaluation for 
Work Package 
#1401213UM1. ACC: 
MOL.19991028.0162. 
Entire 
N/AReference 
only 
2 Activity planning N/A N/A N/A N/A

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment I-23 March 2000 
OFFICE OF CIVILIAN RADIOACTIVE WASTE MANAGEMENT 
DOCUMENT INPUT REFERENCE SHEET 
1. Document Identifier No./Rev.: 
ANL-NBS-HS-000005/Rev. 00 
Change: 
Title: 
In Situ Field Testing of Processes 
Input Document 8. TBV Due To 
2. Technical Product Input Source 
Title and Identifier(s) with Version 
3. 
Section 
4. Input 
Status 
5. Section 
Used in 
6. Input Description 
7. 
TBV/TBD 
Priority Unqual. 
From 
Uncontrolled 
Source 
Unconfirmed 
48. 
White, I. and Sully, M.J. 
1987.  Macroscopic and 
Microscopic Capillary 
Length and Time Scales 
from Field Infiltration. 
Water Resources Research, 
23 (8), 1514 1522. 
Washington, D.C.: 
American Geophysical 
Union. TIC: 239821. 
p. 1514 
p. 1521 
N/AReference 
only 
6.2.2.2 
Att. IV-2 
Downward translation of 
wetting profile at constant 
velocity. 
N/A N/A N/A N/A 
49. 
Macro/Routine: Perm 
Formula 1 ft Zone.vi V1.0. 
ACC: 
MOL.19991018.0188. 
Entire N/A-Q 
6.1 
6.5 
Air-permeability profiles. 
Cross-hole analyses. 
N/A N/A N/A N/A 
50. 
Macro/Routine: Mettler 
Double Scale 1.vi V1.0. 
ACC: 
MOL.19991018.0189. 
Entire N/A-Q 6.2 Liquid-release seepage tests. N/A N/A N/A N/A 
51. 
Plotting Software: 
Earthvision V4.0. STN: 
30035 V4.0. 
Entire N/A-Q 6.3 Dye tracer distribution plots. N/A N/A N/A N/A 
AP-3.15Q.1 Rev. 06/30/1999

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment II-1 March 2000 
ATTACHMENT IIAUTOMATED AIR INJECTION SYSTEM 
The pneumatic-testing equipment is a specially designed packer system fabricated to take 
specific testing needs into account. Many boreholes at several sites need to be tested in a 
controlled fashion to allow site-to-site and borehole-to-borehole comparisons to be meaningful. 
For determination of connectivity between boreholes, all permutations of injection and response 
zones at a site need to be examined, so the boreholes must be instrumented for simultaneous 
measurements. In heterogeneous rock, such as that at the ESF, it is difficult to compensate for 
variations in results caused by different test configurations such as test interval length or test 
scale. It is therefore important to keep the testing as consistent as possible by varying only one 
parameter when performing the tests, namely the location of the test zones. These needs were 
accommodated not only in the design and operation of the packer system, but also in planning 
the borehole patterns and drilling. To ensure that the air permeability of unaltered rock would be 
measured, boreholes were drilled dry and at low speed, a process that minimizes damage to the 
formation and thereby allows the packer systems to be placed along the entire length of each 
borehole. 
II-1 AUTOMATIC PNEUMATIC INJECTION PACKERS 
In light of the need for consistency, the same packer design is used for injection and observation. 
This approach is amenable to the automation and remote control necessary for establishing 
consistent testing regimens and accommodating the large number of tests. Inflatable rubber 
sealing bladders on a packer string can be manipulated independently and divide a borehole into 
14 different possible zones over the length of the string. Zone resolution is 0.3 meter, and the 
bladders cover the entire length of the string. This configuration allows 4.8 meters of borehole to 
be covered by one string. One 3.2-mm-diameter port for pressure measurement and one 
6.4-mm-diameter port for air injection service each zone. Up to seven boreholes can be 
instrumented at one time. The packer inflation and air-injection lines can all be controlled 
automatically. A modular design allows partial dismantling of the packer strings in the field for 
repair or work in tight quarters. Figure II-1 shows a diagram of part of a packer assembly. 
injection lines 
pressure sensing lines 
0.3 m 0.3 m 
inflated rubber 
bladder 
Tubes service either of 
two zones depending on 
inflation. 
interval 
deflated rubber bladder rock 
packer body 
Figure II-1. Schematic Sketch of Automatic Packer Design.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment II-2 March 2000 
If the bladders are all inflated at once, then the packer string would seal the entire section of 
borehole occupied by the string. However, by inflating every other bladder and allowing the 
remainder to remain deflated, an alternating sequence of open and closed (sealed) intervals is 
produced. Depending on the injection control valves, an open interval becomes either an 
observation zone used to monitor pressure, or it becomes the injection zone where air is 
introduced under pressure during a test. Once tests have been performed with these open zones, 
the inflated bladders are deflated, and deflated bladders are inflated, causing those zones that 
were once closed to become open and those that were originally open to become closed. In this 
manner, close to the entire length of the packer string is usable for testing every 0.3 meters 
without having to move the string. By changing the zones on the injection packer independently 
from those on the observation packers, there are four possible zone configurations available 
during a given packer installation. All permutations of these injection and observation positions 
are used to ensure that all positions within each observation borehole are allowed a chance to 
respond to a given injection zone. Figure II-2 shows schematically how this process is 
implemented. The observation packer zones are usually changed in unison because the locations 
of the observation zones are thought not to perturb the flow field significantly. Permutations 
between them would cause only second-order effects in the response system. 
Injection 
Packer 
Observation 
Packers 
Cycle 1 
Deflated Bladder 
Inflated Bladder 
Cycle 2 
Cycle 3 
Cycle 4 
Figure II-2. Schematic Illustration of the Permutation Scheme for Automatic Packers. 
II-2 AIR-INJECTION FLOW INSTRUMENTATION 
Pressure monitoring for each zone was accomplished using pressure transducers accurate to a 
resolution of 0.3 kilopascals (kPa). Mass flow controllers (MFCs) with voltage control and 
output were used to inject a constant mass-flow rate of air during each permeability test. Four 
sizes of these controllers, from 1 to 500 standard liters per minute (SLPM), were employed to 
span the anticipated flow-rate ranges. The pressure transducer and MFC outputs were continually 
monitored and digitally recorded throughout testing, using a 27-bit voltmeter and an 
accompanying computer. Time resolution for the data from all sources was set nominally at five 
seconds.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment II-3 March 2000 
II-3 INITIAL SETUP IN TESTING REGIMEN 
Initially, by performing some manually operated tests for a given site, the operator determined 
under what conditions steady-state was reached and at what injection pressure packer leak-by 
could occur. (Leak-by is the condition of injected air forcing its way past the packer and 
breaking its seal with the rock.) The information from these initial tests was used to plan the 
automatic controls. The operator determined packer leak-by pressure by observing the pressure 
response in the observation zones axially adjacent to the injection zone. When leak-by occurs, a 
distinct and sudden pressure response occurs in the guard zone as the packer seal with the 
borehole is broken. The packer inflation pressure was set at roughly 240 kPa above the ambient 
pressure to ensure adequate contact with the borehole without risk of damage to the rubber 
bladders. The leak-by pressure at this inflation was usually about 138 kPa above the ambient 
pressure, depending on rock conditions, and the limit for any injection pressure was typically set 
to 80 kPa above the ambient pressure 
II-4 AUTOMATION 
Utilization of the automatic controls ensured that the tests would reach steady state yet allow 
them to be completed in minimal time. In addition, automation enabled testing to be run 24 hours 
a day. The automation scheme allotted a minimum time to every individual injection test. This 
time period allowed enough data points to be collected to determine the slope of the injection 
pressure response. Steady state was defined in the automation routine as when the slope of 
pressure change over time is less than a certain set point for the recent readings. If, after the 
minimum time, the criterion of steady state had not been met, the test was allowed to continue 
until it had been met. Pauses between tests left time to monitor recovery pressure. Any excess 
pressure was bled off from all zones for sufficient time to allow residual pressure in the 
formation to reach ambient conditions at the site before further testing. Confirmation of this 
bleed-off was seen in all cases. 
The automation routine allowed multiple flow rates at each test interval and also ensured that 
injection pressure did not exceed the packer leak-by pressure. The test would be shut off if the 
injection pressure came within about 60% of the packer leak-by pressure and the data 
automatically annotated to note that steady state had not been attained. To save time, injections 
at higher rates would not be attempted in a zone with this situation. Conversely, if pressure in an 
injection zone did not rise above a certain threshold value after a short time, then the test at this 
rate was cut short and a higher flow rate test attempted. The multi-rate strategy ensured that, by 
utilizing higher flow rates, highly permeable injection intervals would more likely have 
sufficient pressure to generate a measurable response in the observation intervals. It also ensured 
that, by using low flow rates, the very tight intervals could be measured without possible 
interference of packer leak-by. Theoretically, the same permeability value should result for a 
given interval location, regardless of the flow rate used. Small differences in permeability may 
result at different flow rates and between repeat tests, possibly caused by movement of residual 
water within the fractures. In the case of water redistribution, permeability will be seen to go up 
slightly for higher rates as testing progresses, with injection pressures overcoming the capillary 
forces holding the water in the formation. A small decrease of apparent permeability with 
increasing flow rate can be seen in areas that are drier on account of turbulence at higher air

