Data Qualification and Data Summary Report: Intact Rock Properties Data on Poisson’s Ratio and Young’s Modulus REV 00 

June 2003

TDR-MGR-GE-000004 

June 2003

EXECUTIVE SUMMARY 
This report reviews all potentially available Yucca Mountain Project (YMP) data in the 
Technical Data Management System and compiles all relevant qualified data, including data 
qualified by this report, on elastic properties, Poisson’s ratio and Young’s modulus, into a single 
summary Data Tracking Number (DTN) MO0304DQRIRPPR.002. Since DTN 
MO0304DQRIRPPR.002 was compiled from both qualified and unqualified sources, this report 
qualifies the DTN in accordance with AP-SIII.2Q. This report also summarizes the individual 
test results in MO0304DQRIRPPR.002 and provides summary values using descriptive statistics 
for Poisson’s ratio and Young’s modulus in a Reference Information Base Data Item. 
This report found that test conditions such as temperature, saturation, and sample size could 
influence test results. The largest influence, however, is the lithologic variation within the tuffs 
themselves. Even though the summary DTN divided the results by lithostratigrahic units within 
each formation, there was still substantial variation in elastic properties within individual units. 
This variation was attributed primarily to the presence or absence of lithophysae, fractures, 
alteration, pumice fragments, and other lithic clasts within the test specimens as well as changes 
in porosity within the units. As a secondary cause, substantial variations can also be attributed to 
test conditions such as the type of test (static or dynamic), size of the test specimen, degree of 
saturation, temperature, and strain rate conditions. This variation is characteristic of the tuffs and 
the testing methods, and should be considered when using the data summarized in this report. 

1. INTRODUCTION 
1.1 PURPOSE 
This report presents a systematic review of the available data in the Technical Data Management 
System (TDMS) that are relevant to the following intact rock properties: Poisson’s ratio and 
Young’s modulus. Relevant data were evaluated, and both qualified data and unqualified data 
that were qualified by this report were compiled into the unqualified summary DTN 
MO0304DQRIRPPR.002. This report evaluates the data in the summary DTN for qualification 
using the method of corroborating data as defined in Attachment 2 to AP-SIII.2Q. This report 
also presents a summary of the compiled information in the form of descriptive statistics and 
recommended values that are contained in a Reference Information Base (RIB) Data Item 
prepared in accordance with AP-SIII.4Q. 
The primary purpose of this report is to produce a qualified set of data from intact rock Poisson’s 
ratio and Young’s modulus testing done over the course of the Yucca Mountain Project (YMP). 
A second purpose is to provide a qualified summary (i.e., a RIB Data Item) of the test results 
based on DTN MO0304DQRIRPPR.002 using descriptive statistics and graphical presentations. 
Both of these products are intended for use in the License Application design and safety analysis. 
The immediate purpose of this report is to support the data needs of repository design; however, 
the products are also intended to be appropriate for general use by the YMP. The appropriateness 
and limitations, if any, of the data, with respect to the intended use, are addressed in this report. 
1.2 SCOPE 
The scope of this report is described in Technical Work Plan For: Qualification of Intact Rock 
Properties Data on Poisson’s Ratio and Young’s Modulus (BSC 2002), and updated in 2003 
(BSC 2003). The Technical Work Plan identifies 142 DTNs containing Intact Rock Properties 
data on Poisson’s ratio and Young’s modulus. The modulus of deformation was included in the 
technical work plan for this report; however, the data for this parameter were outside the scope 
of this report and were not carried forward in the evaluation. The data were collected by the U.S. 
Geological Survey (USGS), Sandia National Laboratories, Lawrence Livermore National 
Laboratory, and the Yucca Mountain Project (YMP). The data in a significant number of these 
DTNs are categorized as unqualified. These data are generally unqualified because the data, or 
some of the source data presented in source DTNs, were acquired in the 1980 to 1987 time 
frame, prior to the existence of the Office of Civilian Radioactive Waste Management 
(OCRWM) Quality Assurance Requirements and Description (QARD), DOE/RW-0333P, and 
under procedures that had not, at that time, been approved for YMP work. YMP procedures 
require that these data be qualified prior to direct use in analyses, calculations, or design. The 
plan includes the following major activities and products that are documented in this report. 
• An identification, review, and disposition of all potentially relevant DTNs that might 
contain data related to properties under consideration. This review began on July 1, 2002 
and was completed on September 30, 2002. Some data submittals or other changes to the 
June 2003 1 TDR-MGR-GE-000004 REV 00
Automated Technical Data Tracking System may have occurred since the review as part 
of ongoing efforts and are not reflected in this report. 
• Data from DTNs identified as containing relevant information were further evaluated. 
Relevant qualified data, and data qualified by this report have been compiled into a 
single data set, and a new DTN (MO0304DQRIRPPR.002) was created for the summary 
data set contained in this report. 
• Those DTNs that were identified as relevant in the first activity and that require 
verification have been reviewed using the Data Confirmation Checklist in AP-3.15Q. If 
adequate documentation could not be found to complete the verification process for a 
particular DTN, the relevant data from that DTN were evaluated as part of the 
qualification process in the next activity. 
• Data in the summary DTN that were identified as relevant in the first activity and that 
are unqualified have been included in the data to be qualified in accordance with 
AP-SIII.2Q. 
• The final activity will be the preparation of a Reference Information Base (RIB) Data 
Item that summarizes the data in the data summary DTN. The RIB item will be 
prepared and submitted in accordance with AP-SIII.4Q. 
This report summarizes available data and is therefore prepared under the requirements of 
AP-3.11Q, while it also responds to the reporting requirements contained in AP-SIII.2Q. No 
assumptions were made prior to the data identification or during the data disposition, evaluation, 
and qualification. Only YMP standard software (WORD and EXCEL) were used to generate the 
information and provide statistical summaries of the data contained in this technical report. 
1.3 DATA QUALIFICATION TEAM 
The Data Qualification Team consisted of the following members: 
The Responsible Manager for the data qualification task is Michael A. Jaeger. 
Chairperson 
Mr. Edward M. Cikanek is designated the Chairperson for this Data Qualification Team. Mr. 
Cikanek is a subject matter expert in the field of geotechnical engineering and the design of 
underground structures. He has an M.S. degree in civil engineering from the University of Notre 
Dame (1966) and a B.S. degree in civil engineering from Northwestern University (1964). He 
has over 35 years of experience in performing design and engineering services for the 
construction of foundations, embankments, and underground structures. As the lead engineer and 
group leader for geotechnical departments involved in tunneling projects, he has an extensive 
background in the collection and use of geotechnical data for tunneling projects. Mr. Cikanek has 
had no involvement with the collection or processing of the YMP data being qualified. 
June 2003 2 TDR-MGR-GE-000004 REV 00
Technical Representatives: 
Mr. Leslie Eugene Safley is a Data Qualification Team member. He has an M.S. degree (1989) 
in Geology and a B.S. degree (1981) in Geology from Oregon State University and an MBA 
degree (1998) from Oklahoma State University. He has a broad background in stratigraphy, 
hydrogeology, and geophysical data collection and analysis. He has worked on the YMP for 
four years as a technical report writer and a database administrator of geological and engineering 
data. Previously, he worked as a project geologist responsible for developing reservoir 
management plans at the DOE’s National Institute of Petroleum and Energy Research. Mr. 
Safley has had no involvement with the collection or processing of the YMP data being 
qualified. 
Mr. Terry Grant is a Data Qualification Team member. He has an M.S. degree (1974) in geology 
from the University of Nevada, Reno and a B.S. degree (1968) from UCLA. Mr. Grant is an 
engineering geologist with experience in site studies and the management of large 
multidisciplinary projects. He has been responsible for conceiving site selection methodologies 
and for implementing data gathering studies for high-level nuclear waste repositories and nuclear 
power plants requiring quality assurance programs. He has worked as a team member on 
previous data qualification activities and has a broad background in data gathering activities. 
Mr. Grant has had no involvement with the collection or processing of the YMP data being 
qualified. 
1.4 BACKGROUND 
This report considers testing that is related to the excavation of rock by drilling and coring to 
determine intact rock strength. For the purposes of this report, rock strength (or peak strength) is 
defined as the maximum stress that the rock specimen can sustain under a given set of 
environmental conditions (e.g., temperature, saturation, and confining pressure). Specimen 
failure by fracturing and loss of cohesion occurs during the test at the peak strength. 
Uniaxial and triaxial compression testing are frequently used strength tests for rocks. These are 
called “static” tests. These tests are used to determine static compressive strength and the elastic 
constants, Young’s modulus and Poisson’s ratio. The preparation of rock core specimens was 
conducted in accordance with ASTM procedure D-4543-85. The uniaxial compressive testing 
was conducted in accordance with the applicable portions of ASTM procedures D-2938-79, D- 
2938-86, and D-3148-86. The triaxial compressive testing was conducted in accordance with the 
applicable portions of ASTM procedures D-2664-80 and D-2664-86. The tests are performed on 
machined cylinders of rock taken from cores. The tests basically consist of compressing the ends 
of a rock cylinder between platens at a constant stress rate through the point of failure. The axial 
load and deformation (strain) are recorded throughout the tests (Brady and Brown 1993, p. 90). 
Triaxial compression testing is similar to uniaxial compression testing except that an 
axi-symmetric confining pressure is applied to the walls of the rock cylinder during the test. The 
test cylinder is placed in an impervious jacket of copper foil, rubber, or plastic and the confining 
pressure is applied using a fluid (e.g., hydraulic oil, argon) contained in a test cell surrounding 
the specimen. Triaxial compression testing is also considered a routine rock strength test.
June 2003 3 TDR-MGR-GE-000004 REV 00
Differential stress is calculated by dividing the post-hydrostatic vertical loading force (force 
greater than that resulting from confining pressure) by the original cross-sectional area of the 
sample. Axial strain is measured by dividing measured axial displacements by the original 
sample length. Lateral strain is measured by dividing the lateral displacement across one sample 
diameter by the original diameter of the test specimen. Young’s modulus and Poisson’s ratio are 
determined from the slopes of the linear regression fits to the differential stress-axial strain and 
lateral strain-axial strain data, respectively. The fits are obtained using only those data 
corresponding to the stress states from 10 to 50 percent of the ultimate strength of the particular 
test sample. 
The dynamic intact rock properties data addressed in this report were computed from the 
measured shear and compressional wave velocities and estimated bulk densities, with the 
assumption that the media are isotropic. The dynamic testing was conducted in accordance with 
the applicable portions of ASTM procedure D2845-83. The compressional and shear wave 
velocities were measured in a benchtop apparatus that applied an axial stress of approximately 
0.4 MPa to the specimen. The wave velocities of the samples were obtained by measuring oneway 
travel time along the rock core axis and then dividing by the sample length. The source 
transducers are in a piston used to load the sample and the receiver transducers are located in the 
base of the apparatus. 
The source crystal is excited by a fast rise time electrical pulse generated with a pulsar/receiver. 
The crystal produces a broadband (300 to 800 kHz) ultrasonic pulse that propagates through the 
adjacent titanium end piece, through the rock sample along the core axis, through the titanium 
end piece at the opposite end of the core, and into the crystal receiver. The electrical signal 
produced by the receiver crystal is amplified and filtered by the receiving section of the 
pulsar/receiver, then fed into a digital oscilloscope. The oscilloscope digitizes the ultrasonic 
waveform and displays the digitized signal. The travel times are determined by picking the point 
at which the threshold voltage is exceeded relative to the baseline voltage. The resolution of the 
pick is +/- 0.01 millisecond. The dynamic Young’s modulus and Poisson’s ratio were computed 
from the travel time data. 
The static intact rock properties data addressed in this report were measured on core samples 
from boreholes in the vicinity of Yucca Mountain, from subsurface sample locations in the 
Exploratory Studies Facility (ESF), and on samples taken from surface outcrop locations at 
Busted Butte. The dynamic intact rock properties data addressed in this report were computed 
from boreholes in the vicinity of Yucca Mountain and on samples taken from surface outcrop 
locations at Busted Butte. The data resulting from these tests are contained in a large number of 
individual DTNs that are linked to several different parameter names in the TDMS. Over the 
course of the YMP, several contract laboratories and national laboratories have been involved in 
performing the actual tests. In many cases, the DTNs report the test results for a variety of rock 
properties for the borehole interval or location in question. This report only considers the 
Poisson’s ratio and Young’s modulus measurement results from those DTNs. Other reports will 
consider the remaining test results. 
June 2003 4 TDR-MGR-GE-000004 REV 00
2. IDENTIFICATION OF RELEVANT DATA 
2.1 DATA TRACKING NUMBERS REVIEWED 
A systematic review of the contents of the TDMS was conducted to identify all DTNs that might 
contain data relevant to the properties of Poisson’s ratio and Young’s modulus. Every DTN in 
the TDMS is categorized as relevant to one or more TDMS Parameters. DTNs linked to the 
following TDMS Parameters were reviewed for relevant data: 
• Poisson’s ratio 
• Intact Rock Poisson’s ratio 
• Young’s modulus 
• Intact Rock Young’s modulus. 
The Technical Data Parameter Dictionary element of the TDMS provides definitions for the 
above parameters. The search identified 142 unique DTNs related to one or more of the above 
parameters. Each of these DTNs was reviewed to determine if the DTN contained data relevant 
to the intact rock properties considered by this report. If a DTN listed source DTNs, those source 
DTNs were also checked. The DTNs reviewed and the resulting dispositions for the DTNs are 
listed in Table 1. The status, comments, and disposition represent information available as of 
July 1, 2002, and may not represent the current status. 
2.2 DATA TRACKING NUMBERS IDENTIFIED AS RELEVANT 
Table 1 identifies 50 DTNs containing potentially relevant data for this report as Directly Used 
or Corroborating. The DTNs that were dispositioned as Directly Used are qualified data sets 
(either verified or unverified) that were carried forward for evaluation. Those DTNs that were 
dispositioned as Corroborating are unqualified data sets that were carried forward for evaluation 
and, if required, qualification. All other DTNs were not carried forward and no further evaluation 
was performed. Of the 50 DTNs carried forward for evaluation, 20 were identified as Qualified 
and Verified (Table 2), 13 were identified as Qualified but not Verified (Table 3), and 17 were 
identified as Unqualified (Table 4) at the start of the review. The DTNs listed on Table 3 
underwent verification in accordance with AP-3.15Q, as part of the process for completing this 
report. As a result of the verification process, all but three of the 13 DTNs are now identified as 
qualified and verified in TDMS. The documentation for this part of the process has been 
submitted to the RIS and is linked to the DTNs in TDMS. As a result of the verification review, 
three DTNs on Table 3 (GS921283114220.009, LL990205304243.032, and 
SNSAND91089400.000) had their status changed from qualified to unqualified. The data from 
these three DTNs are considered in Sections 5 and 6 with the unqualified data from the DTNs 
listed in Table 4. 
All qualified data and data qualified by this report relevant to Poisson’s ratio and Young’s 
modulus test results were compiled from the 50 sources and a new DTN 
(MO0304DQRIRPPR.002) was generated for the consolidated data set. The consolidated data set 
includes information on the results of testing and supporting information on the sample location, 
lithostratigraphic interval, sample size, test environmental conditions, and references to 
associated reports and records. Not all of this information was available from the source DTNs. 
June 2003 5 TDR-MGR-GE-000004 REV 00
Many of the source DTNs used to compile DTN MO0304DQRIRPPR.002 only locate the 
sample by borehole depth and do not give a stratigraphic location or use different stratigraphic 
systems. Lithostratigraphic assignments were made using the contacts identified in DTN 
MO0004QGFMPICK.000. Supplemental information on contacts in the upper part of the Tiva 
Canyon Formation was derived from DTNs GS931108314211.041, GS931008314211.037, 
GS931008314211.038, GS931008314211.039, GS931208314211.046, GS931008314211.045, 
GS940908314211.045, and GS940408314211.020. Information on the stratigraphic location of 
outcrop samples taken from Busted Butte was determined through a review of the stratigraphic 
columns in Price (1986, Figure 2 and 3) and Price et al. (1985, Figure 2). The lithostratigraphic 
system used in this report follows the stratigraphic subdivision documented in 
MO0004QGFMPICK.000 and GS931208314211.049 and is presented in Appendix A. Other 
supplemental information was taken from supporting records in the RIS (e.g., reports, data 
sheets, maps, etc.). 
The original DTNs generally contain data for other properties that are not the focus of this report 
and those data were not carried forward. DTN MO0304DQRIRPPR.002 serves as the source for 
the discussion of the consolidated testing data in Section 3. Since DTN MO0304DQRIRPPR.002 
contains information derived from both qualified and unqualified sources, the DTN must be 
qualified prior to use. Sections 4, 5, and 6 document the qualification of 
DTN MO0304DQRIRPPR.002. The source DTNs listed in Table 4 are not qualified by this 
report and will remain unqualified. 
3. DATA SUMMARY 
3.1 STATIC POISSON’S RATIO AND YOUNG’S MODULUS 
This section summarizes the qualified and unqualified static Poisson’s ratio and Young’s 
modulus data contained in DTN MO0304DQRIRPPR.002 by lithostratigraphic unit using 
standard measures from descriptive statistics. The data are reviewed to evaluate trends and 
distributions, to identify anomalies that require explanation, and to review the effects of different 
test environments on elastic behavior. The discussion concentrates on those units for which a 
sufficient number of tests were run to allow this type of review. 
Tests were run under a variety of saturation states, temperatures, and other conditions that can 
impact test results. For the purposes of summarizing the data, tests conducted under similar 
conditions were grouped into categories. All tests that were categorized in the source documents 
as being run under ambient temperature, room temperature, or 22°C temperature, are considered 
to be in a single room-temperature category (T22). Similarly, all tests that were categorized in 
the source documents as wet or saturated are considered to be in a single saturated category 
(Sat). Although samples are categorized as saturated, 100 percent saturation was not always 
achieved. Most of the tests were run with fully saturated samples (S100) at room temperature 
(T22). A summary of the results from this testing is given in Tables 5 and 6. 
The second largest set of tests was run with samples at ambient saturation at room temperature 
(T22). A summary of the results by lithostratigraphic unit from this testing is also given in 
Tables 5 and 6. The ambient saturation category generally indicates that the samples were tested 
June 2003 6 TDR-MGR-GE-000004 REV 00
in an “as-received” condition (e.g., not saturated for testing). However, these samples may not 
represent in situ conditions since some drying probably occurred in storage at the Sample 
Management Facility (SNL 1997, p. 3). Saturation at testing is not always recorded for these 
samples, but SNL (1997, Table 3) indicates that saturation ranged from 30 to 80 percent with 
most samples in the 40 to 60 percent range for the samples covered by that report. All tests that 
were categorized in the source documents as ambient, as-received, or unsaturated, are considered 
in a single Ambient category. Prior to dynamic testing, some samples were also air dried after 
machining to remove water used as a coolant. These samples are considered as Dry in Tables 12 
and 13. 
A smaller number of tests were run under other environmental conditions. These included tests 
run at temperatures of 150 and 200°C (T150, T200). Other test conditions that were varied 
between groups of tests include sample size (diameter and length of the test cylinder) and 
variation in confining pressures. For confined triaxial tests, principal variables are confining 
pressure and whether the specimen was allowed to drain pore fluid during the test. Some of the 
data evaluated reported whether the test was performed drained or undrained. Sample sizes and 
confining pressures are indicated for each test in DTN MO0304DQRIRPPR.002. Summaries of 
tests run at various temperatures and confining pressures are given in Tables 8 and 9. Effects on 
Young’s modulus of varying sample sizes are shown in Table 11. 
There is a rather wide variability in the Poisson’s ratio and Young’s modulus test results for each 
of the lithostratigraphic units included in DTN MO0304DQRIRPPR.002, even when other 
environmental conditions that can affect results are accounted for. This is not the result of 
accuracy limitations in the testing equipment or procedures, but reflects the variation in 
characteristics of the tuff samples. These ash-flow and bedded tuff units are heterogeneous by 
nature, particularly at the scale of most of the rock cylinders that were tested (25.4 and 50.8 mm 
diameter). Undetected features that could affect sample behavior include lithophysae, pumice 
clasts, lithic fragments, minor fractures (mineralized or open), and alteration zones. Lithophysae 
are characteristic of some cooling zones in the ash flows and consist of hollow, bubble-like 
structures composed of concentric shells of finely crystalline minerals within the rock matrix. 
These voids formed from air or gas trapped in the flow during deposition or exsolved from the 
rock during cooling. Depending on the abundance of these features, Poisson’s ratio and Young’s 
modulus can be significantly reduced. 
Computerized tomographic X-ray images were made of some test samples (e.g., Boyd et al. 
1996, p. 37). The X-ray imaging showed that some samples had large lithophysal cavities within 
the test specimen that may have resulted in lower strength for these samples. Nimick et al. (1987, 
pp. 14 to 15, 18 to 19) report an example of lithologic variability where some samples from the 
USW G-2 borehole were found to have very different mineralogical and physical characteristics 
from other samples tested. The samples had higher porosity and lower bulk density than other 
samples in the unit. This also resulted in lower compressive strengths. Nimick et al. (1987, p. 19) 
also note that minor fracturing also affected results for some samples. No attempt was made to 
cull or delete such test results from the listing in DTN MO0304DQRIRPPR.002 or from the 
summaries presented in this report, since these samples are representative of the natural 
variability that can occur within these ash-flow units. However, this variability can be significant 
in interpreting test results from lithostratigraphic units where a small number of tests were run. 
June 2003 7 TDR-MGR-GE-000004 REV 00
3.1.1 Tiva Canyon Tuff 
Static Poisson’s ratio and Young’s modulus measurement results for the Tiva Canyon Tuff (Tpc) 
at full saturation (S100) and room temperature (T22) are summarized in Tables 5 and 6. These 
tables and Figures 1 through 4 show that there is significant variation between the 
lithostratigraphic units within the formation. The crystal-rich nonlithophysal zone (Tpcrn, Figure 
1) has markedly low Young’s modulus and Poisson’s ratio (means of 15.1 GPa and 0.204, 
respectively). In contrast, the crystal-poor nonlithophysal and lithophysal zones, as illustrated by 
the lower nonlithophysal zone (Tpcpln, Figure 2) and lower lithophysal (Tpcpll, Figure 3), have 
significantly higher strength with Young’s modulus generally over 30 GPa. In addition, the 
crystal-poor lithophysal zones (Tpcpul and Tpcpll) have lower Young’s modulus values than the 
crystal-poor nonlithophysal zones (Tpcpmn (Figure 4) and Tpcpln) (means of 23.7 and 30.9 GPa 
versus means of 35.5 and 34.2 GPa, respectively). Poisson’s ratio values do not show a strong 
variation between nonlithophysal and lithophysal zones. 
Because the lithostratigraphic units have basically the same chemical composition, the foregoing 
differences can be attributed to variation in the degree of crystallization, fracturing, porosity, and 
lithophysal development. Representative examples of unconfined and confined compression tests 
show the effects of degree of welding. Higher degrees of welding in the crystal poor 
nonlithophysal zones cause higher strengths, higher Young’s modulus, and smaller strains to 
failure than the nonwelded lithophysal tuff. Young’s modulus is also found to be inversely 
dependent on porosity for confining pressures of 0 and 20 MPa. Porosity differences may be a 
primary factor in these Young’s modulus differences. The Tpcrn and Tpcpv zones are relatively 
porous (mean total porosities of approximately 23 and 34 percent, respectively) when compared 
to the Tpcpln zone (mean total porosity of approximately 12 percent). Porosity, like lithophysae, 
can reduce Young’s modulus by reducing the elasticity of the rock matrix. The scatter of the data 
can be thus attributed to variations in mineralogy associated with degree of welding and porosity. 
3.1.2 Bedded Tuffs, Yucca Mountain Tuff, and Pah Canyon Tuff 
Static Young’s modulus and Poisson’s ratio measurement results for the units below the Tiva 
Canyon Tuff (Tpc) and above the Topopah Spring Tuff (Tpt) are presented in Tables 5 and 6. 
These units consist of a series of bedded air-fall tuffs (Tpbt4, Tpbt3, and Tpbt2) and two thin 
ash-flow (ignimbrite) units, the Yucca Mountain Tuff (Tpy) and the Pah Canyon Tuff (Tpp). 
Several tests were run at ambient conditions and full saturation, and room temperature. Each of 
these units exhibits very low Young’s modulus, generally less than 5 GPa (e.g., Tpp, Figure 5). 
Poisson’s ratio for bedded air-fall tuffs is generally less than 0.24, and ranges from 0.13 to 0.40. 
Poisson’s ratio for the Pah Canyon Tuff has a wide distribution (0.09 to 0.53) with a mean of 
0.28 (Figure 5). The low Young’s modulus and the range of variation in Poisson’s ratio can be 
attributed to the high porosity (generally 30 to 50 percent) and variable lithology of these units. 
3.1.3 Topopah Spring Tuff 
Static Young’s modulus and Poisson’s ratio test results for the Topopah Spring Tuff are 
summarized in Tables 5 and 6. The distribution of test results for lithostratigraphic units with a 
significant number of tests is illustrated in Figures 6 through 13. The Topopah Spring Tuff is 
zoned in a fashion similar to the Tiva Canyon Tuff. The elastic properties of these zones are also 
June 2003 8 TDR-MGR-GE-000004 REV 00
similar to those found in the Tiva Canyon Tuff. The upper three zones, the crystal-rich vitric 
zone (Tptrv3), the crystal-rich nonlithophysal zone (Tptrn), and the crystal-rich lithophysal zone 
(Tptrl), have relatively low Young’s modulus (means generally between 10 and 20 GPa). The 
test results at full saturation and room temperature of core specimens from boreholes for the 
Tptrn zone are illustrated in Figure 6. As with the Tiva Canyon Tuff, the lower Young’s modulus 
is probably the result of variations in the degree of crystallization, fracturing, porosity, and 
lithophysal development. 
Testing in the next lower zones, the crystal-poor upper lithophysal zone (Tptpul) and the crystalpoor 
middle nonlithophysal zone (Tptpmn), is complicated by the testing strategy that evolved 
over the course of site characterization. Test samples were divided between two major sources. 
The first source was core from various boreholes and surface samples that came from locations 
scattered across the potential repository site area. The second source was a single outcrop on 
Busted Butte, which yielded a large number of samples. The Busted Butte samples consisted of 
large (up to 3 cubic-meters), irregular blocks that were collected from the southeastern flank of 
the butte (Price 1986, p. 4). Each block was numbered (e.g., Block 10) and the sample numbers 
were usually based on the block number (e.g., 10AE24Y or BB-10-AE-32Y). 
Most blocks were from the Tptpmn zone but some blocks came from the overlying Tptpul zone 
(Price 1986, Figures 2 and 3, and Price et al. 1985, Figure 2). A very large number of cores was 
cut and tested from these blocks. The mean for Young’s modulus from borehole samples for 
Tptpul is 21.16 GPa with a standard deviation of 7.84 GPa (Table 7). For Busted Butte samples, 
the mean is 15.47 GPa with a standard deviation of 3.15 GPa. The mean Poisson’s ratio for 
Tptpul from saturated borehole samples is 0.25 with a standard deviation of 0.130, compared 
with a mean of 0.158 and standard deviation of 0.031 from Busted Butte samples. 
While the difference between Young’s modulus values from borehole and Busted Butte samples 
for Tptpmn is not as pronounced as for Tptpul, some variation between borehole and Busted 
Butte samples does exist (Table 7). The large number of samples from the single outcrop at 
Busted Butte and the variation in values compared with samples from other locations can 
strongly bias or skew the overall results for these zones. Considering all sample measurements 
individually, Poisson’s ratio (Figure 7) and Young’s modulus (Figure 8) values both have a wide 
distribution, sometimes with several minor peaks. The Busted Butte samples account for many of 
the higher elastic property values, and some of the lower values measured. To account for this 
bias from a single location, Tables 5 and 6, and Figures 9 and 10 use a mean value for the Busted 
Butte tests as a single “measurement” rather than including the results for each Busted Butte 
sample analysis. The set of individual Busted Butte results is used as a separate population to 
assess the impact variations in specimen saturation, temperature, sample size, and differences 
between individual laboratory measurements. 
In several other cases, three or four tests were run on specimens from the same depth in a 
borehole. These tests were treated as individual tests and were not grouped or averaged. This 
was done because the number of closely spaced specimens was generally small enough that the 
overall mean would not be affected and because the variability between these specimens was 
usually as high as that exhibited for the entire sample population. The closely spaced specimens 
were, therefore, included as individual tests to better illustrate the range of variation that can be 
expected from testing within these cooling zones. 
June 2003 9 TDR-MGR-GE-000004 REV 00
The distributions illustrated in Figure 9 for the lithophysal Tptpul zone show a very broad range 
of values. The most likely explanation for this distribution is that it is the result of test specimens 
either containing internal lithophysae or not. The distribution is probably further broadened by 
the size and number of lithophysae included in the lithophysal specimens. Another possible 
explanation is variation in test specimen preparation and environmental testing conditions. In 
contrast, the distribution for the nonlithophysal Tptpmn zone (Figure 10) shows a more 
concentrated distribution about a mean Young’s modulus (approximately 33.31 GPa) that is 
considerably higher than the overlying zones. 
The distribution of test results from the crystal-poor lower lithophysal zone (Tptpll) is illustrated 
in Figure 11. Like the Tptpul, this lithophysal unit also displays a very broad distribution except 
that there is a larger data set for this zone. Again, the broad range probably results from 
lithophysae occurring in varying proportions within the test specimens. The higher the 
abundance of lithophysae, the lower the strength (and the Young’s modulus) of the sample. The 
higher end of the Young’s modulus distribution is therefore probably more representative of the 
intact matrix (i.e., without lithophysae) strength of this zone. 
The results for the crystal-poor lower nonlithophysal zone (Tptpln) are illustrated on Figure 12. 
These results are similar to the nonlithophysal Tptpmn with a general normal distribution about a 
pronounced mean and median value of 33.88 GPa. The distribution shows a pronounced tail at 
the lower strengths that most likely represents samples with lithophysae, fractures, or other 
material properties that reduce specimen strength. 
The distribution of test results for the upper-most interval of the lower-most zone of the Topopah 
Spring Tuff, the crystal-poor vitric zone (Tptpv3), is illustrated in Figure 13. The uppermost 
interval (Tptpv3) has a mean Young’s modulus of 36.1 GPa, similar to that of the overlying 
crystal-poor lower nonlithophysal zone (Tptpln). The middle crystal-poor vitric zone (Tptpv2) 
has much lower mean Young’s modulus (approximately 16.5 GPa), however the sample was 
taken from one borehole and interval. The lower strength from this limited sample is probably 
the result of the vitric nature of the rock and the higher porosity and presence of fracturing that 
are characteristic of the interior of the vitric zones. No samples were analyzed from the lowermost 
interval (Tptpv1). 
3.1.4 Older Tuffs 
Tables 5 and 6 also present static test results for the older tuffs that underlie the Topopah Spring 
Tuff. While these units are of limited engineering interest, these data are presented for 
completeness and some of the results are useful in evaluating the effects of test environmental 
conditions (e.g., temperature, saturation). These results are also useful in applying [?]the 
qualification criteria for the unqualified data. In general, these units have higher porosity and, as 
a result, lower Young’s modulus values. Figure 14 illustrates the distribution of Young’s 
modulus and Poisson’s ratio for the Calico Hills Formation (Tac). 
June 2003 10 TDR-MGR-GE-000004 REV 00
3.1.5 Effect of Temperature, Saturation, and Confining Pressure 
While most samples were tested at full saturation, room temperature, and unconfined 
compression, a number of samples were tested under other environmental conditions, in part, to 
determine the effects of saturation, temperature, and confining pressure on the elastic properties 
of the tuffs. In general, increased saturation and temperature are thought to decrease the strength 
of a sample (e.g., Price 1983a, pp. 10 to 11; Olsson 1982, p. 9), and thus the Young’s modulus 
will be lower also. Test results from a relatively low porosity unit (Tptpmn, non-Busted Butte) 
under conditions of full saturation, room temperature and increasing confining pressure are 
illustrated in Table 9. Young’s modulus was found to increase slightly when confining pressure 
was increased from atmospheric to 5 MPa, but then decreased below the value determined under 
atmospheric confining pressure when the confining pressure was increased to 10 MPa. The 
variation in Young’s modulus results due to increasing confining pressures may have been 
influenced by variations in porosity and by the limited sample count. 
A comparison of tests at full saturation, room temperature, atmospheric confining pressure to 
tests at full saturation, 150oC, and atmospheric confining pressure show limited impact on 
elasticity from increased temperature (Table 10). Little impact on Young’s modulus is also 
observed as confining pressure is increased at high temperatures. Data from Senseny and 
Mellegard (1987) from Busted Butte samples were used to corroborate the results and are 
included in Table 10. The effect of saturation, temperature, and confining pressure may be 
obscured by the low sample numbers, the variation in porosity of the lithostratigraphic unit being 
tested, the presence of fractures, and the presence or absence of lithophysae. 
The following general conclusions can be drawn from the available data for Yucca Mountain 
tuffs: 
• The lithology of the lithostratigraphic unit is more important than the effect of increasing 
temperature and saturation on the strength of the sample. 
• Poisson’s ratio and Young’s modulus are affected only slightly by changes in saturation. 
• The effect of both higher temperature and saturation with increasing confining pressure 
causes slightly lower Young’s modulus. 
3.1.6 Effect of Test Specimen Size 
The effect of test specimen size on elastic properties was evaluated in Price (1986, p. 7). 
Although most tests performed on Yucca Mountain samples were run using 25.4 and 50.8-mm 
diameter samples, a few tests were run using larger diameter samples. The specimens 
represented in Tables 5 and 6 are all in the 25-64-mm diameter range with most samples being 
approximately 25.4 (one inch) or 50.8 mm (2 inches) in diameter. In nearly all of the testing that 
was conducted, sample length was twice the sample diameter. In the analysis reported in Price 
(1986), test specimens were obtained from outcrop samples of the Topopah Spring Member at 
Busted Butte. The samples ranged in diameter from 25.4 to 228.6 mm, were water saturated, 
analyzed at room temperature, and deformed in compression at atmospheric confining pressure, 
at a nominal strain rate of 10–5 s–1. 
June 2003 11 TDR-MGR-GE-000004 REV 00
Results show Young’s modulus and Poisson’s ratio to be essentially independent of sample size 
at the scale of core samples (Table 11). While it is logical to assume that larger sample sizes may 
encounter a representative wider fracture spacing or frequency, the variations in lithology, 
porosity, and fracturing can generally explain the range and variation in elastic values observed. 
3.1.7 Effect of Test Drainage Conditions 
For confined triaxial tests, principal variables are confining pressure and whether the specimen 
was allowed to drain pore fluid during the test. Confining pressures are reported in DTN 
MO0304DQRIRPPR.002 as they are reported in the source. These are usually round numbers 
(e.g., 5, 10 MPa) that reflect the standard confining pressure values selected by the investigators 
for triaxial testing. Martin et al. (1995, p. 23) indicate that the test equipment was capable of 
maintaining the confining pressure within +0.1 MPa of the selected nominal value for the 
duration of a test after the pressure initially stabilized. 
While strength appears lower at higher confining pressures for the saturated tests, the same 
relationship is not evident for variations in Young’s modulus. Under conditions of room 
temperature and increasing confining pressure, Young’s modulus was found to increase slightly 
when confining pressure is increased from atmospheric to five MPa, but then decreases below 
that of the atmospheric confining pressure when the static confining pressure is increased to 10 
MPa. This suggests that regardless of whether the samples under static triaxial compressive tests 
are drained or undrained, the impact of confining pressure changes on Young’s modulus may be 
minimal. 
3.1.8 Other Effects 
The effect of radiation on the mechanical properties of the Topopah Spring Tuff was studied in 
Blair et al. (1996). Samples of the Tptpmn unit from Fran Ridge were irradiated and compared 
with matched non-irradiated samples in uniaxial compressive strength tests. Blair et al. (1996, 
p. 10, Table 4) states that radiation had no significant effect on the elastic properties. Most of the 
samples behaved in a linear elastic manner up to the point of brittle failure, and that the Young’s 
modulus for matched cores of irradiated and non-irradiated samples are very similar. 
Summarized in Olsson and Jones (1980, p. 6-10) are mechanical properties from specimens 
obtained from drillhole UE 25 #1 and from the Grouse Canyon welded tuff from G-tunnel. To 
determine the effect of strain rate on strength, a 100 percent saturated and an oven-dried 
specimen of Grouse Canyon welded tuff from G-tunnel were tested. The sample from G-tunnel 
is an irregular block on the order of 1-m on a side. Specimen diameters are 25 mm for the Grouse 
Canyon tuff and 48 and 64 mm for the Yucca Mountain tuff, all with length to diameter ratios of 
2 to 1 or greater. The strength for both dry and wet welded tuff was found to decrease by 5 
percent per decade of strain rate increase. The effect of confining pressure and strain rate on 
Young’s modulus was minimal. 
An interesting result presented by Olsson and Jones (1980, p. 6-10) is the apparent anisotropy of 
elastic moduli. They noted a significant difference in axial and transverse strain at a given 
pressure between the two directions. The variation increases as the degree of welding increases. 
While welded tuff is stiffest perpendicular to bedding, non-welded tuff is stiffest parallel to 
June 2003 12 TDR-MGR-GE-000004 REV 00
bedding. This difference is the result of the variation in porosity and crystallization during 
cooling. Thus the orientation of the sample collected may have an effect on the measured 
Young’s modulus values. 
The following general conclusions can be drawn from the available data on other effects for 
Yucca Mountain tuffs: 
• Radiation had no significant effect on the elastic properties 
• The effect of confining pressure and increasing strain rate on Young’s modulus was 
minimal. 