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment II-4 March 2000 
injection rate. Any large discrepancy between permeabilities at different flow rates and in repeat 
tests for a given zone can be attributed to compromised packer sealing. The maximum flow rate 
that did not cause the zone pressure to exceed the packer leak-by pressure during a test was 
chosen for the purposes of single-hole permeability calculation and for cross-hole response 
detection.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment III-1 March 2000 
ATTACHMENT IIICOMPARISON OF LIQUID AND AIR-DERIVED SATURATED 
HYDRAULIC CONDUCTIVITIES 
The liquid-release rate, Qs, measured during each test (Section 6.2.1.3.1) was converted to a 
liquid-release flux, qs, using the following equation: 
w 
s 
s A
Q 
q 
. 
= (Eq. III-1) 
where A is the cross-sectional area of flow and .w is the density of water (set at 1.0E+6 g/m3). 
The qs data are tabulated in DTN: LB980001233124.004 s99468_010 for the seepage tests 
conducted at Niche 3650. 
The cross-sectional area was derived by the water level that could rise to a maximum elevation 
of 0.0635 m in the borehole, equal to the maximum ponding depth within the borehole. The 
ponding depth is controlled by the elevation of the liquid-return line, which prevents the buildup 
of excess pressure in the test interval by allowing water to flow from the test interval back to the 
surface. If water rises to the level of the return line, then wetted area A is less than the surface 
area of the entire test interval and equal to that portion of the curved surface area of a right 
circular cylinder lying below the water line as follows (Selby 1975, pp. 12 and 16): 
( ) ( ) [ ]r h r d A / Arccosine 2 2 - = p (Eq. III-2) 
where d is equal to the vertical distance from the center of the cylinder to the water line 
(0.0254 m), r is equal to radius of the borehole (0.0381 m), and h is equal to the test interval 
length (0.3048 m). With these parameters, the cross-sectional area of flow A is equal to 
5.343E-02 m2. 
With Assumptions 4 and 5 described in Section 5.2.1, we estimate the saturated hydraulic 
conductivity for liquid flow through the fractured porous medium by equating the air 
permeability (k) derived from the air-injection tests to the water permeability (kl) of the porous 
medium. In turn, kl is related to the saturated hydraulic conductivity (Kl) of a porous medium 
through the functional relation defined by Darcys law (Freeze and Cherry 1979, 
Equation (2.28), p. 27): 

. g k 
K w l 
l = (Eq. III-3) 
where g is the acceleration of gravity and  is the viscosity of water. Air-permeability values 
reported in DTN: LB980001233124.002 s98131_002 were converted to the equivalent saturated 
hydraulic conductivity values (Kl  Kair-sat) reported in DTN: LB980901233124.003 s98293_006 
as shown in Scientific Notebook YMP-LBNL-JSW-6c (p. 38). This conversion allows us to 
compare the Kair-sat values to the qs values, which are also summarized in