• Sample orientation relative to bedding may affect elastic properties. 
3.2 DYNAMIC POISSON’S RATIO AND YOUNG’S MODULUS 
This section summarizes the qualified and unqualified dynamic Poisson’s ratio and Young’s 
modulus data contained in DTN MO0304DQRIRPPR.002 by lithostratigraphic unit using 
standard measures from descriptive statistics. The data are reviewed to evaluate trends and 
distributions, to identify anomalies that require explanation, and to review the effects of different 
test environments on elastic behavior. The discussion concentrates on those units for which a 
sufficient number of tests were run to allow this type of review. Six DTNs were identified to 
contain dynamic elastic property data. One of the six DTNs (SNSAND91089400.000) was 
originally Qualified, but could not be verified, and will be included with the two unqualified 
DTNs (SNSAND83164600.000 and SNL02040687003.001) to be qualified in Section 5. 
Shear and compressional wave velocities, Poisson’s ratio, and Young’s modulus were measured 
at four lithostatic stress levels in 49 core samples from borehole UE-25 UZ#16 (PBT 1993, pp. 
30-45). The data were extracted from the DTN GS940408312232.010. Young’s modulus results 
from tests performed at 100 psi (0.68 MPa) were compared with the results from other tests. 
Pulse velocity and ultrasonic elastic constants were also obtained from samples from drill hole 
UE25-NRG-1 for the Tpcpul and Tpcpmn units (McKeown, M. 1992, pp 128-130). In addition, 
dynamic elastic moduli were obtained for the Tptpmn layer from Busted Butte (Martin et al. 
1992, pp. 8-14) and USW GU-3 borehole samples (Price et al. 1984, Table 10). These dynamic 
elastic property values are summarized in Tables 12 and 13. Most measurements were conducted 
on samples 1-inch in diameter and various lengths with the samples air dried (dry) at room 
temperature conditions. Bulk density values were estimated from sample weights and nominal 
volumes. The compressional and shear wave velocities of the samples were obtained by 
measuring the one-way travel time of a compressional or shear wave along the rock core axis, 
subtracting the travel time through the endcaps, and then dividing by the sample length. 
Dynamic elastic properties of the samples were computed from the measured wave velocities 
and estimated bulk densities, with the assumption that the sample is isotropic, using the 
following equations (Martin et al. 1995, pp. 16-17): 
E = [ñVs
2(3 Vp
2-4 Vs
2)]/( Vp
2- Vs
2) 
µ = (Vp
2-2 Vs
2)/[2(Vp
2- Vs
2)] 
June 2003 13 TDR-MGR-GE-000004 REV 00
E = Young’s modulus of elasticity (gm/cm2) Where: 
µ = Poisson’s ratio 
ñ = bulk density (gm/cm3) = (4W)/ðd2L 
W = mass of test specimen 
d = diameter of sample, cm 
L = sample length, cm 
Vp (compressional) = Lp/(Tp-Cp) 
Vs (shear) = Ls/(Ts-Cs) 
p = compression wave 
s = shear wave 
C = transducer post travel times, at appropriate effective stress, sec 
V = pulse propagation velocity (cm/sec) 
L = sample length, cm 
T = total pulse travel time, sec 
3.2.1 Tiva Canyon Tuff 
Dynamic Poisson’s ratio and Young’s modulus measurement results for the Tiva Canyon Tuff 
(Tpc) at air dry and room temperature (T22) conditions are summarized in Tables 12 and 13. 
These tables show that there is significant variation between the lithostratigraphic units within 
the formation. The crystal-poor upper lithophysal (Tpcpul) and middle nonlithophysal (Tpcpmn) 
zones have higher Poisson’s ratios (means of 0.322 and 0.292, respectively) and lower Young’s 
moduli (means of 22.24 and 31.31 GPa, respectively) than the lower lithophysal and nonlithophysal 
zones. For the Tpcpll zone, the mean Poisson’s ratio is 0.05 and the mean Young’s 
modulus is 43.1 GPa. For the Tpcpln zone, the mean Poisson’s ratio is 0.135 and the mean 
Young’s modulus is 42.0 GPa. Part of the variation may be the result of the small sample sizes 
for the Tpcpll and Tpcpln intervals. 
3.2.2 Bedded Tuffs, Yucca Mountain Tuff, and Pah Canyon Tuff 
Dynamic Poisson’s ratio and Young’s modulus measurement results for the units below the Tiva 
Canyon Tuff (Tpc) and above the Topopah Spring Tuff (Tpt) are presented in Tables 12 and 13. 
These units consist of a series of bedded air-fall tuffs (Tpbt4, Tpbt3, and Tpbt2) and two thin 
ash-flow (ignimbrite) units, the Yucca Mountain Tuff (Tpy) and the Pah Canyon Tuff (Tpp). A 
limited number of tests were run at dry conditions and room temperature. The Pah Canyon Tuff 
14 TDR-MGR-GE-000004 REV 00 June 2003
(Tpp) was not tested. The results exhibit very low mean Young’s modulus, ranging from 2.95 to 
6.36 GPa. The mean Poisson’s ratio for bedded air-fall tuffs ranged from 0.15 to 0.30. 
3.2.3 Topopah Spring Tuff 
Dynamic Poisson’s ratio and Young’s modulus test results for the Topopah Spring Tuff (Tpt) are 
summarized in Tables 12 and 13. The Topopah Spring Tuff is zoned in a fashion similar to the 
Tiva Canyon Tuff. The upper crystal-rich nonlithophysal zone (Tptrn) has a relatively low 
Young’s modulus (mean of 23.56 GPa) and a mean Poisson’s ratio of 0.17. As with the Tiva 
Canyon Tuff, the lower Young’s modulus is probably the result of variations in the degree of 
crystallization, fracturing, and porosity development. The test results under dry conditions from 
boreholes and Busted Butte samples for the upper lithophysal (Tptpul) and middle nonlithophysal 
(Tptpmn) have higher Young’s moduli (means of 30.03 and 43.36 GPa, 
respectively). Mean Poisson’s ratios under dry conditions for the Tptpul and Tptpmn units are 
0.112 and 0.195, respectively. Under saturated conditions, Young’s modulus test results for the 
Tptpmn unit were slightly lower (mean of 39.94 GPa). The mean Young’s modulus test results at 
dry conditions and room temperature of borehole specimens for the underlying Tptpll and Tptpln 
units are 33.38 and 40.90 GPa, respectively. The range of values probably results from 
lithophysae occurring in varying proportions within the test specimens. 
3.2.4 Older Tuffs 
Tables 12 and 13 also present dynamic test results for the older tuffs that underlie the Topopah 
Spring Tuff. These include the tuffaceous units of the Calico Hills (Tac) and the Prow Pass 
member of the Crater Flat Tuff (Tcp). In general, these units have higher porosity and, as a 
result, lower Young’s modulus values (means of 14.35 and 17.66 GPa, respectively, under dry 
conditions). Mean Poisson’s ratios for these two intervals are 0.13 and 0.183, respectively. The 
negative minimum value for the Tcp member appears anomalous and may be explained by 
variation in porosity causing higher shear wave velocity resulting in a negative Poisson’s ratio. 
3.2.5 Effect of Confining Pressure 
The effect of increasing confining pressure on elastic constants was evaluated by PBT (1993, pp. 
30-45). Testing was performed on 49 core samples from selected lithostratigraphic units of the 
Tiva Canyon Tuff, Pah Canyon Tuff, Topopah Spring Tuff, Calico Hills Formation, and the 
Prow Pass Member of the Crater Flat Group. Many intervals only had one or two specimens 
tested. Compressional and shear wave measurements were made on each air-dried sample at 100 
psig, 300 psig, 600 psig, and 1000 psig (0.68 to 6.89 MPa), and back to 100 psig confining 
pressure while holding pore pressure at 0 psig (PBT 1993, p. 3). On the water saturated samples, 
confining pressures and pore pressure values were both increased by 200 psig (1.38 MPa). Note 
that the effective stress is the difference between confining pressure and pore fluid pressure. 
Plots of velocity squared versus effective stress to the 1/3 power were made for each sample to 
characterize the relationships between effective stress and wave velocity. 
The results of the shear wave testing illustrate the effect of confining pressure on computed 
elastic properties. The tests produced similar kinds of results independent of lithostratigraphic 
unit or lithology. Test results on air dry samples showed that Poisson’s ratio generally increased 
June 2003 15 TDR-MGR-GE-000004 REV 00
slightly (5 percent to 10 percent) as confining pressure was increased from 100 psig to 1000 psig 
(0.68 to 6.89 MPa). However, test results on water saturated samples showed that Poisson’s ratio 
decreased by over 5 percent as confining pressure was increased. Young’s modulus values from 
tests on air dry and water wet samples increased from 2 percent to over 20 percent as confining 
pressure increased from 100 psig to 1000 psig (0.68 to 6.89 MPa). 
3.2.6 Comparison of Seismic Wave Testing and Uniaxial Compression Tests 
The results of seismic wave testing on samples from UE-25 UZ#16 were compared to those 
obtained by uniaxial compression tests in the same lithostratigraphic units from other boreholes. 
No uniaxial compression tests were performed on samples from the UE-25 UZ#16 borehole. 
Poisson’s ratio of the lithophysal and nonlithophysal zones obtained from compression tests were 
generally 50 percent to 100 percent greater than those obtained by shear wave testing. Poisson’s 
ratio values of the bedded tuff intervals from compression tests were generally similar to slightly 
lower than those from the shear wave tests. Young’s modulus of the lithophysal and 
nonlithophysal zones obtained from compression tests were approximately 20 percent lower than 
those obtained by shear wave testing (values converted to GPa). Young’s modulus values of the 
bedded tuffs from compression tests were also considerably lower than those obtained by shear 
wave testing. Due to the variation in Poisson’s ratio and Young’s modulus values, the results 
from these two different testing methods were not combined and will be reported separately. 
Similar results on Busted Butte samples were observed by Martin et al. (1993, pp. 9-12). 
Experiments were conducted on water-saturated specimens 50.8 mm in diameter and 101.6 mm 
in length from the Tptpmn lithostratigraphic unit. Prior to the mechanical tests, compressional 
and two orthogonally polarized shear wave velocities were measured parallel to the core axis for 
both dry and saturated conditions. These data were used to compute dynamic elastic moduli and 
compared to the static moduli collected in the low strain rate deformation tests. For the dry 
samples dynamic Poisson’s ratio values ranged from 0.20 to 0.21 and Young’s modulus ranged 
from 40.83 to 44.25 GPa. For saturated samples, dynamic Poisson’s ratio ranged from 0.23 to 
0.28 and Young’s modulus ranged from 38.52 to 45.34 GPa. This compares to a range in 
Poisson’s ratio of 0.01 to 0.16 and a range in Young’s modulus of 26.1 to 38.8 GPa for saturated 
specimens under static uniaxial compression tests. Although the dynamic elastic moduli values 
differ substantially from the static elastic moduli, the relative magnitude of the values is 
generally consistent within each method. 
3.2.7 Downhole Seismic Survey Measurements 
The means and standard deviations of Poisson’s ratio values from downhole seismic surveys in 
boreholes in the vicinity of Yucca Mountain are presented in Table 14. The data were extracted 
from the qualified DTN MO0204SEPBSWHB.001. The data are not used for corroboration, but 
included for completeness of the parameter evaluated. Qualified geologic data from eight “deep” 
boreholes and eight “shallow” boreholes were used to determine rock types, bedding 
characteristics, and lithostratigraphic information. Deep boreholes extend a minimum of 100 feet 
into bedrock that has a shear wave velocity of at least 5,000 ft/s; shallow boreholes extend a 
minimum of 50 feet into the densely welded Tiva Canyon Tuff. The various geophysical survey 
data were used to construct profiles of shear and compressional wave velocity to develop ground 
motion parameters and perform geotechnical evaluations in the area. 
June 2003 16 TDR-MGR-GE-000004 REV 00
The range of variation of shear and compressional wave velocity versus spatial location may be a 
function of horizontal location as well as depth below ground surface due to the dip of the strata 
and the presence of faults with vertical offset of strata. Thus the calculated elastic properties 
from the seismic surveys may not be accurately correlated to the specific lithostratigraphic zones 
identified in cored boreholes or surface samples. Since these values are a different type of data 
than the static and dynamic Poisson’s ratio values, the mean Poisson’s ratio results are reported 
separately in Table 14. 
4. DATA QUALIFICATION APPROACH 
The Data Qualification Team used the qualification method of corroboration to qualify the data. 
The corroborating data method was used in comparing different data sets to evaluate the 
consistency of independently acquired data. The qualification method was applied in the 
following manner: 
An initial evaluation of the data quality and correctness was performed. The team evaluated the 
data by comparing the methods used to plan, collect, and analyze the data against generally 
accepted scientific and engineering practices. The employed practices or procedures must 
demonstrate industry acceptable scientific, engineering, or administrative practices or processes 
with appropriate compliance documentation. When the evaluation determined that the data were 
adequate, corroboration was used to qualify the data. 
The Corroborating Data approach may be used when subject matter data comparisons can be 
shown to substantiate or confirm parameter values. As stated in AP-SIII.2Q, Attachment 2, the 
corroborating data qualification process may include comparisons of unqualified to unqualified 
data, as well as unqualified to qualified data. 
The following are conditions for the use of corroborating data: 
a. Sufficient quantity of corroborating data are available for comparison with the 
unqualified data set(s). 
b. Inferences drawn to corroborate the unqualified data can be clearly identified, justified, 
and documented. 
4.1 EVALUATION CRITERIA 
The following five criteria identified in the Technical Work Plan for evaluating the qualification 
status of the Intact Rock Properties data are listed below. These criteria were selected to 
incorporate the considerations in AP-SIII.2Q, Attachment 2; the applicable qualification process 
attributes listed in Attachment 3; and data-specific considerations identified in Section 3 of this 
report. 
1. Are the data collection methods reasonable in view of standard measurement and 
instrumentation practice at the time the data were collected? 
June 2003 17 TDR-MGR-GE-000004 REV 00
2. Are the qualifications of the personnel or organizations generating the data 
comparable to qualification requirements of personnel generating similar data under 
the approved 10 CFR 63, Subpart G quality assurance program? 
3. Are these data, or similarly collected data, generally accepted by the technical 
community for use in non-YMP applications? 
4. Does analysis of comparable qualified and unqualified data sets indicate a reasonable 
level of accuracy for the testing? 
5. Is the documentation associated with the data sufficient to allow an assessment of the 
methods used and the result obtained? 
4.2 RECOMMENDATION CRITERIA 
A recommendation for qualification is based on the satisfactory resolution of one or more of the 
evaluation criteria. Although these criteria have been considered in determining whether the 
status of the data should be changed to qualified, the final conclusions of the Data Qualification 
Team are based on the preponderance of evidence, and not all of the qualification criteria were 
necessarily applied. 
5. DATA QUALIFICATION EVALUATION RESULTS 
The unqualified data that were used in compiling DTN MO0304DQRIRPPR.002 were collected 
by national laboratories, USGS, or a group of commercial laboratories that were contracted by 
the national laboratories. Most of these data sets were unqualified because the work was 
completed before the acceptance of the OCRWM QA program in 1989. Three of the DTNs had 
their status changed from qualified to unqualified and are included in this evaluation. The 
documentation and methods used by each of the laboratories will be reviewed first and then a 
comparison of the data sets will be made. 
5.1 SANDIA NATIONAL LABORATORIES 
Most of the unqualified data considered in this report were either generated by Sandia National 
Laboratories (SNL) or a subcontractor to SNL. This section considers the testing carried out in 
SNL facilities. Table 15 lists the unqualified SNL DTNs that were reviewed to compile 
DTN MO0304DQRIRPPR.002. All of these sources are unqualified because the work was 
completed prior to 1989. Table 15 also identifies the significant records or records packages that 
document the collection of the data. The record listing is not meant to be complete, but shows 
those records that are judged to be significant in evaluating the quality of the data. All of the 
SNL data are quite well documented. Each DTN has an accompanying report that provides an 
overview of the testing process. In addition, each DTN has an accompanying records package(s) 
that documents the testing process. Some record sets are relatively complete, with records 
showing the raw test data, calibrations, plots of the raw data, and final testing results. Other 
record sets are less complete and may consist of data summary forms prepared sometime after 
testing was completed. 
June 2003 18 TDR-MGR-GE-000004 REV 00
Static testing at SNL was performed on load frames having maximum load capacities of 1.0 MN, 
1.8 MN, or 5.0 MN depending on the nature of the test. A constant loading rate of the piston was 
achieved by a servo-control of the hydraulic loading ram while monitoring a linear variable 
displacement transformer (LVDT) at the base of the loading column. Axial strains were 
calculated by averaging the measured displacements on two diametrically opposed LVDTs 
mounted directly on the sample. Lateral (transverse) displacements were measured across one 
sample diameter by a disk gauge. The reports and records indicate that the test system load cells 
were calibrated once a year against a standard transducer that is traceable to the National Bureau 
of Standards. The axial displacement LVDTs and disk gauges were calibrated with a standard 
micrometer (also traceable to the National Bureau of Standards) prior to each test series. The 
results of these calibrations appear in the reports and in the records packages. 
In addition to the calibration of components, the entire testing system was calibrated by testing 
an aluminum cylinder of known mechanical properties. These system calibration tests were 
usually completed both before and after a test series. The results of these tests are also 
documented in the reports and records packages. 
Price (1983b) compared the SNL mechanical testing procedures in use at the time with the 
relevant testing standards then in place. He concluded that there were no applicable exceptions in 
the SNL procedures to the standards and that the SNL procedures met or exceeded the 
requirements of the ASTM standard procedures. Equipment, staff, training, and procedures did 
not significantly change between the pre-1989 testing (unqualified) and the post-1989 testing 
(qualified from origin). SNL currently has an OCRWM-approved QA program. 
SNL performed dynamic tests on specimens from drillhole USW GU-3. Samples were nominally 
25.4 mm in diameter, 50.8 mm in length, and 100 percent water saturated. Dynamic tests results 
were compared to static tests at atmospheric confining pressure, room temperature, and nominal 
strain rate of 10-5 s-1. These samples were tested for P- and S-wave velocities in three orthogonal 
directions using a benchtop apparatus similar to that used by NER. From these velocities, 
Young’s modulus and Poisson’s ratio were calculated. 
SNL is a highly regarded government laboratory and the quality of their work is widely accepted 
in the scientific community. The SNL employees who performed the dynamic tests are the same 
highly trained and experienced individuals that perform similar analyses under OCRWM QA 
standards and procedures. Equipment, staff, training, and procedures did not significantly change 
between the pre-1989 testing (unqualified) and the post-1989 testing (qualified from origin). 
5.2 RE/SPEC INC. 
RE/SPEC Inc. was used as a subcontract laboratory by SNL on two occasions 
(SNL02033084002.001 and SNL02072983003.001) during the 1980s for compressive strength 
testing. RE/SPEC is a commercial laboratory located in Rapid City, South Dakota, that 
specializes in rock mechanics testing and other geotechnical services. The major supporting 
records for these data sets are identified in Table 15. The results are well documented with a 
contractor’s report, raw data files, and/or data plots available for all the tests. 
June 2003 19 TDR-MGR-GE-000004 REV 00
A full set of the standard procedures used by the RE/SPEC laboratory for static tests is available 
in the RPC. In addition, the contractor reports give a description of the special requirements that 
were applied to the tests due to SNL requirements. The equipment used was a load frame that 
could apply an axial load of 4.5 MN. The system was equipped with a pressure vessel that 
allowed triaxial testing to 140 MPa. Axial load was measured by a load cell inside the pressure 
vessel and confining pressure and pore pressure were measured by transducers. Temperature was 
measured by a thermocouple inside the pressure vessel adjacent to the specimen. Specimen 
deformation was measured by a set of transducers. The load, pressure, temperature, and 
deformation transducers were calibrated at ambient pressure and temperature using the standard 
RE/SPEC laboratory procedures and standards traceable to the National Bureau of Standards. 
The contractor reports provide information on the calibration results. 
In addition to calibration of test apparatus components, the operation of the entire system was 
tested using aluminum cylinders of known properties, according to SNL procedures. The results 
of the test runs are also documented in the contractor reports. For elevated temperature tests, the 
system was also tested using a steel blank at both room and elevated temperatures. The tests 
indicated that Young’s modulus and Poisson’s ratio could be determined within about 3 percent 
of the known value for the test specimens. 
RE/SPEC, Inc. is an established commercial laboratory, and the quality of its work is widely 
accepted in the scientific community for use in non-YMP applications. RE/SPEC has highly 
trained and experienced technicians capable of performing the mechanical tests to proper 
procedures. Although the work was not performed under an OCRWM-approved QA program, 
the qualification team has judged that this laboratory could have had its QA programs accepted 
without major difficulty. 
5.3 NEW ENGLAND RESEARCH, INC. 
New England Research, Inc. (NER) conducted static and dynamic testing for two unqualified 
DTNs (SNSAND91089400.000 and SNL02040687003.001). NER operated as an SNL 
subcontractor for this work. NER is a commercial laboratory in White River Junction, Vermont, 
that performs laboratory rock properties measurements. Their primary business is using 
laboratory core measurements and modeling techniques for oil, gas, and geothermal reservoir 
evaluations. The major supporting records for these data sets are identified in Table 15. The 
results are well documented with an SNL report, raw data files, and a procedure for static 
unconfined uniaxial compression experiments. 
The procedure for static tests was approved by SNL and was tailored for the specific test 
documented in the DTN SNL02040687003.001. The apparatus for static testing consisted of a 
loading frame, a servo-controller, and a data acquisition system. The capacity of the press was 
6.7 MN. Specimens were tested in a pressure vessel with a pressure capacity rating of 50 MPa. 
Data were generated by a load cell measuring the force on the test column, LVDTs measuring 
axial and radial displacements of the specimen, and a thermocouple. The calibration and testing 
process was similar to that used by SNL. The system was calibrated using an aluminum test 
specimen of known properties that was tested before and after each tuff test. The results of these 
calibrations are included in the documentation and indicate that the apparatus was yielding 
June 2003 20 TDR-MGR-GE-000004 REV 00
consistent results for the Young’s modulus and Poisson’s ratio of the aluminum standard that 
agreed with published values. 
NER performed dynamic testing of Young’s modulus and Poisson’s ratio for comparison with 
the static test results. The compressional and shear wave velocities were measured in a benchtop 
apparatus that applied an axial stress of approximately 0.4 MPa to the specimen. The wave 
velocities of the samples were obtained by measuring one-way travel time along the rock core 
axis and then dividing by the sample length. The source transducers are in a piston used to load 
the sample and the receiver transducers are located in the base of the apparatus. The source 
crystal is excited by a fast rise time electrical pulse generated with a pulsar/receiver. The crystal 
produces a broadband (300 to 800 kHz) ultrasonic pulse that propagates through the adjacent 
titanium end piece, through the rock sample along the core axis, through the titanium end piece 
at the opposite end of the core, and into the crystal receiver. The electrical signal produced by the 
receiver crystal is amplified and filtered by the receiving section of the pulsar/receiver, then fed 
into a digital oscilloscope. The oscilloscope digitizes the ultrasonic waveform and displays the 
digitized signal. The travel times are determined by picking the point at which the threshold 
voltage is exceeded relative to the baseline voltage. The resolution of the pick is +/- 0.01 
millisecond. The dynamic Young’s modulus and Poisson’s ratio were computed from the travel 
time data. 
Calibration checks were performed by on a specimen of 6061-T6511 aluminum, machined to the 
same dimensions as the tuff samples (50.8 mm in diameter and 101.6 mm in length). For 
aluminum, the dynamic and static moduli should agree since there is no porosity. The dynamic 
Young’s modulus was 71.02 GPa and Poisson’s ratio was 0.34 for the aluminum standard. This 
compares closely to the mean values from seven static calibration tests of Young’s modulus 
(70.56 GPa, standard deviation of 0.504) and mean Poisson’s ratio of 0.34 (standard deviation of 
0.005) for the same aluminum standard. 
The NER QA program was subsequently accepted by SNL and the YMP (e.g., Hawkinson 1993, 
Hawkinson and Richards 1994, SNL 1999a, and SNL 1999b) and NER produced qualified data 
similar to the unqualified data using basically the same staff, procedures, and equipment. 
5.4 TERRA TEK, INC. 
Terra Tek, Inc. is a geotechnical engineering company located in Salt Lake City, Utah, that 
provides commercial rock mechanics testing and core analysis to the oil and gas industry and 
other clients. The company served as a subcontractor to SNL and provided testing that was the 
source for several unqualified DTNs (SNL02072983001.001, SNSAND82105500.000, 
SNSAND84110100.000, and SNSAND85070300.000). The major supporting records for these 
data sets are identified in Table 15. The results are well documented with SNL or contractor 
reports, raw data files, and procedures available for each DTN. 
Static testing was carried out on load frames with a servo-controlled loading piston operating at a 
constant displacement rate. As with the other laboratories, loading was measured with an LVDT 
mounted at the top or bottom of the loading column. Axial strains and lateral displacements were 
measured with other LVDTs. The test system load cell was calibrated annually against a standard 
transducer. The axial displacement LVDTs and transverse displacement gauges were calibrated 
June 2003 21 TDR-MGR-GE-000004 REV 00
with a standard micrometer head prior to a test series (Van Buskirk et al. 1984, p. 8). As with the 
other tests contracted by SNL, the entire system was calibrated using an aluminum sample of 
known properties before and after each test series. The results of these system calibrations are 
documented in the records listed in Table 15. The calibrations indicated that the known value 
was reproduced to within 1.3 to 1.8 percent for Young’s modulus and 3.0 to 4.5 percent for 
Poisson’s ratio (Van Buskirk et al. 1984, p. 5; Nimick et al. 1985, Figure 2). 
Terra Tek is an established commercial laboratory, and the quality of its work is widely accepted 
in the scientific community for use in non-YMP applications. Terra Tek has highly trained and 
experienced technicians capable of performing the mechanical tests to proper procedures. 
Although the work was not performed under an OCRWM-approved QA program, the 
qualification team has judged that this laboratory could have had its QA programs accepted 
without major difficulty. 
5.5 BUREAU OF RECLAMATION 
One data set, DTN GS921283114220.009, listed in Table 15 was generated by the U.S. Bureau 
of Reclamation (USBR) working in support of studies conducted by the USGS. These data were 
developed from triaxial testing completed on core from the UE-25 NRG-1 borehole. The data 
were originally identified as qualified and not verified in TDMS. However, the verification 
review conducted under AP-3.15Q found that there were difficulties in verifying the calculations 
of elastic properties for specimens from the triaxial tests. As a result, the status of this DTN was 
changed to unqualified. 
The records listed in Table 15 provide documentation of the testing process. The tests were 
conducted in accordance with ASTM D-2664-86. The records contain a summary sheet showing 
test results, sample preparation information, calibration results, and, for each test, a plot of the 
test, a summary sheet, a record of test settings, and raw data printouts. The test system was 
calibrated by using an aluminum cylinder in a process that was similar to the method used in the 
SNL testing. During the verification of those data, the calculation of Poisson’s ratio and Young’s 
modulus could not be recreated. The values reported did not fit within the range of similar 
analyses performed by USBR on the same borehole and depths under qualified 
DTN GS921283114220.008. The unqualified values from DTN GS921283114220.009 were 
therefore not included in Tables 5 and 6 or in the summary DTN MO0304DQRIRPPR.002, and 
will not be further evaluated for qualification in this report. 
5.6 COMPARISON OF DATA SETS 
To apply the corroborating data qualification method, this section makes comparisons between 
qualified and unqualified data and comparisons between data generated by different laboratories 
under similar measurement techniques for select lithostratigraphic intervals. The intervals 
selected for comparison are generally those in the middle and lower portions of the stratigraphic 
column that have been tested by several laboratories and have a sufficient number of tests for the 
comparison to be meaningful given the variation with lithostratigraphic units. In reviewing the 
comparisons, it should be noted that the samples being tested are not identical and may come 
from different boreholes and/or different stratigraphic levels within the same lithostratigraphic 
unit. 
June 2003 22 TDR-MGR-GE-000004 REV 00
5.6.1 Topopah Spring Tuff 
Several comparisons can be made between the various laboratories and between qualified and 
unqualified data using the static testing results for the Topopah Spring. The measurements on 
outcrop samples from Busted Butte for unit Tptpmn are a good case because all the samples 
came from the same location and many came from the same sample block. Specimen size varied 
from 25.4 mm to 228.6 mm in diameter. Most of these data are unqualified. While most of the 
tests were completed by SNL, testing was also done by NER, RE/SPEC, and Terra Tek. The 
saturated Poisson’s ratio results for unit Tptpmn from boreholes and Busted Butte samples for 
Terra Tek and SNL (Table 16) fall in the same range and corroborate each other. The same can 
be said for the unsaturated Busted Butte sample analyses from NER and SNL (Table 17). This is 
in contrast to the Poisson’s ratio mean and median from Busted Butte samples analyzed by 
RE/SPEC which are significantly lower than the results from the other labs for saturated and dry 
samples. The values from RE/SPEC are skewed due to a few very low values that may have 
encountered fractures or lithophysae that affected elastic property measurements. 
Comparisons of Young’s modulus values for saturated samples of Tptpmn from Busted Butte 
(Table 18) show that mean and median values from SNL are higher than those from RE/SPEC or 
Terra Tek. This is due to several large values (greater than 45 GPa) that skewed the results 
higher for SNL and a couple of low RE/SPEC values (less than 20 GPa). Young’s modulus 
values from boreholes for NER and SNL are similar. The Terra Tek samples are from one well 
over a limited number of intervals. Comparison of unsaturated results (Table 19) shows that 
mean and median values from NER and SNL from the ESF are similar. The high values from 
Busted Butte for NER are affected by the small sample size. An important observation is the 
close agreement between unsaturated RE/SPEC and SNL for Busted Butte samples. The fact that 
most of the Poisson’s ratio and Young’s modulus values from NER, RE/SPEC, and Terra Tek 
fall within the range of the qualified and unqualified values from SNL implies that it is not the 
analysis techniques or procedures at the various laboratories that were the cause of the 
differences in results. The differences are possibly due to lithologic variation of the individual 
samples analyzed or the environmental conditions used in the analysis. Each set of results 
basically corroborates the general picture of variation in elastic properties in this unit. 
The qualified and unqualified test results for the Tptpmn zone from borehole and Busted Butte 
sample locations for all laboratories can also be compared. Tables 20 and 21 of Poisson’s ratio 
values show an excellent agreement between the three data sets. Similar agreement of Young’s 
modulus values between qualified and unqualified values can be seen in Tables 22 and 23. The 
major difference is that Young’s modulus values from saturated and unsaturated Busted Butte 
samples tend to have a slightly higher mean than borehole and ESF values. 
Young’s modulus results for a lithophysal unit can also be compared to determine if the wide 
range of results noted above are driven by the results from a single laboratory or are supported 
by the results from several laboratories. Table 24 compares the results from qualified (NER) and 
unqualified (SNL and Terra Tek) sources for the Tptpll zone. Although there is a difference in 
the number of tests, each laboratory found a wide range of values for Young’s modulus, showing 
that the variation is not the result of differences between laboratories. Each set of results 
basically corroborates the general picture of variation in elastic properties in this unit. Similar 
results by laboratory can be seen for the Tptpln zone as well as the Tptpmn zone. 
June 2003 23 TDR-MGR-GE-000004 REV 00
Dynamic results for Young’s modulus and Poisson’s ratio from the Tptpmn can also be 
compared among the several laboratories performing dynamic tests. While most of the tests were 
completed by SNL on saturated specimens, testing was also done by NER and USBR. USBR 
results are qualified, while SNL and NER results are unqualified. In order to allow comparisons, 
only the initial values measured at 100 psi (0.68 MPa) from USBR from the Tiva Canyon to the 
base of the Topopah Springs were used in Tables 12 and 13. 
Dynamic Poisson’s ratio results in Table 25 from dry, room temperature conditions for USBR 
and NER specimens exhibit some differences. USBR has a much lower mean, and lower 
minimum and maximum values. There are several reasons why the results vary. USBR 
specimens were from various depths in the UE-25 UZ#16 wellbore and were measured at various 
confining pressures (only the 100 psi (0.68 MPa) values were used in the table). NER samples 
were taken from a sample block from Busted Butte. Specimen sizes also varied with most NER 
specimens twice the diameter of USBR specimens. The differences in specimen lithology and 
size could account for much of the variation. 
Dynamic Poisson’s ratio results from saturated samples from NER and SNL are very similar 
(Table 25). NER samples are from Busted Butte, while SNL samples are from the USW GU-3 
borehole. The diameter of the specimens from NER are twice those from SNL. While the 
number of samples from SNL is much larger than NER, the NER values generally fit within the 
range of SNL results. 
Dynamic Young’s modulus results from USBR and NER from dry specimens under room 
temperature conditions are similar (Table 26). The differences in means (40.70 versus 44.12 
GPa) could be accounted for by the small sample count, the difference in where the samples 
were collected, difference in sample size, and variation in lithology. There is also close 
agreement in mean Young’s modulus and the range of values between the saturated Butted Butte 
specimens from NER and the saturated borehole specimens from SNL. 
5.6.2 Calico Hills Formation 
A comparison of the results for the Calico Hills Formation from NER and SNL shows close 
agreement in Poisson’s ratio (means of 0.31 and 0.27, respectively) and Young’s modulus 
(means of 6.4 GPa and 6.5 GPa, respectively). The results from NER are from a qualified source 
and the results from SNL are from unqualified sources. Although there are small sample sizes, 
the results show very good agreement between the sources for this unit. 
5.6.3 Prow Pass and Bullfrog Tuffs 
Uniaxial compressive strength analyses were performed by SNL on the various lithostratigraphic 
tuff units that underlie the Calico Hills Formation. Due to the fact that there are small numbers of 
analyses performed and only unqualified values are available from only a few DTNs, no 
comparison of values was performed. However, these analyses were performed at the same time 
and manner as those from the undifferentiated Calico Hills and Tram Tuff units, which showed 
good agreement between laboratories. The variability in lithology is evident in each of the units. 
June 2003 24 TDR-MGR-GE-000004 REV 00
5.6.4 Tram Tuff 
The results from two different laboratories were compared for the upper vitric zone of the Tram 
Tuff (Tctuv). All of these data are unqualified. There is general agreement between the mean 
SNL results (Poisson’s ratio of 0.14) and mean Terra Tek results (Poisson’s ratio of 0.17). 
Corresponding values for Young’s modulus are 10.4 GPa for SNL and 13.9 GPa for Terra Tek. 
Whether this represents an actual difference between laboratories or is just result of relatively 
small sample size and lithologic variability is difficult to identify. However, a consistent bias is 
not evident when these results are compared to the Calico Hills Formation (Tac) where the SNL 
and NER results show good agreement. 
5.6.5 Unqualified Corroborating Data 
DTN LL990205304243.032 was originally identified as qualified but unverified in the TDMS. 
However, the verification review conducted under AP-3.15Q found that no records documenting 
the laboratory testing were available, and the status of the DTN was therefore changed to 
unqualified. The main documentation for this DTN is contained in an LLNL report (Blair et al. 
1996). 
Blair et al. (1996, p. 2-7) indicate that the testing was done to determine the effects of radiation 
on uniaxial compressive strength. The samples were of the Topopah Springs Tuff from an 
outcrop at Fran Ridge, Nevada Test site. The uniaxial testing was conducted in accordance with 
the applicable portions of ASTM procedures D-2664-86, D-2938-86, D-3148-86, and D-4543- 
85. Samples were cored from an outcrop sample and then cut and ground to achieve the desired 
diameter and length (25.4 by 76.2 mm). Core size and core end parallelism were then measured 
with digital calipers and other equipment. The test apparatus consisted of a 100-ton-capacity 
reaction frame with a 50-ton hydraulic ram, strain gauged load cells for axial displacement, and 
direct current displacement transducers. Test data were recorded on an Apple Macintosh 
computer using a LabView version 3.1 routine. Blair et al. (1996) contains no information on 
how this system was calibrated or tested. The values obtained are also significantly lower than 
those values obtained from Busted Butte or boreholes that could be caused by the testing 
technique or sample lithology. Therefore, due to the lack of laboratory testing records and the 
questionable comparison of values from Fran Ridge to those from Busted Butte and available 
borehole data, the values from DTN LL990205304243.032 were not incorporated in Tables 5 
and 6 or in the summary DTN MO0304DQRIRPPR.002, and will not be further evaluated for 
qualification in this report. 
6. DATA QUALIFICATION EVALUATION CONCLUSIONS 
The conclusions from the Data Qualification Team’s review of the unqualified Poisson’s ratio 
and Young’s modulus data included in DTN MO0304DQRIRPPR.002 are presented below in 
terms of the five evaluation criteria presented in Section 4.1. 
1. Are the data collection methods reasonable in view of standard measurement and 
instrumentation practice at the time the data were collected? 
June 2003 25 TDR-MGR-GE-000004 REV 00
The review in Section 5 and the records listed in Table 15 demonstrate that the testing 
methods used to generate the data are well documented, represent good practice, and were in 
general conformance with the applicable testing standards (e.g., ASTM) in place at the time. 
The use of a total system calibration test using an aluminum sample of known properties 
before and after most tests adds confidence that the mechanical systems, recording sensors, 
software, and data reduction processes were operating correctly for these tests. 