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment III-2 March 2000 
DTN: LB980901233124.003 s98293_006. The qs values were computed using Equation III-1 
and the liquid-release rates (Qs) from the pre-excavation tests performed at Niches 3566 and 
3650 (DTN: LB980001233124.004, s99468_001), the pre-excavation tests performed at Niches 
3107 and 4788 (DTN: LB980901233124.003 s98293_008), and the post-excavation seepage 
tests from Niche 3650 (DTN: LB980001233124.004 s98132_007). 1 
Under slightly ponded conditions in the borehole (i.e., saturated conditions), qs may initially 
exceed the saturated hydraulic conductivity of the test interval during the early stages of the test 
when capillary forces predominate. During the later stages of the test, gravity-driven flow will 
dominate, a unit hydraulic gradient will be establish near the borehole wall in the porous 
material, and qs will approach Kl for the interval. Based on Assumption 5 in Section 5.2.1, 
gravity-driven flow is assumed to be the primary flow mechanism operating in fracture systems 
tested at Niche 3650. Therefore, one would expect capillary effects to be short lived, and for all 
practical purposes the qs for a given interval should be equal to Kl. Theoretically, qs can exceed 
Kl if water ponds to a significant depth or is injected under high pressure, creating a steep 
hydraulic gradient within the porous material near the borehole wall. However, the packer 
system used in the seepage tests was designed so that water could not pond more than 0.0635 m; 
otherwise return flow to the surface would occur. 
Return flow provides direct evidence that the liquid pumping rate exceeded the infiltration 
capacity of the test interval, implying that qs = Kl, which in turn should equal Kair-sat, using the 
approximation that Kair-sat is a reasonable estimate of Kl. The Kair-sat and qs values from 
DTN: LB980901233124.003 s98293_006 for those tests that exhibited return flow are plotted in 
Figure III-1, along with a solid line that represents the relation Kair-sat = Kl = qs. A data point 
located above the solid line indicates that Kair-sat > Kl, and a data point below the solid line 
indicates that Kair-sat < Kl. One would expect the data values to fall on the Kair-sat = qs line if 
air-permeability and liquid-release tests are directly correlated. 
Figure III-1 indicates that the data points are equally distributed above and below the Kair-sat = qs 
line, with the majority of points falling within a factor of 10 of Kair-sat = qs. Therefore, on 
average, or taken as a group, the equivalent saturated hydraulic conductivity derived from the 
air-injection tests appears to adequately characterize the true saturated hydraulic conductivity 
represented by qs. The scattering of the individual data points around the line is a measure of the 
simplifying estimations, assumptions, and experimental uncertainties in relating air-flow 
processes with liquid-flow processes. 
1 The entire cross-sectional area of the borehole was used to compute the air-permeability values reported in 
LB980001233124.002 s98131_002 because gravitational effects on air are negligible and, thus, the entire 
cross-sectional area of the borehole is typically available for airflow. A smaller wetted area, as calculated by 
Equation III-2, was used to compute the liquid-release flux values.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment III-3 March 2000 
1.E-08 
1.E-07 
1.E-06 
1.E-05 
1.E-04 
1.E-03 
1.E-08 1.E-07 1.E-06 1.E-05 1.E-04 1.E-03 
Liquid Release Flux, qs (m/s) 
Equivalent Hydraulic Conductivity, Kair-sat (m/s) 
Pre Niche 3566 Test 
Pre Niche 3650 Test 
Post Niche 3650 Tes 
Pre Niche 3107 Test 
Pre Niche 3650 Test 
Pre Niche 4788 Test 
1:1 Liq. K = Air K 
DTN: LB980901233124.003 
Figure III-1. Comparison of Liquid and Air-Derived Saturated Hydraulic Conductivities.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment IV-1 March 2000 
ATTACHMENT IVWATER CONTENT PROFILE EVALUATION 
IV-1 EVALUATION OF ASSUMPTION OF ONE-DIMENSIONAL (1-D) FLOW 
Large a-values calculated in Section 6.2.2.2 indicate that gravity-driven flow predominates in 
the fractures tested at Niche 3650. Although the large a-values of themselves do not collectively 
imply that flow is strictly 1-D, they do imply that limited lateral spreading of the wetting front in 
the fractures because of capillary forces will probably be negligible during the early stages of 
liquid release. Once the wetting front arrives at the niche ceiling, however, capillary forces 
become very important as water saturations begin to increase because of the capillary barrier, 
resulting in water being diverted laterally around the cavity. Therefore, flow will change from 
1-D to 2-D or 3-D once the wetting front arrives at the ceiling. This implies that the .ave values 
calculated using Braesters model are no longer valid after the wetting front arrives at the niche 
ceiling. 
Field observations made during the pre-excavation liquid release and post-excavation seepage 
tests provide stronger evidence that flow is roughly 1-D. Examination of Figure 17 described in 
Section 6.2.1.2 for the pre-excavation liquid-release tests shows that the average aspect ratio 
(i.e., depth to lateral distance traveled by the wetting front) is slightly less than 2 for the tests 
representing fracture networks and about 4.5 for the high-angle fracture data. This implies that 
for a 0.65-m travel distance, we would expect lateral spreading to be on average within 0.32 m of 
the borehole for the fractured network case and within 0.15 m for the near-vertical fracture case. 
The mean angle of wetting front migration is only 26 from the vertical (Arctan(0.32/0.65)). This 
analysis is supported further by two field observations made during the post-excavation seepage 
tests as described in Section 6.2.1.3.1: (1) the majority of water was typically captured in only 
one or two 0.305  0.305-m cells located directly beneath the test interval; (2) the wetting front 
typically arrived at the niche ceiling directly below the test zone. 
IV-2 EVALUATION OF ASSUMPTION OF DOWNWARD TRANSLATION OF THE 
WETTED PROFILE AT CONSTANT VELOCITY 
Earth scientists and engineers have recognized for a number of years that during infiltration tests 
the liquid-release rate approaches an asymptotic value equal to the hydraulic conductivity as time 
progresses. And in fact, steady moisture conditions are obtained rather rapidly in the vicinity of 
the source, typically with geometric mean of 1.7 hr when water is introduced at a water potential 
that is equal to or greater than zero (White and Sully 1987, p. 1514, p. 1521). In our case, water 
is introduced at a flux that is often times much lower than the saturated hydraulic conductivity of 
the fractured interval and, therefore, reliance on generalities such as those in the preceding 
sentence may not be appropriate. Instead, the solution developed for unsteady multidimensional 
infiltration by Philip (1986, p. 1725) and summarized by White and Sully (1987, p. 1521) is used 
herein to determine the time to steady moisture conditions. In this manner we will check the 
validity of Assumption 8 in Section 5.2.3 on downward translation of wetting profile at constant 
velocity and determine whether the volumetric water contents presented in Section 6.2.2.3 are 
derived using an appropriate model.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment IV-2 March 2000 
Philip (1986) developed an analytical solution for unsteady 2-D unsaturated flow from a buried 
horizontal cylinder into an infinite porous medium with uniform initial water content .n. We 
assume that this solution is also valid for flow through unsaturated, fractured media. Once again, 
Richards equation was linearized with a constant D and the exponential relation between 
hydraulic conductivity and water potential, given by Equation 4 in Section 6.2.2.2. Philip (1986, 
p. 1719) found that regardless of the cavity shape and dimensionality of the flow field, the 
solution is approximately reducible to the product of the steady solution ( .8) and a function of 
dimensionless time (tD) and radial coordinates (rD dimensionless radius, 0 = . = p polar angle) as 
follows: 
.(rD, .; s; tD)  G(rD; s; tD) .8( rD, .; s; 8) = G(rD; s; tD) .8 (Eq. IV-1) 
Philip (1986) defines ., rD, and tD, by Equation (15), G by Equation (29), .8 by Equation (62), 
and . in Section 4 in his paper for flow from a buried horizontal cylinder. Equation IV-1 is valid 
for large s (the dimensionless characteristic cavity length defined by Equation 5 in Section 
6.2.2.2) and for any value of tD. 
The significance of Equation IV-1 is that the function G ranges in value from 0 to 1. This implies 
that at large dimensional times (corresponding to large tD) the unsteady solution approaches the 
steady solution (G . 1). Using the same approach employed by Philip (1986, Section 8, p. 1725) 
for a spherical source, we computed the time to obtain 95% of the steady-state moisture 
conditions (tD 95%) for flow from a buried horizontal cylinder at a radial distance that is slightly 
larger than the borehole (rD = 1.1) and at radial distance to the niche ceiling (rD = 17.1 = 0.65 m / 
0.0381 m). The details of the analysis can be found in Scientific Notebook YMP-LBNL-JSW-6c 
(pp. 85-91) and the tD 95% values are tabulated in DTN: LB980901233124.003 s98293_004 for 
each group of tests where seepage was observed. 
The dimensional time (t95%) at which the moisture profile reaches 95% of its steady value can be 
calculated using tD 95% (Philip 1986, Equation (15), p. 1718). Again, the details of the analysis 
can be found in Scientific Notebook YMP-LBNL-JSW-6c (pp. 9192) and the t95% values are 
tabulated in Table IV-1 and DTN: LB980901233124.003 s98293_005, along with the time of 
arrival of the wetting front at the niche ceiling. 
Examination of the t95% values in Table IV-1 indicates that for all the tests, steady-state moisture 
conditions (i.e., constant .) are reached near the borehole wall within 6 minutes (344 s) of 
starting the test and before pumping ceased (pumping times are tabulated in 
DTN: LB980001233124.004 s99468_005). This demonstrates the original point of this 
discussion, that Assumption 8 in Section 5.2.3 on downward translation of wetting profile at 
constant velocity is valid. That is, qs approached the unsaturated hydraulic conductivity of the 
porous media, resulting in the downward migration of the wetted profile at a constant velocity 
within the time limit of each test. In addition, it is important to note that in all cases, steady-state 
moisture conditions are obtained near the borehole prior to the arrival of the wetting front. After 
the wetting front arrives at the ceiling, the moisture conditions will begin to change again near 
the release borehole as the water saturation increases because of the capillary barrier. Based on 
this analysis, the use of Equation 11 in Section 6.2.2.3 to estimate volumetric water contents 
appears to be reasonable.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment IV-3 March 2000 
Table IV-1. Time to Steady-State Moisture Conditions. 
Time to Steady State1 
Borehole Test Name Test Date Test Interval 
(m) 
rD = 1.1 
(hr) 
rD = 17.1 
(hr) 
Wetting Front2 
Arrival Time 
(hr) 
Fracture Networks 
Test #1 1-15-98 1/15/98 4.88-5.18 0.0129 0.691 0.497 UR 
Test #1 2-6-98 2/6/98 4.88-5.18 0.0317 1.696 1.221 
Test #1 12-10-97 12/10/97 7.01-7.32 0.0012 0.127 0.067 UL 
Test #1 1-6-98 1/6/98 7.01-7.32 0.0160 1.740 0.914 
Test #1 1-14-98 1/14/98 4.27-4.57 0.0200 1.580 0.936 UR 
Test #1 2-5-98 2/5/98 4.27-4.57 0.0590 4.650 2.753 
Test 5 Niche 3650 11/13/97 4.27-4.57 0.0030 0.163 0.116 
Test 5 Niche 3650 12/3/97 4.27-4.57 0.0072 0.396 0.280 
Test #2 12-3-97 12/3/97 4.27-4.57 0.0037 0.202 0.143 
Test #1 1-7-98 1/7/98 4.27-4.57 0.0630 3.458 2.448 
UM 
Test #2 2-10-98 2/10/98 4.27-4.57 0.0957 5.249 3.715 
Test 4 Niche 3650 11/13/97 5.49-5.79 0.0014 0.088 0.058 
Test #2 12-4-97 12/4/97 5.49-5.79 0.0028 0.178 0.117 
Test #1 1-9-98 1/9/98 5.49-5.79 0.0186 1.164 0.764 
UM 
Test #1 2-11-98 2/11/98 5.49-5.79 0.0684 4.289 2.814 
Test #2 1-13-98 1/13/98 5.49-5.79 0.0005 0.527 0.150 UR 
Test #2 2-10-98 2/10/98 5.49-5.79 0.0002 0.224 0.064 
Individual or Small Groups of Vertical Fractures 
Test 1 Niche 3650 11/12/97 4.88-5.18 0.0007 0.051 0.050 
Test #1 12-4-97 12/4/97 4.88-5.18 0.0011 0.085 0.083 
Test #2 12-5-97 12/5/97 4.88-5.18 0.0035 0.272 0.264 
Test #1 1-8-98 1/8/98 4.88-5.18 0.0225 1.729 1.683 
UM 
Test #1 3-6-98 3/6/98 4.88-5.18 0.0807 6.189 6.025 
Test #1 1-13-98 1/13/98 6.71-7.01 0.0018 0.122 0.116 
Test #1 2-3-98 2/3/98 6.71-7.01 0.0027 0.184 0.174 
UR 
Test #1 3-5-98 3/5/98 6.71-7.01 0.0195 1.307 1.238 
Test #2 1-6-98 1/6/98 7.62-7.92 0.0029 0.201 0.192 
Test #1 2-12-98 2/12/98 7.62-7.92 0.0024 0.166 0.158 
UL 
Test #1 3-4-98 3/4/98 7.62-7.92 0.0111 0.761 0.725 
Test #2 1-14-98 1/14/98 6.10-6.40 0.0030 0.267 0.267 UR 
Test #1 2-4-98 2/4/98 6.10-6.40 0.0116 1.046 1.043 
DTNs: 1 LB980901233124.003 s98293_005, 2 LB980001233124.004 s99468_014