2. Are the qualifications of the personnel or organizations generating the data comparable to 
qualification requirements of personnel generating similar data under the approved 
10 CFR 60, Subpart G QA program? 
The organizations generating the data are judged to meet the qualification requirements for 
generating data under a 10 CFR 60, Subpart G QA program. SNL, NER, LLNL, and the 
USGS/USBR have accepted QA programs in place that use basically the same staff, training, 
procedures, and equipment that were used for the unqualified testing. Terra Tek and 
RE/SPEC are established commercial laboratories that specialized in this type of work. They 
each performed the analysis to SNL and ASTM established procedures. Although the work 
was not performed under a OCRWM-approved QA program, the qualification team has 
judged that these laboratories could have had their QA programs accepted without major 
difficulty. 
3. Are these data, or similarly collected data, generally accepted by the technical community 
for use in non- YMP applications? 
Uniaxial and triaxial compressive strength testing are industry standard tests that are used in 
civil, mining, and oil and gas projects. The testing procedures have a long and extensive 
history of development and use and are not considered experimental or unique. The 
calculation of Young’s modulus and Poisson’s ratio from the compressive strength testing 
and compressive and shear wave velocity measurements use widely established and followed 
regression techniques. The commercial laboratories being evaluated routinely conduct this 
type of testing for industry clients. The products of these laboratories are widely accepted by 
the engineering and technical community for other projects. 
4. Does analysis of comparable qualified and unqualified data sets indicate a reasonable level 
of accuracy for the testing? 
The comparisons discussed in Section 5.6 indicate that the qualified or unqualified data 
generated by different laboratories for the same lithostratigraphic unit and tested under 
similar conditions yield very similar range of results. Such comparisons must be tempered 
with the knowledge that the various laboratories were not testing the same specimens and the 
substantial variation within a particular lithostratigraphic unit will result in substantial scatter 
in every comparison. This factor means that the number of samples tested is important in 
evaluating these comparisons. Laboratories that conducted a smaller number of tests should 
not be expected to precisely reproduce the distributions seen from sources that completed a 
larger number of tests. With these restrictions in mind, the comparisons indicate that there are 
no substantial differences between data sets that were collected under a 10 CFR 63, 
Subpart G, program and those that were not. In addition, the comparisons between 
June 2003 26 TDR-MGR-GE-000004 REV 00
unqualified data collected independently by different laboratories are mutually corroborative 
in the sense that each source produced data that would fall within the range of results from 
the other sources. 
5. Is the documentation associated with the data sufficient to allow an assessment of the 
methods used and the results obtained? 
As discussed in Sections 5.1 to 5.6 and documented in Table 15, each of the unqualified 
sources has substantial documentation on the procedures used and the data obtained. Except 
for the LLNL data discussed in Section 5.6.5 and not considered in this qualification,, the 
sources have test system calibration information for the equipment used. In most cases, the 
documentation is comparable to the critical documents that would be expected for a qualified 
program. 
It is the general conclusion of the Data Qualification Team that the unqualified data used in the 
compilation of DTN MO0304DQRIRPPR.002 meet the evaluation criteria. This does not mean 
that all the data sets uniformly meet the evaluation criteria. However, the relatively complete 
reports and excellent corroboration by independent data sets were found by the team to provide 
sufficient basis for qualification. The team also noted some variation in the detail of supporting 
records available for some tests. However, the qualification team feels that the preponderance of 
evidence from the records, calibration testing, and comparisons between independent data sets 
supports the conclusion that these data are qualified for use. 
7. RECOMMENDATIONS 
The Data Qualification Team found that the static and dynamic Young’s modulus and Poisson’s 
ratio data compiled in DTN MO0304DQRIRPPR.002 and summarized by lithostratigraphic unit 
in Tables 5, 6, 12, 13, and 14, are qualified for use by the YMP based on the results of the 
evaluations in Sections 5 and 6. The qualified and unqualified data used to compile DTN 
MO0304DQRIRPPR.002 were found to be of comparable quality and to adequately represent the 
properties of the samples tested. The unqualified data were found to be corroborated by other 
data sets through a comparison of standard descriptive statistical measures (e.g., mean, standard 
deviation, range) as discussed in Section 6 and illustrated in Tables 16-26. Since the different 
testing methods (compressive testing, shear wave, and downhole seismic survey) base the 
calculation of the elastic properties on different rock characteristics (compressive strength versus 
seismic wave velocity), the results from these techniques were not combined and are reported 
separately. The results from the static compressive strength tests in Tables 5 and 6 and the 
dynamic seismic wave testing in Tables 12, 13, and 14 yield the most stratigraphically complete 
data set of Poisson’s ratio and Young’s modulus values intended for use in the License 
Application design and safety analysis. 
The major stratigraphic units at Yucca Mountain (e.g., Topopah Spring Tuff) are large ignimbrite 
flows that by their nature can be heterogeneous. Individual cooling units within the flow (e.g., 
Tptpmn and Tptpll) that have been differentiated based on lithologic properties are still subject to 
localized variations in porosity, the density of lithophysae, minor fracturing, alteration, and the 
amount and composition of lithic inclusions. These variations can have significant impact on test 
June 2003 27 TDR-MGR-GE-000004 REV 00
results. Therefore, how one defines intact or rock mass properties may affect how the results 
presented in Tables 5, 6, 12, 13, and 14 and in DTN MO0304DQRIRPPR.002, are viewed. 
These summaries and supporting information and discussions have been included in a RIB Data 
Item, which summarizes the qualified values for the intact rock properties evaluated in this 
report. Depending on their need, data users may use individual test results from DTN 
MO0304DQRIRPPR.002 or the summarized data in the RIB Data Item. In either case, users 
must consider the impact of stratigraphic and lithologic variability, the variability in 
environmental testing conditions, and the various methods used in collecting the elastic property 
data in applying these results to specific problems. 
8. REFERENCES 
8.1 DOCUMENTS CITED 
Blair, S.C.; Kelly, J.M.; Pine, O.; Pletcher, R.; and Berge, P.A. 1996. Effect of Radiation on the 
Mechanical Properties of Topopah Spring Tuff. UCRL-ID-122899. Livermore, California: 
Lawrence Livermore National Laboratory. ACC: MOL.19961021.0132. 
Boyd, P.J.; Price, R.H.; Noel, J.S.; and Martin, R.J. 1996. Bulk and Mechanical Properties of the 
Paintbrush Tuff Recovered from Boreholes UE25 NRG-4 and –5: Data Report. SAND94-2138. 
Albuquerque, New Mexico: Sandia National Laboratories. ACC: MOL.19970102.0004. 
Brady, B.H.G. and Brown, E.T. 1993. Rock Mechanics for Underground Mining. 2nd Edition. 
Boston, Massachusetts: George Allen & Unwin. TIC: 245254. 
BSC (Bechtel SAIC Company) 2002. Technical Work Plan for: Qualification of Intact Rock 
Properties Data on Poisson's Ratio and Young's Modulus. TWP-MGR-GE-000002 REV 00. Las 
Vegas, Nevada: Bechtel SAIC Company. ACC: MOL.20020923.0162. 
BSC (Bechtel SAIC Company) 2003. Technical Work Plan for: Qualification of Intact Rock 
Properties Data on Poisson's Ratio and Young's Modulus. TWP-MGR-GE-000002 REV 01. Las 
Vegas, Nevada: Bechtel SAIC Company. ACC: DOC.20030611.0001. 
Hawkinson, D. R. 1993. SNL Yucca Mountain Project Department 6302 Quality Assurance 
Evaluation, New England Research Inc. NER-E93-1. Albuquerque, NM: SNL. 
ACC: NNA.19931215.0074. 
Hawkinson, D.R. 1994. Quality Assurance Annual Evaluation Of New England Research, Inc 
QA Evaluation No. NER-E94-1 September, 1994. NER-E94-1. Albuquerque, NM: SNL. ACC: 
MOL.19950208.0064. 
Martin, R.J., III; Price, R.H.; Boyd, P.J.; and Haupt, R.W. 1992. Anisotropy of the Topopah 
Spring Member Tuff. SAND91-0894. Albuquerque, New Mexico: Sandia National Laboratories. 
ACC: NNA.19920522.0041. 
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Martin, R.J., III; Price, R.H.; Boyd, P.J.; and Noel, J.S. 1993. Unconfined Compression 
Experiments on Topopah Spring Member Tuff at 22º C and a Strain Rate of 10-9s-1: Data Report. 
SAND92-1810. Albuquerque, New Mexico: Sandia National Laboratories. ACC: 
NNA.19930728.0088. 
Martin, R.J.; Price, R.H.; Boyd, P.J.; and Noel, J.S. 1995. Bulk and Mechanical Properties of 
the Paintbrush Tuff Recovered from Borehole USW NRG-7/7A: Data Report. SAND94-1996. 
Albuquerque, New Mexico: Sandia National Laboratories. ACC: MOL.19950316.0087. 
McKeown, M. 1992. Soil and Rock Geotechnical Investigations Field and Laboratory Studies, 
North Ramp Surface Facility Exploratory Studies Facility, Yucca Mountain Project, Nevada. 
Technical Memorandum 3610-92-35. Denver, Colorado: U.S. Department of Interior, Bureau of 
Reclamation. ACC: NNA.19930607.0020. 
Nimick, F.B.; Price, R.H.; Van Buskirk, R.G.; and Goodell, J.R. 1985. Uniaxial and Triaxial 
Compression Test Series on Topopah Spring Tuff from USW G-4, Yucca Mountain, Nevada. 
SAND84-1101. Albuquerque, New Mexico: Sandia National Laboratories. 
ACC: MOL.19980602.0332. 
Nimick, F.B.; Van Buskirk, R.G.; and McFarland, A.F. 1987. Uniaxial and Triaxial 
Compression Test Series on the Topopah Spring Member from USW G-2, Yucca Mountain, 
Nevada. SAND85-0703. Albuquerque, New Mexico: Sandia National Laboratories. 
ACC: NNA.19891019.0289. 
Olsson, W.A. and Jones, A.K. 1980. Rock Mechanics Properties of Volcanic Tuffs from the 
Nevada Test Site. SAND80-1453. Albuquerque, New Mexico: Sandia National Laboratories. 
ACC: NNA.19870406.0497. 
Olsson, W.A. 1982. Effects of Elevated Temperature and Pore Pressure on the Mechanical 
Behavior of Bullfrog Tuff. SAND81-1664. Albuquerque, New Mexico: Sandia National 
Laboratories. ACC: NNA.19870406.0498. 
PBT, Inc. 1993. Elastic Wave Velocity Measurements in Plug Core Samples from Borehole UE- 
25 UZ #16, Yucca Mountain, Nye County, Nevada. Golden, Colorado: PBT. Inc. ACC: 
NNA.19931019.0042. 
Price, R.H. 1983a. Analysis of the Rock Mechanics Properties of Volcanic Tuff Units from Yucca 
Mountain, Nevada Test Site. SAND82-1315. Albuquerque, New Mexico: Sandia National 
Laboratories. ACC: NNA.19870406.0181. 
Price, R. H. 1983b. “Comparison of Division 1542 Mechanical Testing Procedures with ASTM 
Guidelines.” Memorandum from R. H. Price (SNL) to J. R. Tillerson (SNL), July 20, 1983. 
ACC: NNA.19870327.0051. 
Price, R.H. 1986. Effects of Sample Size on the Mechanical Behavior of Topopah Spring Tuff. 
SAND85-0709. Albuquerque, New Mexico: Sandia National Laboratories. 
ACC: NNA.19891106.0125. 
June 2003 29 TDR-MGR-GE-000004 REV 00
Price, R.H.; Spence, S.J.; and Jones, A.K. 1984. Uniaxial Compression Test Series on Topopah 
Spring Tuff from USW GU-3, Yucca Mountain, Southern Nevada. SAND83-1646. Albuquerque, 
New Mexico: Sandia National Laboratories. ACC: NNA.19870406.0252. 
Price, R.H.; Nimick, F.B.; Connolly, J.R.; Keil, K.; Schwartz, B.M.; and Spence, S.J. 1985. 
Preliminary Characterization of the Petrologic, Bulk, and Mechanical Properties of a 
Lithophysal Zone Within the Topopah Spring Member of the Paintbrush Tuff. SAND84-0860. 
Albuquerque, New Mexico: Sandia National Laboratories. ACC: NNA.19870406.0156. 
Price, R.H.; Nimick, F.B.; Connolly, J.R.; Keil, K.; Schwartz, B.M.; and Spence, S.J. 1985. 
Preliminary Characterization of the Petrologic, Bulk, and Mechanical Properties of a 
Lithophysal Zone Within the Topopah Spring Member of the Paintbrush Tuff. SAND84-0860. 
Albuquerque, New Mexico: Sandia National Laboratories. ACC: NNA.19870406.0156. 
Senseny, P. and Mellegard, K. 1987. "Constant Strain-Rate Testing of Topopah Spring Tuff at 
150°C." Technical letter memorandum from P. Senseny (RE/SPEC) and K. Mellegard 
(RE/SPEC) to F. Nimick (SNL), May 21, 1987, RSI/TLM-144. ACC: NNA.19890825.0178. 
SNL (Sandia National Laboratories) 1997. Unconfined Compression Tests on Specimens from 
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SNL (Sandia National Laboratories) 1999a. Checklist Procurements, Supplier: New England 
Research INC., Procurement Date: 09/01/1994. Procurement No. AI-3890. Albuquerque, New 
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SNL (Sandia National Laboratories) 1999b. Checklist Procurements, Supplier: New England 
Research INC., Procurement Date: 08/29/1989. Procurement No. 05-6677B. Albuquerque, New 
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Van Buskirk, R.G., Muller, C.S., Cooley, C.H., and Ennis, D.O. 1984. Triaxial Compression 
Testing of Busted Butte (NTS) Tuff 10 AE. TR 84-45. 115 p. Salt Lake City, UT: Terra Tek 
Research. ACC: MOL.19970428.0083. 
8.2 CODES, STANDARDS, REGULATIONS, AND PROCEDURES 
10 CFR 60. Energy: Disposal of High-Level Radioactive Wastes in Geologic Repositories. 
10 CFR 63. Energy: Disposal of High-Level Radioactive Wastes in a Geologic Repository at 
Yucca Mountain, Nevada. 
AP-3.11Q, Rev. 3, ICN 4. Technical Reports. Washington, D.C.: U.S. Department of Energy, 
Office of Civilian Radioactive Waste Management. ACC: DOC.20030331.0002. 
AP-3.15Q, Rev 4, ICN 1. Managing Technical Product Inputs. Washington, D.C. 
U.S. Department of Energy, Office of Civilian Radioactive Waste Management. ACC: 
DOC.20030512.0006. 
June 2003 30 TDR-MGR-GE-000004 REV 00
AP-SIII.2Q, Rev. 1, ICN 1. Qualification of Unqualified Data. Washington, D.C.: U.S. 
Department of Energy, Office of Civilian Radioactive Waste Management. ACC: 
DOC.20030422.0008. 
AP-SIII.4Q, Rev. 0, ICN 5. Development, Review, Online Placement, and Maintenance of 
Individual Reference Information Base Data Items. Washington, D.C.: U.S. Department of 
Energy, Office of Civilian Radioactive Waste Management. ACC: DOC.20030127.0002. 
ANSI/ASTM D 2938-79. 1979. Standard Test Method for Unconfined Compressive Strength of 
Intact Rock Core Specimens. Philadelphia, Pennsylvania: American Society for Testing and 
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ASTM D 2664-80. 1980. Standard Test Method for Triaxial Compressive Strength of 
Undrained Rock Core Specimens Without Pore Pressure Measurements. Philadelphia, 
Pennsylvania: American Society for Testing and Materials. TIC: 217286. 
ASTM D 2664-86. 1992. Standard Test Method for Triaxial Compressive Strength of Undrained 
Rock Core Specimens Without Pore Pressure Measurements. Philadelphia, Pennsylvania: 
American Society for Testing and Materials. TIC: 245311. 
ASTM D 2845-83. 1983. Laboratory Determination of Pulse Velocities and Ultrasonic Elastic 
Constants of Rock. Philadelphia, Pennsylvania. American Society for Testing and Materials. 
TIC: 217296. 
ASTM D 2938-86. 1986. Standard Test Method for Unconfined Compressive Strength of Intact 
Rock Core Specimens. Philadelphia, Pennsylvania: American Society for Testing and Materials. 
TIC: 239669. 
ASTM D 3148-86. 1986. Standard Test Method for Elastic Moduli of Intact Rock Core 
Specimens in Uniaxial Compression. Philadelphia, Pennsylvania: American Society for Testing 
and Materials. TIC: 253352. 
ASTM D 4543-85 (Reapproved 1991). 1991. Standard Practice for Preparing Rock Core 
Specimens and Determining Dimensional and Shape Tolerances. Philadelphia, Pennsylvania: 
American Society for Testing and Materials. TIC: 250302. 
DOE (U.S. Department of Energy) 2003. Quality Assurance Requirements and Description. 
DOE/RW-0333P, Rev. 13. Washington, D.C.: U.S. Department of Energy, Office of Civilian 
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SOURCE DATA, LISTED BY DATA TRACKING NUMBER 8.3 
GS900983115212.001. Report on Televiewer Log and Stress Measurements in Core Hole USW 
G-1, Nevada Test Site, December 13-22, 1981. Submittal Date: 09/17/1990. 
GS900983115212.002. Report on Televiewer Log and Stress Measurements in Core Hole USW 
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June 2003 31 TDR-MGR-GE-000004 REV 00
GS900983115212.003. Report on Televiewer Log and Stress Measurements in Holes USW G-3 
and UE-25P1 (UW-25P #1), Yucca Mountain, Nye County, Nevada. Submittal date: 09/17/1990. 
GS920983114220.001. Log of Test Pit or Auger Hole, Physical Properties Summary, Gradation 
Test, and Summary of Physical Properties Test Results for Hole Numbers NRSF-TP-11, TP-19, 
TP-21, TP-25, TP-28, TP-29, and TP-30. Submittal date: 09/03/1992. 
GS920983114220.002. Drill Hole UE-25 NRG-1 Rock Core Tests. Submittal date: 10/14/1992. 
GS921283114220.003. Relative Density Determination, Lab Tests of Physical Properties, North 
Ramp. Submittal date: 12/03/1992. 
GS921283114220.004. Summary Access Road Test Pit Data, Logs of Visual Observations of 
Site and Test Pit. Submittal date: 12/03/1992. 
GS921283114220.005. Physical Properties and Dimensional Tolerance Conformance of Rock 
Core Test Specimens. Submittal date: 12/03/1992. 
GS921283114220.006. Pulse Velocities and Ultrasonic Elastic Constants of Intact Rock Core 
Test Specimens. Submittal date: 12/03/1992. 
GS921283114220.008. Uniaxial Compression and Elastic Properties of Intact Rock Core 
Specimens from UE-25 NRG#1. Submittal date: 12/03/1992. 
GS921283114220.009. Triaxial Compression and Elastic Properties of Intact Rock Core Test 
Specimens From UE-25 NRG#1. Submittal date: 12/03/1992. 
GS921283114220.014. Soil and Rock Geotechnical Investigations, Field and Laboratory Studies, 
North Ramp Surface Facility, Exploration Studies Facility, Yucca Mountain Project, Nevada. 
Submittal date: 12/04/1992. 
GS931008314211.037. Graphical Lithologic Log of Borehole NRG-3 (UE-25 NRG#3), Version 
1.0. Submittal date: 10/07/1993. 
GS931008314211.038. Graphical Lithologic Log of Borehole NRG-2A (UE-25 NRG#2A), 
Version 1.0. Submittal date: 10/07/1993. 
GS931008314211.039. Graphical Lithologic Log of Borehole NRG-2 (UE-25 NRG#2), Yucca 
Mountain, Nevada. Submittal date: 10/07/1993. 
GS931008314211.045. Graphical Lithologic Log of Borehole USW NRG-6. Submittal date: 
10/07/1993. 
GS931108314211.041. Graphical Lithologic Log of Borehole NRG-2B (UE-25 NRG#2B), 
Yucca Mountain, Nevada. Submittal date: 10/07/1993. 
GS931208314211.046. Graphical Lithologic Log of Borehole UE-25 NRG#1. Submittal date: 
11/22/1993. 
June 2003 32 TDR-MGR-GE-000004 REV 00
GS931208314211.049. Revised Stratigraphic Nomenclature and Macroscopic Identification of 
Lithostratigraphic Units of the Paintbrush Group Exposed at Yucca Mountain, Nevada. 
Submittal date: 10/12/1993. 
GS940408314211.020. Graphical Lithologic Log of Borehole USW NRG-7/7A. Submittal date: 
04/04/1994. 
GS940408312232.010. Elastic Wave Velocity Measurements in Plug Core Samples from 
Borehole UE-25 UZ #16, Yucca Mountain, Nye County, Nevada. 02/10/1994. 
GS940908314211.045. Graphical Lithologic Log of the Paintbrush Group for Borehole USW 
SD-12. Submittal date: 09/12/1994. 
LL000209404243.036. Geomechanical Characterization of Large Block Core Specimens. 
Submittal date: 02/24/2000. 
LL000314151021.122. Clad Degradation- Wet Unzipping. Submittal date: 03/13/2000. 
LL010700823123.014. Geomechanical Characterization of Large Block Core Specimens. 
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LL9503RIB0031A.000. RIB Item # 31A/REV0: Waste Package Properties and Environment: 
Waste Package Mechanical Properties (Alloy 825 and Carbon Steel). Submittal date: 
03/15/1995. 
LL950712904243.000. Effects of Radiation on Geomechanical Properties of Topopah Spring 
Tuff. Submittal date: 08/07/1995. 
LL960201104243.006. Results from the Uniaxial Tests on Samples of Topopah Spring Tuff. 
Submittal date: 03/18/1996. 
LL960401604243.007. Procedure Taken to Test Irradiated and Non-Irradiated Core Samples 
from Fran Ridge. Submittal date: 04/01/1996. 
LL960401704243.008. Effect of Radiation on the Mechanical Properties of Topopah Spring 
Tuff. Submittal date: 04/01/1996. 
LL960807504241.012. Volume II: Near-Field and Altered-Zone Environment Report. Submittal 
date: 08/27/1996. 
LL960905005911.010. Engineered Materials Characterization Report for the Yucca Mountain 
Site Characterization Project. Submittal date: 09/20/1996. 
LL970203704243.010. Effect of Radiation on Topopah Spring Tuff Mechanical Properties. 
Submittal date: 02/14/1997. 
LL9708RIB0031A.001. Engineered Materials Characteristics. Submittal date: 09/02/1997. 
June 2003 33 TDR-MGR-GE-000004 REV 00
LL980200604241.013. Near-Field and Altered-Zone Environment Report Volume I: Technical 
Bases for EBS Design, Revision 1. Submittal date: 02/03/1998. 
LL980208104243.019. Mechanical Properties of Topopah Spring Host Rock, and Fractures in 
the Host Rock. Submittal date: 02/23/1998. 
LL980802204243.020. Results of a Coupled Fracture-Flow Test at the 0.5-M Scale. Submittal 
date: 08/13/1998. 
LL981208504243.031. Effect of Radiation on Topopah Spring Tuff Mechanical Properties. 
Submittal date: 12/08/1998. 
LL981212005924.062. Degradation Mode Survey Candidate Titanium-Base Alloys for Yucca 
Mountain Project Waste Package Materials. Submittal date: 12/22/1998. 
LL990202204241.036. Geomechanics. Submittal date: 02/08/1999. 
LL990205304243.032. Effect of Radiation on Strength of Topopah Springs Tuff. Submittal date: 
02/08/1999. 
MO0003RIB00071.000. Physical and Chemical Characteristics of Alloy 22. Submittal date: 
03/13/2000. 
MO0003RIB00072.000. Physical and Chemical Characteristics of Steel, A 516. Submittal date: 
03/13/2000. 
MO0003RIB00073.000. Physical and Chemical Characteristics of TI Grades 7 and 16. Submittal 
date: 03/13/2000. 
MO0003RIB00076.000. Physical and Chemical Characteristics of Type 316N Grade. Submittal 
date: 03/14/2000. 
MO0004QGFMPICK.000. Lithostratigraphic Contacts from MO9811MWDGFM03.000 to be 
Qualified Under the Data Qualification Plan, TDP-NBS-GS-000001. Submittal date: 04/04/2000. 
MO0004SEPDFFVV.008. Free-Field Values of Shear-Wave Velocity, Compression-Wave 
Velocity, Poisson's Ratio, and Moist Density at Borehole UE-25 RF#13. Submittal date: 
04/07/2000. 
MO0006SPASTR01.003. Area of Stress Corrosion Crack for the EBS Transport Abstraction. 
Submittal date: 06/09/2000. 
MO0008RIB00082.000. Rock Dynamic Properties. Submittal date: 08/02/2000 
MO0104RIB00042.001. Soil Geomechanical Properties. Submittal date: 04/09/2001. 
MO0109RIB00049.001. Waste Package Material Properties: Neutron Absorbing Materials. 
Submittal date: 09/17/2001. 
June 2003 34 TDR-MGR-GE-000004 REV 00
MO0111SEPBSWHB.000. Borehole Suspension Data for Waste Handling Building Site 
Characterization Area. Submittal date: 11/06/2001. 
MO0112BSUSPWHB.000. Borehole Suspension Data for UE-25 RF #13 at the Waste Handling 
Building Site Characterization Area. Submittal date: 12/03/2001. Submit to RPC. 
MO0204EBSPYMPG.017. Physical and Mechanical Properties of Grout. Submittal date: 
04/23/2002. 
MO0204RIB00124.000. Rock Dynamic Poisson's Ratio. Submittal date: 04/03/2002. 
MO0204RIB00125.000. Rock Dynamic Young's Modulus. Submittal date: 04/04/2002. 
MO0204RIB00126.000. Intact Rock Poisson's Ratio. Submittal date: 04/03/2002. 
MO0204RIB00127.000. Intact Rock Young's Modulus. Submittal date: 04/03/2002. 
MO0204RIB00129.000. In Situ Rock Young's Modulus. Submittal date: 04/03/2002. 
MO0204SEPBSWHB.001. Borehole Suspension Data for Waste Handling Building Site 
Characterization Area. Submittal date: 04/10/2002. 
MO0204SEPFDSSS.000. Profiles of Average Shear-Wave Velocity, Compression-Wave 
Velocity and Poisson's Ratio from Accumulated Travel Times from Suspension Seismic Surveys 
at Boreholes UE-25 RF#14 to #26 and RF#28 and RF#29. Submittal date: 04/22/2002. 
MO0204SUSPSEIS.001. Statistics for Shear-Wave Velocity, Compression-Wave Velocity, and 
Poisson’s Ratio by Lithostratigraphic Unit from Suspension Seismic Measurements. Submittal 
date: 04/23/2002. 
MO02045FTDSUSP.001. Statistics for Shear-Wave Velocity, Compression-Wave Velocity, and 
Poisson's Ratio by 1.5 Meter Depth Intervals from Suspension Seismic Measurements. Submittal 
date: 04/23/2002. 
MO0205SEPPRDSV.000. Profiles of Poisson’s Ratio from Downhole Seismic Velocity Profiles 
at Boreholes UE-25 RF#13 to #26 and RF#28 and RF#29. Submittal date: 05/28/2002. 
MO9008RIB00012.003. RIB Item#12/Rev3: Geologic Characteristics: Static Rock Mechanical 
Properties. Submittal date: 08/06/1990. 
MO9212RIB00005.003. RIB Item #5/REV3: Geologic Characteristics: Dynamic Soil 
Mechanical Properties. Submittal date: 12/14/1992. 
MO9808RIB00041.000. Reference Information Base Data Item: Rock Geomechanical 
Properties. Submittal date: 08/05/1998. 
MO9808RIB00042.000. Reference Information Base Data Item: - Geologic Characteristics: Soil 
Geomechanical Properties. Submittal date: 08/05/1998. 
June 2003 35 TDR-MGR-GE-000004 REV 00
MO9906RIB00048.000. Waste Package Material Properties: Waste Form Materials. Submittal 
date: 6/9/1999. 
MO9906RIB00049.000. Waste Package Material Properties: Neutron Absorbing Materials. 
Submittal date: 06/16/1999. 
MO9906RIB00050.000. Waste Package Material Properties: Ceramic Coating Materials. 
Submittal date: 06/16/1999. 
MO9906RIB00052.000. Waste Package Material Properties: Corrosion Resistant Materials. 
Submittal date: 06/17/1999. 
MO9906RIB00053.000. Waste Package Materials Properties: Corrosion Allowance and Basket 
Materials. Submittal date: 06/17/1999. 
MO9906RIB00054.000. Waste Package Material Properties: Structural Materials. Submittal 
date: 06/17/1999. 
MO9911SEPGRP34.000. Geotechnical Rock Properties. Submittal date: 11/10/1999. 
MO9912SPABAS00.001. Basic Properties Of Several Metals from "Standard Handbook for 
Mechanical Engineers, 7th Edition". Submittal date: 12/23/1999. 
SN0011F3912298.023. Plate-Loading Rock Mass Modulus Data (with Results from 10/16/2000 
through 10/17/2000). Submittal date: 11/30/2000. 
SN0108SD821723.001. Uniaxial and Triaxial Compression Test Data on Samples from USW 
G-1 (VA Supporting Data). Submittal date: 08/09/2001. 
SNF35110695001.002. Pre-Experiment Thermal-Hydrological-Mechanical Analyses for the ESF 
Single Heater Test - Phase 2. Submittal date: 01/09/1997. 
SNF35110695002.001. Pre-Experiment Thermal-Hydrological-Mechanical Analyses for the ESF 
Heated Drift Test. Submittal date: 06/10/1997. 
SNF39012298001.002. Plate-Loading Rock Mass Modulus Data. Submittal date: 02/09/1999. 
SNL01B05059301.001. Thermal Expansion Data for Drillhole NRG-6, Samples from Depth 
28.8 to 416.0 Feet, Ambient to 100 Deg. C. Submittal date: 07/30/1993. 
SNL01B05059301.002. Thermal Expansion Data from USW NRG-6 Drillhole from Depth of 
28.8 ft. to 416.0 ft. Submittal date: 11/23/1993. 
SNL02000000011.000. Matrix Compressive Tests of the Topopah Spring Member in USW 
GU-3. Submittal date: 09/23/1992. 
SNL02000000012.000. Uniaxial and Triaxial Compression Test Series on Topopah Spring Tuff. 
Submittal date: 01/04/1985. 
June 2003 36 TDR-MGR-GE-000004 REV 00
SNL02021391002.001. Direct Shear Test with Different Boundary Conditions. Submittal date: 
11/04/1992. 
SNL02030180001.001. Matrix Compressive Tests to Characterize Tuffs from UE-25A#1 and the 
Laser Drift in G-Tunnel. Submittal date: 08/20/1985. 
SNL02030193001.001. Mechanical Properties Data for Drillhole USW NRG-6 Samples from 
Depth 22.2 ft. to 328.7 ft. Submittal date: 05/17/1993. 
SNL02030193001.002. Mechanical Properties Data for Drillhole USW NRG-6 Samples from 
Depth 22.2 ft. to 427.0 ft. Submittal date: 06/25/1993. 
SNL02030193001.003. Mechanical Properties Data for Drillhole UE-25 NRG-2 Samples from 
Depth 150.5 ft. to 200.0 ft. Submittal date: 07/07/1993. 
SNL02030193001.004. Mechanical Properties Data for Drillhole USW NRG-6 Samples from 
Depth 462.3 ft. to 1085.0 ft. Submittal date: 08/05/1993. 
SNL02030193001.005. Mechanical Properties Data for Drillhole UE-25 NRG#3 Samples from 
Depth 15.4 ft. to 297.1 ft. Submittal date: 09/23/1993. 
SNL02030193001.006. Mechanical Properties Data for Drill Hole UE-25 NRG#2A Samples 
from Depth 90.0 ft. to 254.5 ft. Submittal date: 10/13/1993. 
SNL02030193001.007. Mechanical Properties Data for Drill Hole UE-25 NRG#3 Samples from 
Depth 263.3 ft. to 265.7 ft. Submittal date: 10/20/1993. 
SNL02030193001.008. Mechanical Properties Data for Drill Hole USW NRG-6 Sample 
416.0 ft. Submittal date: 10/20/1993. 
SNL02030193001.012. Mechanical Properties Data for Drillhole UE25 NRG-5 Samples from 
Depth 847.2 ft. to 896.5 ft. Submittal date: 12/02/1993. 
SNL02030193001.013. Mechanical Properties Data for Drillhole UE25 NRG-2B Samples from 
Depth 2.7 ft. to 87.6 ft. Submittal date: 12/02/1993. 
SNL02030193001.014. Mechanical Properties Data for Drillhole UE25 NRG-4 Samples from 
Depth 378.1 ft. to 695.8 ft. Submittal date: 01/31/1994. 
SNL02030193001.015. Mechanical Properties Data for Drillhole UE25 NRG-4 Samples from 
Depth 527.0 ft. Submittal date: 02/16/1994. 
SNL02030193001.016. Mechanical Properties Data for Drillhole USW NRG-7/7A Samples 
from Depth 18.0 ft. to 472.9 ft. Submittal date: 03/16/1994. 
SNL02030193001.018. Mechanical Properties Data for Drillhole USW NRG-7/7A Samples 
from Depth 344.4 ft. Submittal date: 04/11/1994. 
June 2003 37 TDR-MGR-GE-000004 REV 00
SNL02030193001.019. Mechanical Properties Data for Drillhole USW NRG-7/7A Samples 
from Depth 507.4 ft. to 881.0 ft. Submittal date: 06/29/1994. 
SNL02030193001.020. Mechanical Properties Data for Drillhole USW NRG-7/7A Samples 
from Depth 554.7 ft. to 1450.1 ft. Submittal date: 07/25/1994. 
SNL02030193001.021. Mechanical Properties Data (Ultrasonic Velocities, Static Elastic 
Properties, Triaxial Strength, Dry Bulk Density & Porosity) for Drillhole USW NRG-7/7A 
Samples from Depth 345.0 ft. to 1408.6 ft. Submittal date: 02/16/1995. 
SNL02030193001.022. Mechanical Properties Data for Drill Hole USW NRG-6 Samples from 
Depth 5.7 ft. to 1092.3 ft. Submittal date: 02/27/1995. 
SNL02030193001.023. Mechanical Properties Data (Ultrasonic Velocities, Static Elastic 
Properties, Unconfined Strength, Triaxial Strength, Dry Bulk Density and Porosity) for Drillhole 
USW SD-12 Samples from Depth 16.1 ft. to 1300.3 ft. Submittal date: 08/02/1995. 
SNL02030193001.024. Elevated Temperature Confined Compression Tests (Ultrasonic 
Velocities, Static Elastic Properties, Unconfined Strength, Triaxial Strength, Dry Bulk Density 
and Porosity) for Drillhole USW SD-9 Samples from Depth 52.6 ft. to 2222.9 ft. Submittal date: 
09/05/1995. 
SNL02030193001.025. Mechanical Properties Data (Ultrasonic Velocities, Elastic Moduli, and 
Fracture Strength) for Borehole USW SD-9. Submittal date: 09/15/95. 
SNL02030193001.026. Mechanical Properties Data (Ultrasonic Velocities, Elastic Moduli and 
Fracture Strength) for Borehole USW SD-9. Submittal date: 02/22/1996. 
SNL02030193001.028. Confined Compression Experiments at 150 Degrees C on TSW2 from 
Borehole USW SD-9. Submittal date: 09/05/1996. 
SNL02033084001.001. Matrix Compressive Tests of the Topopah Spring Member in USW G-2. 
Submittal date: 01/01/1988. 
SNL02033084002.001. Parameter Effects on Matrix Compressive Properties of the Topopah 
Spring Member at Busted Butte. Submittal date: 08/28/1987. 
SNL02040184001.001. Effects of Lithophysae on the Matrix Compressive Properties. Submittal 
date: 01/07/1985. 
SNL02040687003.001. Mechanical Property Data to Analyze the Response of Samples of Unit 
TSW2 to High Temperature and/or Low Strain Rates. Submittal date: 09/30/1992. 
SNL02040687004.001. Creep in Topopah Spring Member Welded Tuff. Submittal date: 
07/07/1998. 
SNL02062685001.001. Determinations of the Effect of Sample Size on the Mechanical 
Properties of the Welded Topopah Spring Member, Busted Butte. Submittal date: 09/09/1986. 
June 2003 38 TDR-MGR-GE-000004 REV 00
SNL02072983001.001. Laboratory Comparison of Mechanical Compressive Data from Matrix 
Compressive Tests Using Busted Butte Outcrop Samples. Submittal date: 01/03/1985. 
SNL02072983002.001. Laboratory Comparison of Mechanical Compressive Data from Matrix 
Compressive Tests Using Busted Butte Outcrop Samples. Submittal date: 01/03/1985. 
SNL02072983003.001. Laboratory Comparison of Mechanical Compressive Data from Matrix 
Compressive Tests Using the Busted Butte Outcrop Samples. Submittal date: 01/03/1985. 
SNL02100181001.001. Laboratory Comparison of Matrix Compressive Tests Using the Calico 
Hills Member in USW G-1. Submittal date: 05/01/1982. 
SNL02100196001.001. Unconfined Compression Tests on Specimens from the Drift Scale Test 
Area of the Exploratory Studies Facility at Yucca Mountain, Nevada. Submittal date: 
05/14/1997. 
SNL02120584001.001. Matrix Compressive Tests to Determine Parameter Effects. Submittal 
date: 06/01/1986. 
SNL04021384001.001. Characterization of Samples in Support of Mechanical Testing on 
Densely Welded Samples of the Topopah Spring Member from Busted Butte. Submittal date: 
02/25/1987. 
SNL04041990001.001. USW G-1 Probe Data Topopah Spring Member. Submittal date: 
05/01/1991. 
SNL22080196001.002. Unconfined Compression Tests on Specimens from the Single Heater 
Test Area in the Thermal Testing Facility at Yucca Mountain, Nevada. Submittal date: 
08/22/1996. 