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment V-1 March 2000 
ATTACHMENT VTRACER MEASUREMENTS OF NICHE CORES 
The core samples from the boreholes drilled above Niche 3650 ceiling were analyzed with 
laboratory measurements described in this section. 
V-1 CORE SAMPLE PROCESSING 
After the core samples were received at the laboratory, digital photographs were taken for 
archiving purposes. The rock samples within each packet were further subsampled for tracer 
analyses. The subsampling interval was nominally 10 cm. Each subsample was processed using a 
Jaw Crusher (Model 150, Lemaire Instruments; p. 139 of the Scientific Notebook YMP-LBNLJSW-
QH-1C) and a Micro-Mill Grinder (Scienceware. Model No. 372520000, Bel-Art 
Products; p. 139 of Scientific Notebook YMP-LBNL-JSW-QH-1C) to reduce its size so it could 
pass through a 2-mm sieve. Subsampling was intended to be representative of the samples within 
each specific subinterval. Visibly dye-stained rock was proportionally sampled together with the 
nondyed pieces. Depending upon the core recovery, the subsample weight ranged from 40 to 
90% of the total sample weight. Note that the subsample depths were determined by the depthinterval 
information provided on the sample packets. It was difficult to determine the exact 
subsample location if the samples consisted of highly fractured pieces or rubble. 
Tracer concentrations were measured on oven-dried samples, with the gravimetric moisture 
content individually determined by drying the samples in an oven set at 105-110C. The 
background level for each tracer was measured using rock samples that had not been exposed to 
tracers, with identical procedure applied for dye samples. Evaluation studies, conducted by 
spiking rock samples with a known amount of tracer, indicated that the efficiency for this 
extraction procedure was 97.6  2.1% (average  standard deviation from eight duplicated tests) 
for iodide, 96.9  1.9% for bromide, and 78.7  2.7% for FD&C Blue No.1. The sample 
processing procedure was not designed to be exhaustive for the tracer mass extraction; relative 
measurements with the identical procedure were sufficient. 
Ten grams of sieved sample were weighed, in duplicates, and 20 milliliters of NANOpure water 
(NANOpure analytical deionization system, Barnstead; pp. 147148 of Scientific Notebook 
YMP-LBNL-JSW-QH-1C ) were added to the sample and mixed for tracer extraction. The paste 
was then filtered through a filtration system using glass vessels and a 0.45 m Gelman Supor. 
hydrophilic polyethersulfone membrane filter (Gelman Science; p. 6 of Scientific Notebook 
YMP-LBNL-JSW-QH-1D). Testing with the filtration system using the standard solutions 
showed a negligible mass loss for tested sorbing dyes. The recovery percentages were 
96.1  6.3% for FD&C Blue No. 1 and 99.0  5.5% for Sulpho Rhodamine B. 
V-2 AQUEOUS TRACER MEASUREMENTS 
V-2.1 Ionic Tracer 
The filtrates were analyzed using various methods to identify the presence of tracers. 
Independent analyses were conducted to evaluate the potential interference between tracers 
present in the same sample. Analyses of iodide and bromide were conducted using Ion Specific