SNL22080196001.003. Posttest Laboratory Thermal and Mechanical Characterization for Single 
Heater Test (SHT) Block. Submittal date: 08/26/1998. 
SNL23030598001.001. Unconfined Compression Tests on Cast-in-Place Concrete Specimens 
from the Drift Scale Test in the ESP (Exploratory Studies Facility) at Yucca Mountain, Nevada. 
Submittal date: 03/10/1998. 
SNL23030598001.002. Interim Report on Creep Testing of Cast-In-Place Concrete. Submittal 
date: 07/09/1998. 
SNL23030598001.003. Creep Testing of Cast-in-Place Concrete. Submittal date: 10/09/1998. 
SNL23100198001.001. Laboratory Testing of Concrete Properties at Elevated Temperatures 
(Including Aggregate Characterization). Submittal date: 12/22/1998. 
SNSAND80145300.000. Rock Mechanics Properties of Volcanic Tuffs from the Nevada Test 
Site. Submittal date: 01/04/1985. 
June 2003 39 TDR-MGR-GE-000004 REV 00
SNSAND81166400.000. Effects of Elevated Temperature and Pore Pressure on the Mechanical 
Behavior of Bullfrog Tuff. Submittal date: 11/30/1998. 
SNSAND82048100.000. Uniaxial Compression Test Series on Bullfrog Tuff. Submittal date: 
11/30/1998. 
SNSAND82105500.000. Uniaxial Compression Test Series on Tram Tuff. Submittal date: 
11/30/1998. 
SNSAND82131400.000. Uniaxial and Triaxial Compression Test Series on Calico Hills Tuff. 
Submittal date: 04/24/1992. 
SNSAND82131500.000. Analysis of Rock Mechanics Properties of Volcanic Tuff Units from 
Yucca Mountain, Nevada Test Site. Submittal date: 02/10/1997. 
SNSAND82172300.000. Load Cell LVDT's and Disk Gage Calibration Data; Aluminum Sample 
Calibration Data I.D. MN Load Frame; Load Cell, LVDT's and Disk Gage Calibration Data 
1.8 MN Frame; and Aluminum Sample Calibration Data - Compression Tests. Submittal date: 
04/23/1992. 
SNSAND83164600.000. Experimental Data of Fully Saturated and Wet Samples; Static 
Mechanical Properties of GU-3 760.9 Samples; Ultrasonic Velocity Data; and Dynamic Elastic 
Model of GU-3 760.9 Samples Compression Test. Submittal date: 04/24/1992. 
SNSAND84086000.000. Petrological, Mineralogical, Mechanical and Bulk Properties of 
Lithophysal Tuff. Submittal date: 04/24/1992. 
SNSAND84110100.000. Uniaxial and Triaxial Compression Test Series on Topopah Spring Tuff 
from USW G-4, Yucca Mountain, Nevada. Submittal date: 02/01/1986. 
SNSAND85070300.000. Uniaxial and Triaxial Compression Test Series on the Topopah Spring 
Member from USW G-2, Yucca Mountain, Nevada. Submittal date: 09/24/1987. 
SNSAND85070900.000. Effects of Sample Size on the Mechanical Behavior of the Topopah 
Spring Tuff. Submittal date: 12/16/1998. 
SNSAND85076200.000. Bulk, Thermal, and Mechanical Properties of the Topopah Spring 
Member of the Paintbrush Tuff, Yucca Mountain, Nevada. Submittal date: 10/17/1987. 
SNSAND86101500.000. Summary of Geomechanical Measurements taken in and around the GTunnel 
Underground Facility, NTS. Submittal date: 07/29/1984. 
SNSAND86113100.000. Petrologic and Mechanical Properties of Outcrop Samples of the 
Welded, Devitrified Topopah Spring Member of the Paintbrush Tuff. Submittal date: 
06/11/1987. 
June 2003 40 TDR-MGR-GE-000004 REV 00
SNSAND86713000.000. Laboratory Determination of the Mechanical, Ultrasonic and 
Hydrologic Properties of Welded Tuff from the Grouse Canyon Heated Block Site. Submittal 
date: 08/01/1987. 
SNSAND91089400.000. Anisotropy of the Topopah Spring Member Tuff. Submittal date: 
01/08/1999. 
SNSAND92045000.000. Rock Mass Mechanical Property Estimations for the Yucca Mountain 
Site Characterization Project. Submittal date: 01/10/1994. 
SNSAND92084700.000. The Effect of Frequency on Young's Modulus and Seismic Wave 
Attenuation. Submittal date: 08/10/1994. 
UN0110MWD027MK.001. Lythophysal Porosity Stress/Strain Model. Submittal date: 
10/15/2001. 
June 2003 41 TDR-MGR-GE-000004 REV 00
12 
10
8
6
4
2
0 
6
5
4
3
2
1
0
0.10
0 10 20 30 40 50 
Figure 1. Static Young’s Modulus (GPa) and Poisson’s Ratio Frequency Distribution for Tpcrn 
Tpcrn 
0.25 
Poisson's Ratio 
Tpcrn 
Young's Modulus 
TDR-MGR-GE-000004 REV 00 
Frequency Frequency 
0.40 0.35 0.30 0.20 0.15 
June 2003 42
16 
14 
12 
10
8
6
4
2
0 
10
8
6
4
2
0
0.10 
Figure 2. Static Young’s Modulus (GPa) and Poisson’s Ratio Frequency Distribution for Tpcpln 
Tpcpln 
0.20 
Poisson's Ratio 
TDR-MGR-GE-000004 REV 00 
Frequency Frequency 
Tpcpln 
0 10 20 30 40 50 60 70 
Young's Modulus 
0.30 0.25 0.15 
June 2003 43
14 
12 
10
8
6
4
2
0 
25 20 15 
10
8
6
4
2
0
0.00 0.10 0.05 
Figure 3. Static Young’s Modulus (GPa) and Poisson’s Ratio Frequency Distribution for Tpcpll 
Tpcpll 
0.20 0.15 
Poisson's Ratio 
TDR-MGR-GE-000004 REV 00 
Frequency Frequency 
40 35 
Tpcpll 
30 
Young's Modulus 
0.30 0.25 
44 
50 45 
0.40 0.35 
June 2003
16 
14 
12 
10
8
6
4
2
0 
15 10 
10
8
6
4
2
0
0.05 0.10 
Figure 4. Static Young’s Modulus (GPa) and Poisson’s Ratio Frequency Distribution for Tpcpmn 
Tpcpmn 
0.20 
Poisson's Ratio 
TDR-MGR-GE-000004 REV 00 
Frequency Frequency 
35 20 
Tpcpmn 
30 25 
Young's Modulus
0.25 0.15 
45 
50 45 40 
0.35 0.30 
June 2003
5
4
3
2
1
0 
0.5 0.0 
5
4
3
2
1
0
0.00 0.10 
Figure 5. Static Young’s Modulus (GPa) and Poisson’s Ratio Frequency Distribution for Tpp 
Tpp 
Poisson's Ratio 
TDR-MGR-GE-000004 REV 00 
Frequency Frequency 
2.5 2.0 1.0 
Tpp 
1.5 
Young's Modulus 
0.40 0.30 0.20 
46 
3.5 3.0 
0.50 
June 2003
25 
20 
15 
10
5
0 
5 0 
40 
35 
30 
25 
20 
15 
10
5
0 
0.10 0.00 
Figure 6. Static Young’s Modulus (GPa) and Poisson’s Ratio Frequency Distribution for Tptrn 
Tptrn 
0.20 
Poisson's Ratio 
TDR-MGR-GE-000004 REV 00 
Frequency Frequency 
25 15 10 
Tptrn
20 
Young's Modulus 
0.30 
47 
40 35 30 
0.50 0.40 
June 2003
12 
10
8
6
4
2
0 
5 0 
7
6
5
4
3
2
1
0
0.00 0.10 
NOTE: Frequency distribution includes all the Busted Butte samples individually. 
Figure 7. Static Young’s Modulus (GPa) and Poisson’s Ratio Frequency Distribution for Tptpul 
Tptpul 
0.20 
Poisson's Ratio 
TDR-MGR-GE-000004 REV 00 
Frequency Frequency 
25 20 10 
Tptpul 
15 
Young's Modulus 
0.30 
48 
35 30 
0.50 0.40 
June 2003
40 
35 
30 
25 
20 
15 
10
5
0 
70 
60 
50 
40 
30 
20 
10
0
0.00
0 10 20 30 40 50 60 
Note: Frequency distribution includes all values for Busted Butte individually. Samples are 
measured at room temperature and full saturation. 
Figure 8. Static Young’s Modulus (GPa) and Poisson’s Ratio Frequency Distribution for Tptpmn 
Tptpmn 
0.15 
Poisson's Ratio 
Tptpmn 
Young's Modulus 
TDR-MGR-GE-000004 REV 00 
Frequency Frequency 
0.35 0.30 0.25 0.20 0.10 0.05 
June 2003 49
6
5
4
3
2
1
0
7
6
5
4
3
2
1
0 
NOTE: Frequency distribution includes only one average value for the Busted Butte samples. Values 
were measured at room temperature and full saturation. 
Figure 9. Static Young’s Modulus (GPa) and Poisson’s Ratio Frequency Distribution for Tptpul 
Tptpul 
0.2 
Poisson's Ratio 
TDR-MGR-GE-000004 REV 00 
Frequency Frequency 
Tptpul 
0 10 20 30 40 50 
Young's Modulus 
0.5 0.4 0.3 0.1 0 
June 2003 50
35 
30 
25 
20 
15 
10
5
0 
45 
40 
35 
30 
25 
20 
15 
10
50
0.00 
NOTE: Frequency distribution includes one average value for Busted Butte samples. Values were 
measured at room temperature and full saturation. 
Figure 10. Static Young’s Modulus (GPa) and Poisson’s Ratio Frequency Distribution for Tptpmn 
Tptpmn 
0.15 
Poisson's Ratio 
TDR-MGR-GE-000004 REV 00 
Frequency Frequency 
Tptpmn 
0 10 20 30 40 50 
Young's Modulus 
0.35 0.30 0.25 0.20 0.10 0.05 
June 2003 51
20 
15 
10
5
0 
18 
16 
14 
12 
10
86420
0.00 
Note: Values were measured at room temperature and full saturation. 
Figure 11. Static Young’s Modulus (GPa) and Poisson’s Ratio Frequency Distribution for Tptpll 
Tptpll 
0.20 
Poisson's Ratio 
Tptpll 
0 10 20 30 40 50 
Young's Modulus 
TDR-MGR-GE-000004 REV 00 
Frequency Frequency 
0.50 0.40 0.30 0.10 
June 2003 52
14 
12 
10
8
6
4
2
0 
20 10 
18 
16 
14 
12 
10
86420
0.15 0.10 0.05 
Note: Values were measured at room temperature and full saturation. 
Figure 12. Static Young’s Modulus (GPa) and Poisson’s Ratio Frequency Distribution for Tptpln 
Tptpln 
0.20 
Poisson's Ratio 
TDR-MGR-GE-000004 REV 00 
Frequency Frequency 
Tptpln
30 
Young's Modulus 
0.25 
53 
50 40 
0.40 0.35 0.30 
June 2003
4
3
2
1
0
0 10 20 30 40 50 60 70 80 
Tptpv 
Young's Modulus 
7
6
5
4
3
2
1
0
0.00 
Note: Values were measured at room temperature and full saturation. 
Figure 13. Static Young’s Modulus (GPa) and Poisson’s Ratio Frequency Distribution for Tptpv 
Tptpv 
0.20 
Poisson's Ratio 
TDR-MGR-GE-000004 REV 00 
Frequency Frequency 
0.50 0.40 0.30 0.10 
June 2003 54
5
4
3
2
1
0
98765
43210
0.00 
Note: Values were measured at room temperature and full saturation. 
Figure 14. Static Young’s Modulus (GPa) and Poisson’s Ratio Frequency Distribution for Tac 
Tac 
0.30 
Poisson's Ratio 
TDR-MGR-GE-000004 REV 00 
Frequency Frequency 
Tac 
2 4 6 8 10 12 
Young's Modulus 
0.70 0.60 0.50 0.40 0.20 0.10 
June 2003 55
Table 1. DTNs Containing Potentially Relevant Data for Poisson’s Ratio and Young’s Modulus 
TITLE DTN 
GS900983115212.001 REPORT ON 
TELEVIEWER LOG 
AND STRESS 
MEASUREMENTS IN 
CORE HOLE USW G- 
1, NEVADA TEST 
SITE, DECEMBER 13- 
22, 1981. 
GS900983115212.002 REPORT ON 
TELEVIEWER LOG 
AND STRESS 
MEASUREMENTS IN 
CORE HOLE USW G- 
2, NEVADA TEST 
SITE, OCTOBERNOVEMBER 
1982. 
GS900983115212.003 REPORT ON 
TELEVIEWER LOG 
AND STRESS 
MEASUREMENTS IN 
HOLES USW G-3 
AND UE-25P1 (UE- 
25P #1), YUCCA 
MOUNTAIN, NYE 
COUNTY, NEVADA. 
GS920983114220.001 LOG OF TEST PIT OR LOG OF TEST PIT OR 
AUGER HOLE, PHYSICAL 
PROPERTIES SUMMARY, 
GRADATION TEST, AND 
AUGER HOLE, 
PHYSICAL 
PROPERTIES 
SUMMARY, 
GRADATION TEST, 
AND SUMMARY OF 
PHYSICAL 
PROPERTIES TEST TP-19, TP-21, TP-25, TPRESULTS 
FOR HOLE 28, TP-29, AND TP-30. 
NUMBERS NRSF-TP- 
11, TP-19, TP-21, TP- 
25, TP-28, TP-29, 
AND TP-30. 
TDR-MGR-GE-000004 REV 00 
STATUS 
(AT 
START 
OF 
TYPE REVIEW) DESCRIPTION 
D U BY J.H. HEALY, S.H. 
HICKMAN, M.D. ZOBACK, 
AND W.L. ELLIS 
U D BY J.M. STOCK, J.H. 
HEALY, AND S.H. 
HICKMAN 
U D BY J.M. STOCK, J.H. 
HEALY, J. SVITEK, AND L. 
MASTIN 
Q A 
SUMMARY OF PHYSICAL 
PROPERTIES TEST 
RESULTS FOR HOLE 
NUMBERS NRSF-TP-11, 
56 
DISPOSITION COMMENTS 
USGS OFR 84-15 No relevant 
data 
presented, not 
used 
(50 pages) No 
values listed in 
analysis of 
televiewer log 
data for stress 
measurements 
No relevant 
data 
presented, not 
used 
USGS OFR 84- 
172 (50 pages) 
No values listed 
in analysis of 
televiewer log 
data for stress 
measurements 
No relevant 
data 
presented, not 
used 
USGS OFR 86- 
369 (96 pages) 
No values listed 
in analysis of 
televiewer log 
data for stress 
measurements 
66 page text and Material not 
related, not 
used 
graphics. No 
values listed in 
analysis of log 
data for physical 
properties 
measurements 
June 2003
Table 1. DTNs Containing Potentially Relevant Data for Poisson’s Ratio and Young’s Modulus 
(Continued) 
TITLE DTN 
GS920983114220.002 DRILL HOLE UE-25 
NRG-1 ROCK CORE 
TESTS. 
GS921283114220.003 RELATIVE DENSITY 
DETERMINATION, 
LAB TESTS OF 
PHYSICAL 
PROPERTIES, 
NORTH RAMP. 
GS921283114220.004 SUMMARY ACCESS 
ROAD TEST PIT 
DATA, LOGS OF 
VISUAL 
OBSERVATIONS OF 
SITE AND TEST PIT. 
GS921283114220.005 PHYSICAL 
PROPERTIES AND 
DIMENSIONAL 
TOLERANCE 
CONFORMANCE OF 
ROCK CORE TEST 
SPECIMENS. 
GS921283114220.006 PULSE VELOCITIES 
AND ULTRASONIC 
ELASTIC 
CONSTANTS OF 
INTACT ROCK CORE 
TEST SPECIMENS. 
GS921283114220.008 
UNIAXIAL 
COMPRESSION AND AND ELASTIC 
ELASTIC 
PROPERTIES OF 
INTACT ROCK CORE LAB TESTS OF 
SPECIMENS FROM 
UE-25 NRG#1. 
TDR-MGR-GE-000004 REV 00 
DESCRIPTION 
SPLITTING TENSILE 
STRENGTH OF INTACT 
ROCK CORE SPECIMENS, 
DIRECT SHEAR TEST 
RESULTS - OPEN JOINT 
SLIDING FRICTION, 
PULSE VELOCITIES AND 
ULTRASONIC ELASTIC 
CONSTANTS OF INTACT 
ROCK CORE TEST 
SPECIMENS, UNIAXIAL 
COMPRESSION AND 
ELASTIC PROPERTIES OF 
INTACT ROCK CORE 
TEST SPECIMENS. 
RELATIVE DENSITY 
DETERMINATION, LAB 
TESTS OF PHYSICAL 
PROPERTIES, NORTH 
RAMP. 
SUMMARY ACCESS 
ROAD TEST PIT DATA, 
LOGS OF VISUAL 
OBSERVATIONS OF SITE 
AND TEST PIT. FIELD 
TESTS OF PHYSICAL 
PROPERTIES, NORTH 
RAMP. 
LAB TESTS OF PHYSICAL A 
PROPERTIES, NORTH 
RAMP. 
LAB TESTS OF PHYSICAL A 
PROPERTIES, NORTH 
RAMP. 
UNIAXIAL COMPRESSION A 
PROPERTIES OF INTACT 
ROCK CORE SPECIMENS. 
MECHANICAL 
PROPERTIES, NORTH 
RAMP. 
57 
STATUS 
(AT 
START 
OF 
REVIEW) TYPE 
Q A
A Q
Q A 
Q
QNV 
QNV 
COMMENTS DISPOSITION 
220.008, not 
Drill hole UE-25 Repeats or 
NRG-1 rock core Summarizes 
tests: summaries data in 
of pulse velocities GS921283114 
and ultrasonic 
elastic constants used 
of intact rock core 
test specimens 
(20 values), 
uniaxial 
compression and 
elastic properties 
of intact rock core 
test specimens 
(10 values). 
Values by sample 
number and 
depth 
Material not 
related, not 
used 
Rock property 
measurements 
performed by 
Bureau of 
Reclamation on 
YM samples. 
related, not 
Logs of test pit or Material not 
auger holes, 
GSF-TP-1 used 
through GSF-TP- 
39, dated 
091592-092292, 
access road, 
ground surface 
facility 
Material not 
related, not 
used 
Tables of 
moisture content 
and physical 
properties values 
from the North 
Ramp. Does not 
contain Poisson 
or Young's 
values. 