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment V-2 March 2000 
Electrodes (Ionplus Design, Orion), with an ion strength adjuster having a volume ratio of 50:1. 
Iodide measurements with the Ion Specific Electrode were highly selective and sensitive. No 
interferences from other tracers applied at Niche 3650 were observed. 
V-2.2 Dye Tracers 
Dye tracers present in sample extracts were identified and quantified using combinations of the 
following approaches: 
 Color inspection of the extracted sample 
 Finger-printing by Ultraviolet-Visible (UV/Vis) scanning-the sample spectra were 
compared and matched to those of standard solutions that exhibit the tracer characteristic 
wavelengths (listed as the identification peaks in Table V-1) 
 Concentration quantification at individual maximum/optimal wavelength for each dye 
Both FD&C dyes and fluorescent dyes have colors quantifiable with the UV/Vis 
Spectrophotometer (Model U-2001, Hitachi). The detection limits of dyes by the UV/Vis 
Spectrophotometer (0.01 to 0.1 mg/l) are roughly equal to the lowest color densities in solutions 
that the naked eye can resolve. Flourescent dyes can also be measured by a Fluorescence 
Spectrophotometer (Model RF-1501, Shimadzu). The detection limits (as well as background 
levels) by the Fluorescence Spectrophotometer were much lower (0.0001 to 0.002 mg/l than the 
limits by the UV/Vis Spectrophotometer. Refer to pp. 5698 of Scientific Notebook 
YMP-LBNL-JSW-QH-1 for details on detection limits. 
Table V-1. Analytical Measurement for Liquid Dye Tracers. 
Dye tracer Identification peaks in 
UV/Vis spectrum 
(nm) 
Quantification peak in 
UV/Vis Spectrophotometer 
(nm) 
Quantification 
wavelengths in 
fluorometric analysis 
(nm) 
FD&C Blue No.1 307, 408, 630 630 
FD&C Yellow No. 5 257, 426 426 
FD&C Yellow No. 6 234, 313, 482 482 
FD&C Red No. 40 211, 234, 314, 504 504 
Sulpho Rhodamine B 198, 259, 284, 353, 565 Excitation: 565 
Emission: 590 
Pyranine 246, 289, 369, 403 Excitation: 405 
Emission: 515 
Acid Yellow 7 231, 275, 419 Excitation: 420 
Emission: 515 
Amino G Acid 219, 247, 304, 348 Excitation: 355 
Emission: 445 
DTN: LB990601233124.003

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment V-3 March 2000 
Figure V-1 presents results of UV/Vis wavelength scanning, which records the absorbance of a 
sample as a function of wavelength. The x-axis is wavelength (in nanometers) and the y-axis is 
instruments response (i.e., absorbance). Figure V-1a shows the UV/Vis spectrum of the 
background sample, with the 975 -976 nm peak present in all liquid samples, including the 
spectrum for the NANOpure water. The artificial spike around 340 nm is associated with the 
instruments lamp change from the tungsten iodide lamp (generates visible light) to the 
deuterium lamp (generates UV light) during the UV/Vis scanning. This spike was also present at 
every UV/Vis spectrum. Figures V-1bd show the wavelength scanning results for the standard 
solution of FD&C Blue No. 1, FD&C Yellow No. 6, and FD&C Yellow No. 5, respectively. The 
characteristic peaks were used to identify dyes present in samples by peak matching. The 
scanning results provided the basis for selecting the characteristic peak wavelength for dye 
quantification (Table V-1), avoiding as much as possible overlapped peaks to minimize 
ambiguity. 
(a) (b) 
(c) (d) 
Figure V-1. UV/Vis Wavelength Scanning (Numbers in the Figures are in Nanometers). (a) The 
background sample. (b) FD&C Blue No. 1 standard. (c) FD&C Yellow No. 6 standard. (d) 
FD&C Yellow No. 5 standard. X-axis: nanometers (nm); Y-axis: absorbancev (ABS). 
[pp. 5698 of Scientific Notebook YMP-LBNL-JSW-QH-1].

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment V-4 March 2000 
V-2.3 An Example of Concentration Analyses 
Some extracted samples from borehole 7 appeared yellowish, and several UV/Vis scans were run 
for these samples to compare with the spectra of standard dye solutions. Figure V-2 shows the 
spectra of one sample (borehole 7, 08 cm depth interval from the borehole collar). 
Peak-matching with the characteristic wavelengths of the standards (Table V-1) shows that 
FD&C Blue No. 1 and FD&C Yellow No. 6 are present in this sample, while FD&C Yellow 5 is 
not present above the background spectral level. Similarly, the yellowish color from borehole 11 
extractants was found to be from pyranine rather than from FD&C Yellow No. 6 and/or FD&C 
Yellow No. 5 (Figures not shown; refer to pp. 6979 of Scientific Notebook 
YMP-LBNL-JSW-QH-1D for more details). 
Figure V-2. UV/Vis Wavelength Scanning of a Sample (Borehole 7, 0-8 cm Depth Interval Location from 
the Borehole Collar). X-axis: nanometers (nm); Y-axis: absorbance (ABS). Numbers in the 
figures are in nm. [pp. 6979 of Scientific Notebook YMP-LBNL-JSW-QH-1D].

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment VI-1 March 2000 
ATTACHMENT VILABORATORY MEASUREMENTS OF RETARDATION AND 
FRONT SEPARATION 
Laboratory analyses are described for dyed samples collected from the niches and core samples 
for tracer retardation and front separation measurements. 
VI-1 WATER IMBIBITION 
Rock cores, 5.08 cm in diameter and 2.0 cm in length, were used for the imbibition experiments 
to examine tracer penetration into the unsaturated rock matrix. Cores were cut and machined 
from a clean sample block from the same stratigraphic unit as the niche locations where tracer 
release tests were conducted. Porosity, bulk-density and particle-density measurements were 
based on the core dry weight at a temperature of 60oC. 
Partial saturation of cores was obtained by equilibrating cores within relative humidity chambers 
controlled by different saturated brines and/or water until they reached constant weights. Cores 
with two different levels of initial water saturation Sw, approximately 15% and 80%, were used 
in this work to investigate and compare tracer penetration behavior with respect to the saturation 
levels. 
The core was hung inside a humidity-controlled chamber, with the core bottom submerged in a 
water reservoir containing tracers to a depth of about 1 mm. The core weight gain was 
continuously recorded by a data acquisition system. This study was designed to simulate the 
imbibition and penetration of tracers into the matrix from a continuously flowing fracture, 
modeled here as the core bottom. After a predetermined period of time (about 16-20 hrs), the 
core was lifted out of the reservoir, and the moisture front was visually examined. Rock 
sampling was immediately conducted as described below. The water contained about 10 g/l 
LiBr, 1 g/l FD&C Blue No. 1, and 1g/l Sulpho Rhodamine B. These tracers were selected to 
compare the behavior of nonreactive bromide with the dyes used in the field tracer work. 
VI-2 ROCK SAMPLING AND TRACER EXTRACTION 
Tracer-stained rock samples were drilled, drill cuttings eluted, and the supernatant analyzed to 
profile tracer location and concentration. A mill (Bridgeport Series II; refer to pp. 3738 of 
Scientific Notebook YMP-LBNL-JSW-QH-1A) was used for drilling, with the rock sample 
firmly stabilized on the working platform and the rock surface covered with tape except for the 
location to be drilled. A series of drills of different sizes with flat-bottom, carbide-end mill 
cutters were used to sample different depths from the same location. The largest drill was used 
for the drilling at the rock surface, and the size gradually decreased with increased drilling depth 
to minimize carry-over powder contamination from previous depths. A tube was placed around 
the carbide-end mill cutter to reduce powder loss and to maximize sample recovery. The drilling 
was carried out slowly and steadily in 1 mm increments as indicated by a digital caliper 
(Mitutoyo, precision 0.01 mm). 
Drill cuttings were collected at each 1-mm interval using a stainless steel needle attached to a 
stainless steel filter holder, connected to a vacuum source. The vacuum intensity was tested and

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment VI-2 March 2000 
adjusted before actual sample collection. Two pieces of cellulose nitrate membrane (with the 
membrane pore size of 0.45 m) were used inside the filter holder to trap the sample powder. 
The powder was suctioned and trapped into the collection device by pointing the needle to the 
drilled hole and applying the vacuum. Collected cuttings were transferred to an amber-glass vial 
before tracer extraction. Before drilling the next interval, the drilled hole was cleaned using an 
air stream just strong enough to remove any powder that might be left from the collection, and 
the cutter was cleaned with premoistened wipes and dried with a gentle air stream. 
Samples of dye-stained rocks having a flat face were selected for rock drilling. Three samples 
were identified to be suitable for this work. The flat surfaces with dye stains were assumed to be 
fracture surfaces of active flow paths induced by dye water releases. For these three samples, no 
visible fracture coatings were observed. 
Sampling of cylinder-shaped machined cores for the laboratory studies was performed from both 
the top and bottom of the core, first from the cleaner top (i.e., core side not in physical contact 
with liquid) to 16 mm, then from the bottom to 10 mm. This sampling scheme allows a 
comparison and evaluation of powder contamination of the drilling method. Drilling from the 
two sides was conducted so that the drill holes did not intersect each other. 
Dye tracers were extracted from the drill cuttings into the aqueous phase by mixing 5-ml 
Nanopure water with 0.1 g of powder sample, mixing nominally for 15 seconds at the speed of 
1,400 rpm. The mixture was then filtered, and the concentration of the tracer in the clear aqueous 
phase was measured. Either Gelman Supor. hydrophilic polyethersulfone membrane filter or 
Whatman cellulose nitrate membrane was used for the filtration. Testing showed negligible mass 
loss to both membranes for FD&C Blue No. 1 and Sulpho Rhodamine B. 
Extraction efficiency was evaluated by spiking a known amount of tracers into the rock powder 
(<104 m) for one day. The results show the extraction efficiency of 98.0  4.6% (average plus 
and minus standard deviation, 5 replicates) for bromide, 94.1  3.8% for FD&C Blue No. 1 (6 
replicates), and 55.2  0.7% for Sulpho Rhodamine B (7 replicates). The extraction procedure 
was not designed to be exhaustive for the maximum mass extraction. Relative comparisons with 
identical procedures were used in this study. 
VI-3 MEASUREMENT OF AQUEOUS TRACER CONCENTRATION 
The aqueous concentration of FD&C Blue No. 1 dye was measured using a UV/Vis 
Spectrophotometer (Hitachi, Model U-2001) at the characteristic wavelength of 630 nm. Sulpho 
Rhodamine B concentration was measured using a Spectrofluorophotometer (Shimadzu, Model 
RF-1501) at the excitation wavelength of 565 nm and emission wavelength of 590 nm. 
Depending upon the tracer concentration present in the samples, samples were diluted 
appropriately until the final solution measurement fell into the linear range of the calibration 
curve. Bromide concentration was measured by Ion Specific Electrode (Orion, Ionplus design) 
with the addition of ion strength adjuster with a volume ratio of 50:1. Background levels for all 
tracers were measured with powders from clean tuff samples. The clean powder was obtained 
from a clean rock sample that was crushed for size reduction to pass through a 104-m opening 
sieve, similar to the powder size of the drill cuttings. Refer to the associated scientific notebook

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment VI-3 March 2000 
pages, listed with DTN: LB990901233124.003, for detailed entries about instrument calibration 
and tracer measurements. 
VI-4 EVALUATION OF DRILLING TECHNIQUE: 
Tracer cross-contamination during drilling was evaluated by drilling from both the top and 
bottom for machined cores. For both drilling directions, measured tracer concentration are 
compared over distance in Figure VI-1 for Core D with lower initial water saturation Sw and 
Figure VI-2 for Core H with high initial Sw. Note that core bottom was the core side in physical 
contact with the tracer solution. For the lower Sw case, the tracer concentration is comparable for 
both drilling directions, showing no significant powder carry-over (Figures VI-1a and VI-1b). A 
slight difference at the 4 -5 mm interval is observed in Figure VI-1b for Sulpho Rhodamine B. 
This difference could be real since the fluorometer used for measurement had a low detection 
limit of about 0.021 mg/kg. Overall, the drilling technique yielded reliable concentration profile 
results. 
For the case with the higher initial Sw, the difference in measured concentration from the two 
drilling directions is noticeable (Figure VI-2a). After the tracer-rock contact and experiments 
were completed, the drilling was conducted first from the core top (cleaner side), then the core 
was inverted for the opposite drilling. Nominally, it took about 1 hour to finish drilling and 
sample collection for 10 depth intervals. The difference in concentrations shown in Figure VI-2a 
for the two drilling directions may result from any or a combination of (1) gravitational flow 
during the second drilling phase, (2) heterogeneity, (3) flow resulting from exposure to the 
atmosphere, (4) evaporation loss resulting from heating caused by drilling. The spreading of 
tracer front at the high initial Sw makes the flow redistribution effects more pronounced than the 
case with sharp tracer front at low initial Sw. For Sulpho Rhodamine B, the difference is less 
evident (Figure VI-2b). Results from the core top were utilized if the data were available.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment VI-4 March 2000 
0
5 
10 
15 
20 
25 
30 
35 
40 
0 2 4 6 8 10 12 14 16 18 20 
Depth from the Core Bottom (mm) 
Detection Ratio 
Drilling (top) 
Drilling (bottom) 
Background 
(a) 
Core-D (12.5%) 
Bromide 
0 
500 
1000 
1500 
2000 
2500 
3000 
3500 
4000 
0 2 4 6 8 10 12 14 16 18 20 
Depth from the Core Bottom (mm) 
Detection Ratio 
Drilling (top, 5-20 mm) 
Drilling (bottom, 0-10 mm) 
Background 
(b) 
Core-D (12.5%) 
Sulpho Rhodamine B 
DTN: LB990901233124.003 
Figure VI-1. Comparison of Measured Detection Ratio from the Opposite Drilling Directions for Core D 
with Lower Initial Sw: (a) Bromide, (b) Sulpho Rhodamine B. The core ID and the initial core 
saturation (in parentheses) are presented in the figures.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment VI-5 March 2000 
0
5 
10 
15 
20 
25 
30 
35
0 2 4 6 8 10 12 14 16 18 20 
Depth from the Core Bottom (mm) 
Detection Ratio 
Drilling (top) 
Drilling (bottom) 
Background 
(a) 
Core-H (75.8%) 
Bromide 
0 
500 
1000 
1500 
2000 
2500 
3000 
3500 
0 2 4 6 8 10 12 14 16 18 20 
Depth from the Core Bottom (mm) 
Detection Ratio 
Data (top, 4-20 mm) 
Data (bottom, 0-10 mm) 
Background 
(b) 
Core-H (75.8%) 
Sulpho Rhodamine B 
DTN: LB990901233124.003 
Figure VI-2. Comparison of Measured Detection Ratio from the Opposite Drilling Directions for Core H 
with Higher Initial Sw: (a) Bromide, (b) Sulpho Rhodamine B.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment VII-1 March 2000 
ATTACHMENT VIIFIELD EQUIPMENT FOR CONTROLLED WATER RELEASE, 
WETTING FRONT DETECTION AND SEEPAGE COLLECTION 
Equipment for controlled release of water into isolated zones, borehole monitoring for changes in 
saturation and water potential, and collection of seepage in a excavated slot are presented for the 
new instruments developed for this field investigation of fracture flow and fracture matrix 
interaction. 
VII-1 FLUID INJECTION 
The liquid-release experiments required water to be injected into the formation over a 0.3-m 
zone in the borehole under constant-head or constant-rate conditions. The constant-head tests 
were conducted first to determine the maximum rates at which the zone could take in water. The 
subsequent set of experiments required that water be released to the formation at predetermined 
rates ranging from ~ 5 ml/min to ~ 100 ml/min. Both the constant-head method and the 
constant-rate method of injection were incorporated in the fluid-release apparatus. The main 
components of the fluid-release apparatus included an inflatable packer system for isolating the 
injection zone, a pump for delivering water, and a reservoir for providing a continuous supply of 
water (Figure VII-1a). 
The inflation packer system consisted of two rubber packers, each 0.60 m long, connected to an 
inflation line (Figure VII-1b). Two stainless tubes (0.95 cm and 0.31 cm ID) passed through one 
of the packers to provide fluid (air and water) access into the injection zone. The 0.95-cm tube 
was used to deliver fluid into the injection zone, while the 0.31-cm tube was used as a siphon to 
remove excess water from the injection zone. Before liquid was released into the formation, the 
packer system was located to straddle the zone of interest (determined from air-permeability 
measurements) and then inflated to a pressure of ~ 200 kPa. The 0.95-cm ID stainless steel tube 
was then connected to a water supply line from a constant-head or a constant-rate system. During 
the entire period of injection, pressure in the inflation packers was continuously monitored to 
ensure that the injection zone remained isolated from adjacent zones of the borehole. 
To capture the temporal variability in vertical flux of water from the injection zone, an 
automated liquid-release system was developed. This system allowed for continuous 
measurement of local liquid-release rates. The unit consisted of a storage tank (~ 4.5 liters) for 
water supply to a clear-acrylic, constant-head chamber. The chamber, 0.15 m ID and 0.30 m tall, 
served to maintain a constant head of water above the liquid-release surface within the injection 
zone (Figure VII-1c). The head maintenance was achieved with a level switch that activated the 
pump when the water level dropped below the control level. The control level was nominally set 
at or slightly above the elevation of the horizontal injection borehole. Two pressure transducers 
continuously recorded the height of water in each tank. A pulse damper was installed between 
the pump and tank to reduce any pulsating effects (caused by the pump) from migrating to the 
storage tank and influencing the pressure readings. 
The constant-rate injection system included all the components used in the constant-head system 
without the constant-head chamber. To allow for easy regulation of flow rates in the field, the 
pump was calibrated before field deployment to relate flow rates with displayed numbers on a

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment VII-2 March 2000 
10-turn speed control. In the field, the speed control was set at the desired flow rate before the 
pump was activated. The actual flow rate was determined from transducers located at the bottom 
of the water reservoir. A data acquisition system was used to record changes in head of water 
(water level) in the reservoir. 
0.25 m 
~ 0.3 m 
(c) Details of constant head system (a) Components of the fluid injection system 
(b) Details of injection packer system 
Inflation packers 
Water 
level 
Packer stainless steel body Borehole wall 
Injection borehole collar 
Return flow line 
Inflation line 
Fluid injection line 
Packer inflation rubber 
0.1 m 
Injection zone 
(0.3 m) 
PVC Pipe (Sch. 40) 
Level switch 
Constant 
head 
chamber 
Injection zone 
at constant head 
Water 
reservoir 
Borehole 
Pump Pressure 
transducer 
Wiring to 
activate pump 
Pressure transducer 
Inflow from 
tank 
Flow to 
injection zone 
Figure VII-1. Schematic Illustration of Liquid Release System for Constant-Head and Constant-Rate 
Injections. 
VII-2 Borehole Monitoring 
In three monitoring boreholes (B, C and D in Figure 45b), changes in saturation and water 
potential were measured continuously during the entire field investigation. Changes in saturation 
were measured with electrical-resistivity probes (ERPs) located at 0.25-m intervals along the 
6.0-m length of each borehole. These ERPs consisted of two electrical leads sandwiched between 
pieces of filter paper. Water-potential measurements were made with psychrometers. With the 
multiplexing capabilities of the data logger (model CR7, Campbell Scientific Inc.), hourly 
measurements of up to 80 psychrometers (model PST-55, Wescor Inc.) were automated. The 
chromel-constantan junction in the psychrometer was cooled with an electric current to a 
temperature below dew point to first induce condensation, followed by evaporation without 
electric current. Temperature depression resulting from evaporation was recorded and used to 
determine water potentials in the vicinity of the psychrometers. 
The psychrometers and ERP were housed in Borehole Sensor Trays (BSTs), installed along the 
length of each monitoring borehole (Figure VII-2a). The BSTs were fabricated from 0.10-m

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment VII-3 March 2000 
outside diameter (OD) PVC pipes, 3.0 m in section length. Each pipe section was cut lengthwise 
to produce a 0.075-m-wide curved tray (Figure VII-2b). On each tray, psychrometers were 
installed at 0.5-m intervals along the borehole while ERPs were located at 0.25-m intervals 
(Figures VII-2b and VII-2c). BST housing permitted immediate contact between ERPs and the 
borehole wall. The psychrometers were installed inside small cavities (0.005 m in diameter) 
perforated through the BST wall to measure water potentials of the rock. A steel spoon, 3.0 m 
long with the same configuration as the trays, was used to guide each BST to the assigned 
location along the borehole. Two BSTs were located along each section of borehole, one in 
contact with the top of the borehole and the other with the bottom. Each pair of BSTs was 
separated by a wedge that pressed the BSTs tight against the borehole wall. The double BST 
configuration improved the contacts between ERPs with the borehole wall and allowed two 
sensors, one on the upper BST and one on the lower BST, to detect wetting-front advances at 
each given location along the borehole. 
ERP 
Borehole wall 
ERP 
PVC Tray 
Psychrometer 
(a) Two layered monitoring in boreholes C and D 
BST #1 
BST #4 
BST #3 BST #2 
(c) Single BST with sensors 
Legend 
6.0 m 
2 m 
Montoring borehole cavity 
PVC tray 
Spaces for trays 
Psychrometers 
(b) View of lower BSLT (upper BST not shown) with psychrometer 
and ERP located inside borehole 
Figure VII-2. Schematic Illustration of Borehole Monitoring System. 
VII-3 Seepage Collection 
To measure water seeping into the slot following liquid release into the injection borehole, a 
water collection system was designed to capture seepage from the slot ceiling (Figure VII-3). 
Design of this system was dictated by the slot geometry and locations of I beam supports. A 
row of stainless steel trays was fabricated for each of the four accessible compartments between 
the I-beams. Each tray was an inverted pyramid 0.46 m long and 0.40 m wide and tapered to a 
single point 0.20 m from the top. For each compartment, seven trays were assembled along a 
single steel frame, allowing for easy installation inside the slot. Water captured in the stainless 
steel trays was transferred into clear PVC collection bottles (0.076 m ID, 0.45 m tall). Water 
falling onto the trays was drained to the collection bottles through Teflon tubes (0.635 cm OD).

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment VII-4 March 2000 
An intermittent vacuum was applied to the collection bottles such that water stored on the trays 
or in Teflon tubes could be sucked into the collection bottles. The amounts of seepage water in 
the collection bottles were periodically recorded with sampling intervals determined in the field 
by the rates observed. 
Test bed face 
Collection bottle 
Vacuum pump 
Slot 
Side view of tray array in single compartment 
Stainless steel trays installed in slot 
Figure VII-3. Schematic Illustration of Water Collection System Installed in Slot.

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment VIII-1 March 2000 
ATTACHMENT VIIIMEASUREMENT OF WATER POTENTIAL USING 
PSYCHROMETERS 
Prior to field use, all psychrometers were calibrated in the laboratory, using potassium chloride 
solutions (0.1-1.0 molal or mole of solute per 1000 grams of solvent). A second calibration was 
done in the laboratory after psychrometers had been used for field measurements, if feasible and 
practical. During the calibration procedure, psychrometers were isolated in an insulated box to 
minimize temperature fluctuations. Automated measurements were then made using the 
multiplexing capabilities of the CR7 data logger. When the psychrometers were observed to have 
reached equilibrium, they were removed from the calibration solution, washed in distilled water, 
air-dried, and immersed in the next solution. After calibrations were completed, all 
psychrometers were washed and air-dried before installation in the field. 
During laboratory calibrations and preliminary field measurements, we noticed that the shape of 
the psychrometer output curve was significantly influenced by the size of the cooling voltage and 
cooling duration for a given water potential (Figure VIII-1). This curve was also dramatically 
altered when the psychrometers became contaminated with dust particles (Figure VIII-2). Given 
the high rate of failure of psychrometers in the field, it was therefore important to optimize both 
the cooling voltage and duration for a given water potential to help identify psychrometers that 
were contaminated or otherwise malfunctioning. Optimization was accomplished by increasing 
the cooling voltage and/or increasing the time over which the cooling voltage was applied until a 
well-defined plateau resulted for the psychrometer output. Data from contaminated or 
malfunctioning psychrometers are not for interpretation and are labeled as such in Scientific 
Notebook YMP-LBNL-JSW-1.2, pp. 103152. 
0 
0.5
1 
1.5
2 
2.5 
0 20 40 60 80 100 120 140 160 
Elapsed Time (s) 
Output Voltage (mV) 
1200 mV 
1500 mV 
3000 mV 
DTN: LB980001233124.001 
Figure VIII-1. Effect of Cooling Current on Psychrometer Output Curve (PSY-732).

Title: In Situ Field Testing of Processes U0015 
ANL-NBS-HS-000005 REV00 Attachment VIII-2 March 2000 
0.0 
0.5 
1.0 
1.5 
2.0 
2.5 
0 5 10 15 20 25 30 
Elapsed Time (s) 
Output Voltage (mV) 
Clean-1 
Dirty-1 
DTN: LB980001233124.001 
Figure VIII-2. Effect of Dust Coating on Psychrometer Output Curve (PSY-731).