Directly Used Pages 1-10 
contain Poisson 
and Young's 
values for 
samples collected 
from North Ramp 
Poisson ratios for Directly Used 
various intact rock 
core samples 
from UE-25 
NRG#1 and North 
Ramp 
June 2003
Table 1. DTNs Containing Potentially Relevant Data for Poisson’s Ratio and Young’s Modulus 
(Continued) 
DTN 
GS921283114220.009 TRIAXIAL 
GS921283114220.014 SOIL AND ROCK 
GEOTECHNICAL 
INVESTIGATIONS, 
FIELD AND 
LABORATORY 
STUDIES, NORTH 
RAMP SURFACE 
FACILITY, 
EXPLORATORY 
STUDIES FACILITY, 
YUCCA MOUNTAIN 
PROJECT, NEVADA. 
GS940408312232.010 ELASTIC WAVE 
LL000209404243.036 
LL000314151021.122 
LL010700823123.014 
LL9503RIB0031A.000 
TDR-MGR-GE-000004 REV 00 
DESCRIPTION TITLE 
PROPERTIES, NORTH 
LAB TESTS OF 
COMPRESSION AND MECHANICAL 
ELASTIC 
PROPERTIES OF RAMP. 
INTACT ROCK CORE 
TEST SPECIMENS 
FROM UE-25 NRG#1. 
BY MARK H. MCKEOWN 
AND STEVE C. BEASON 
MOUNTAIN, NYE 
ELASTIC WAVE 
VELOCITY VELOCITY 
MEASUREMENTS IN MEASUREMENTS IN 
PLUG CORE PLUG CORE SAMPLES 
SAMPLES FROM FROM BOREHOLE UE-25 
BOREHOLE UE-25 UZ UZ #16, YUCCA 
#16 
COUNTY, NEVADA 
HEATER VOLTAGES AND A 
SUPERSEDED BY DATA 
GEOMECHANICAL 
CHARACTERIZATION COMPRESSION TEST 
OF LARGE BLOCK DATA . DATA HAVE BEEN 
CORE SPECIMENS 
IDENTIFIED WITH DTN 
LL010700823123.014. 
- WET UNZIPPING 
CLAD DEGRADATION MECHANICAL 
PROPERTIES OF 
ZIRCALOY-2 AND 
ZIRCALOY-4. 
HEATER VOLTAGES AND A 
SUPERSEDE DATA 
GEOMECHANICAL 
CHARACTERIZATION COMPRESSION TEST 
OF LARGE BLOCK DATA. THESE DATA 
CORE SPECIMENS. 
PREVIOUSLY IDENTIFIED 
BY DTN 
LL000209404243.036. 
RIB ITEM#31A/REV0: THESE DATA HAVE BEEN A 
WASTE PACKAGE SUPERSEDED BY DTN: 
PROPERTIES AND LL9708RIB0031A.001. 
ENVIRONMENT: 
WASTE PACKAGE 
MECHANICAL 
PROPERTIES (ALLOY 
825 AND CARBON 
STEEL). 
58 
STATUS 
(AT 
START 
OF 
TYPE REVIEW) COMMENTS DISPOSITION 
QNV A Poisson ratios for Status 
various intact rock changed to 
unqualified. 
Ramp 
core samples 
from UE-25 Corroborating, 
NRG#1 and North unable to 
qualify, data 
not used. 
D Q Report contains Repeats or 
the spreadsheets Summarizes 
GS921283114 for uniaxial and 
triaxial properties. 220.006, not 
used 
A QNV Page 30 contains Directly Used 
Poisson and 
Young's values 
from UE-25 
UZ#16 plug core 
samples. 
U Superseded, 
not used 
Superseded by 
LL010700823123 
.014 
U A No links provided Material not 
related, not 
used 
Q No Data 
Submitted 
No Data 
Submitted, not 
used 
Q Superseded, 
not used 
Superseded by 
LL9708RIB0031A 
.001 
June 2003
Table 1. DTNs Containing Potentially Relevant Data for Poisson’s Ratio and Young’s Modulus 
(Continued) 
DTN 
LL950712904243.000 
LL960201104243.006 
LL960401604243.007 
LL960401704243.008 
LL960807504241.012 
LL960905005911.010 
LL970203704243.010 
TDR-MGR-GE-000004 REV 00 
TITLE 
EFFECTS OF 
RADIATION ON 
GEOMECHANICAL 
PROPERTIES OF 
TOPOPAH SPRING 
TUFF. 
RESULTS FROM THE ONE TABLE WHICH 
UNIAXIAL TESTS ON PROVIDES THE PEAK 
STRENGTH, YOUNG'S SAMPLES OF 
TOPOPAH SPRING 
TUFF. 
PROCEDURE TAKEN SCIENTIFIC NOTEBOOK 
DESCRIBING THE 
PROCEDURE. 
TO TEST 
IRRADIATED AND 
NON-IRRADIATED 
CORE SAMPLES 
FROM FRAN RIDGE. 
EFFECT OF 
RADIATION ON THE 
MECHANICAL 
PROPERTIES OF 
TOPOPAH SPRING 
TUFF. 
VOLUME II: NEARFIELD 
AND 
ALTERED-ZONE 
ENVIRONMENT 
REPORT. 
ENGINEERED 
MATERIALS VOLUME 1, 
CHARACTERIZATION INTRODUCTION, 
HISTORY & CURRENT REPORT FOR THE 
YUCCA MOUNTAIN 
PROJECT. 
CANDIDATES. VOLUME 2, 
SITE DESIGN DATA. VOLUME 
CHARACTERIZATION 3, CORROSION DATA 
AND MODELING. VA 
EFFECT OF 
RADIATION ON 
TOPOPAH SPRING 
TUFF MECHANICAL 
PROPERTIES. 
STATUS 
(AT 
START 
OF 
TYPE REVIEW) DESCRIPTION 
U A LETTER REPORT ON 
PRELIMINARY DATA. VA 
SUPPORTING DATA. 
D U 
MODULUS, IRRADIATION 
SPECIFICATION, AND 
GENERAL COMMENTS 
ON THE BEHAVIOR OF 
THE SAMPLE DURING 
TESTING. 
U A 
U D INFORMAL REPORT. 
U D CH. 4-GEOMECHANICS 
BY S. BLAIR AND P. 
BERGE, VA SUPPORTING 
DATA. 
A U INFORMAL REPORT. 
SUPPORTING DATA. 
D U CONFERENCE REPORT. 
VA SUPPORTING DATA. 
59 
COMMENTS DISPOSITION 
43.032 (Q 
version) , not 
Young's values Repeats or 
from core summarizes 
samples of Same data as 
Topopah Springs LL9902053042 
Tuff used to 
determine the 
effects of used 
radiation on 
mechanical 
properties. 
Repeats or 
summarizes 
LL9507129042 
43.000, not 
s96376_002 
DATA REPORT 
TABLE 
DESCRIPTION: 
Young's Modulus used 
data on Topopah 
Spring Tuff from 
the Large Block 
Test Site at Fran 
Ridge 
Supporting 
records, not 
used 
Procedure for 
uniaxial stress 
measurements 
available in 
LL960201104243 
.006 
Informal report on Repeats or 
the effect of Summarizes 
radiation on tuff. LL9902053042 
Summarizes the 43.032, not 
notebook data. used 
Repeats or 
summarizes 
values taken 
from other 
sources, not 
Volume II: 995 
page report 
summarizing 
Near Field and 
Altered Zone 
Environment. See used 
Table 4-4 and 4-7 
Material not 
related, not 
used 
Design Data: 
Physical 
properties of 
engineered 
design materials. 
No rock property 
data included. 
Summarizes 
LL9902053042 
43.032, not 
UCRL-JC-124343 Repeats or 
Final report on 
the effect of 
radiation on tuff. 
Summarizes used 
notebook data 
LL960401604243 
.007 
June 2003
Table 1. DTNs Containing Potentially Relevant Data for Poisson’s Ratio and Young’s Modulus 
(Continued) 
TITLE DTN 
LL9708RIB0031A.001 ENGINEERED 
MATERIALS 
CHARACTERISTICS 
LL980200604241.013 NEAR-FIELD AND 
ALTERED-ZONE 
ENVIRONMENT 
REPORT VOLUME I: 
TECHNICAL BASES 
FOR EBS DESIGN, 
REVISION 1. 
LL980208104243.019 MECHANICAL 
PROPERTIES OF 
TOPOPAH SPRING 
HOST ROCK, AND 
FRACTURES IN THE 
HOST ROCK. 
LL980802204243.020 RESULTS OF A 
COUPLED 
FRACTURE-FLOW 
TEST AT THE 0.5-M 
SCALE. 
LL981208504243.031 EFFECT OF 
RADIATION ON 
TOPOPAH SPRING 
TUFF MECHANICAL 
PROPERTIES. 
LL981212005924.062 DEGRADATION 
MODE SURVEY 
CANDIDATE 
TITANIUM-BASE 
ALLOYS FOR YUCCA 
MOUNTAIN PROJECT 
WASTE PACKAGE 
TDR-MGR-GE-000004 REV 00 
STATUS 
(AT 
START 
OF 
TYPE REVIEW) DESCRIPTION 
Q D RIB ITEM#31A/REV1: 
ENGINEERED MATERIALS 
CHARACTERISTICS: 
WASTE PACKAGE 
MECHANICAL 
PROPERTIES. (THESE 
DATA SUPERSEDE DATA 
PREVIOUSLY IDENTIFIED 
BY DTN'S : 
LL9503RIB0031A.000 AND 
LL9503RIB0033A.000) 
(THESE DATA WERE 
SUPERSEDED BY DATA 
IDENTIFIED WITH DTNS: 
MO9906RIB00052.000 
MO9906RIB00053.000). 
U D LETTER REPORT. VA 
SUPPORTING DATA. 
U D TABLE BASED ON 
LABORATORY 
EXPERIMENTS ON CORE 
SAMPLES AND SMALL 
(NOMINAL 0.5-M) TUFF 
BLOCKS AT LAWRENCE 
LIVERMORE NATIONAL 
LABORATORY. 
U D SIX TABLES AND ONE 
FIGURE FOR MILESTONE 
REPORT #SPLL37M4. VA 
SUPPORTING DATA. 
Q A TWO TABLES AND TWO 
FIGURES OF DATA. VA 
SUPPORTING DATA. 
U A 15 TABLES, 8 FIGURES. 
UCRL-ID-121191 
60 
COMMENTS DISPOSITION 
Superceded, 
not used 
RIB Item 
superseded by 
M&O RIB Items 
No relevant 
UCRL-LR-124998 Repeats or 
NEAR-FIELD Summarizes, 
AND ALTERED- not used 
ZONE 
ENVIRONMENT 
REPORT 
VOLUME 1: 
TECHNICAL 
BASES FOR EBS 
DESIGN 
Can be 
considered a data 
creep test (matrix presented, not 
+ fracture). used 
Values of Young's 
Modulus data via 
laboratory 
measurements of 
Topopah Spring 
host rock and 
fractures within 
the host rock 
presented, not 
Young's Modulus No relevant 
data of rock strain data 
for a coupled 
fracture-flow test used 
at the 0.5 meter 
scale, 
LL9902053042 
43.032, not 
Mechanical Repeats or 
Properties data summarizes 
from uniaxial tests Same data as 
of radiation 
effects on 
Topopah Spring used 
tuff samples 
Material not 
related, not 
used 
Data on waste 
package 
materials 
June 2003
Table 1. DTNs Containing Potentially Relevant Data for Poisson’s Ratio and Young’s Modulus 
(Continued) 
DTN TITLE 
MATERIALS. 
GEOMECHANICS. LL990202204241.036 
LL990205304243.032 EFFECT OF 
RADIATION ON 
STRENGTH OF 
TOPOPAH SPRINGS 
TUFF 
MO0003RIB00071.000 PHYSICAL AND 
CHEMICAL 
CHARACTERISTICS 
OF ALLOY 22 
MO0003RIB00072.000 PHYSICAL AND 
CHEMICAL 
CHARACTERISTICS 
OF STEEL, A 516 
MO0003RIB00073.000 PHYSICAL AND 
16. 
DATA DESCRIBING 
CHEMICAL PROPERTIES OF 
CHARACTERISTICS TITANIUM ALLOY 
OF TI GRADES 7 AND GRADES 7 AND 16. 
THESE DATA 
SUPERSEDE A PORTION 
OF THE DATA 
PREVIOUSLY IDENTIFIED 
BY DTN: 
MO9906RIB00052.000 
(ALL TITANIUM GRADES 7 
AND 16 DATA). 
TDR-MGR-GE-000004 REV 00 
DESCRIPTION 
CHAPTER 4, VOL. II OF 
NEAR FIELD AND 
ALTERED ZONE 
ENVIRONMENT REPORT. 
SEVEN TABLES AND FIVE 
FIGURES. 
SEVENTEEN IMAGES 
AND TWO TABLES. VA 
SUPPORTING DATA. 
DATA DESCRIBING 
PROPERTIES OF ALLOY 
22. THESE DATA 
SUPERSEDE A PORTION 
OF THE DATA 
PREVIOUSLY IDENTIFIED 
BY DTN: 
MO9906RIB00052.000 
(ALL ALLOY 22 DATA) 
DATA DESCRIBING 
PROPERTIES OF STEEL 
ALLOY 516. THESE DATA 
SUPERSEDE A PORTION 
OF THE DATA 
PREVIOUSLY IDENTIFIED 
BY DTN: 
MO9906RIB00053.000 
(ALL ALLOY 516 DATA) 
61 
STATUS 
(AT 
START 
OF 
TYPE REVIEW) 
Q A 
QNV A
D Q
Q D 
Q D 
COMMENTS DISPOSITION 
Mechanical Repeats or 
Properties data of summarizes, 
intact rock for unit not used 
TSw2, 
01/01/1991 to 
08/01/1996. 
Mechanical Status 
Properties data changed to 
from uniaxial tests unqualified. 
Corroborating, of radiation 
effects on 
Topopah Spring 
tuff samples 
unable to 
qualify, data 
not used. 
Data on waste 
package 
materials 
Material not 
related, not 
used 
Data on waste 
package 
materials 
Material not 
related, not 
used 
Data on waste 
package 
materials 
Material not 
related, not 
used 
June 2003
Table 1. DTNs Containing Potentially Relevant Data for Poisson’s Ratio and Young’s Modulus 
(Continued) 
TITLE DTN 
MO0003RIB00076.000 PHYSICAL AND 
CHEMICAL 
CHARACTERISTICS 
OF TYPE 316N 
GRADE 
MO0004SEPDFFVV.008 FREE-FIELD VALUES VALUES OF SHEAROF 
SHEAR-WAVE 
VELOCITY, 
COMPRESSIONWAVE 
VELOCITY, 
POISSON'S RATIO, 
AND MOIST DENSITY PRELIMINARY FREEAT 
BOREHOLE UE-25 FIELD GROUND MOTION 
RF#13. 
MO0006SPASTR01.003 AREA OF A STRESS ESTIMATE OF THE 
CORROSION CRACK MAXIMUM CROSSFOR 
THE EBS 
TRANSPORT 
ABSTRACTION 
MO0008RIB00082.000 ROCK DYNAMIC 
PROPERTIES. 
MO0104RIB00042.001 SOIL 
GEOMECHANICAL 
PROPERTIES 
TDR-MGR-GE-000004 REV 00 
DESCRIPTION 
DATA DESCRIBING 
PROPERTIES OF TYPE 
316N GRADE STAINLESS 
STEEL. THESE DATA 
SUPERSEDE A PORTION 
OF THE DATA 
PREVIOUSLY IDENTIFIED 
BY DTN: 
MO9906RIB00054.000 
(ALL ALLOY 316N DATA) 
WAVE VELOCITY, 
COMPRESSION-WAVE 
VELOCITY, POISSON'S 
RATIO, AND MOIST 
DENSITY FOR USE IN 
ANALYSES AT 
BOREHOLE UE-25 RF#13. 
SECTIONAL AREA OF 
STRESS CORROSION 
CRACKS IN THE OUTER 
LID OF A WASTE 
PACKAGE 
RIB ITEM INCLUDES 
INFORMATION ON ROCK 
DYNAMIC PROPERTIES 
INCLUDING ANGLE OF 
INCIDENCE OF SEISMIC 
WAVE, DYNAMIC SHEAR 
STRAIN PROFILE, 
PRIMARY AND SHEAR 
WAVE VELOCITY IN 
ROCK, ROCK MASS 
DYNAMIC DEFORMATION. 
THESE DATA 
SUPERSEDE A PORTION 
OF THE DATA 
PREVIOUSLY IDENTIFIED 
BY DTN: 
MO9808RIB00041.000. 
SOIL GEOENGINEERING 
PROPERTIES. THESE 
DATA SUPERSEDE DATA 
PREVIOUSLY IDENTIFIED 
BY DTN: 
MO9808RIB00042.000. 
62 
STATUS 
(AT 
START 
OF 
TYPE REVIEW) 
Q D
D U
Q D
D U
U D 
COMMENTS DISPOSITION 
Data on waste 
package 
materials 
Material not 
related, not 
used 
Stratigraphic unit, Repeats or 
summarizes, Seismic S-Wave 
Velocity, Seismic not used 
P-Wave Velocity, 
Poisson's Ratio 
and Bulk Density 
data of Free-Field 
values for UE-25 
RF #13 
Maximum Cross- Material not 
Sectional Area Of related, not 
used Stress Corrosion 
Cracks In The 
Outer Lid Of A 
Waste Package 
Summarizes rock Repeats or 
Summarizes 
MO9911SEPG 
RP34.000. 
dynamic 
properties. 
Calculates 
dynamic Young's ACC: 
MOL.19991005 modulus from 
wave velocities. .0235 , not 
used 
Summary of soil 
geomechanical 
properties for 
waste handling 
building and 
surface facilities. 
Repeats or 
summarizes 
MOL.19991215 
.0317 and 
NNA.19890327 
.0053. , not 
used 
June 2003
Table 1. DTNs Containing Potentially Relevant Data for Poisson’s Ratio and Young’s Modulus 
(Continued) 
TITLE DTN 
MO0109RIB00049.001 WASTE PACKAGE 
MATERIAL 
PROPERTIES: 
NEUTRON 
ABSORBING 
MATERIALS 
MO0111SEPBSWHB.000 BOREHOLE 
SUSPENSION DATA 
SUSPENSION S-WAVE 
(SHEAR-WAVE) AND PFOR 
WASTE WAVE (COMPRESSIONHANDLING 
BUILDING WAVE) VELOCITY DATA 
FROM BOREHOLES 
AREA. 
SITE 
CHARACTERIZATION LOCATED WITHIN THE 
WASTE HANDLING 
BUILDING SITE 
CHARACTERIZATION 
AREA. DATA HAS BEEN 
SUPERSEDED BY DTN: 
MO0204SEPBSWHB.001. 
MO0112BSUSPWHB.000 BOREHOLE 
AREA. 
SUSPENSION DATA 
FOR UE-25 RF #13 
AT THE WASTE 
HANDLING BUILDING FROM RF #13 LOCATED 
WITHIN THE WASTE SITE 
CHARACTERIZATION HANDLING BUILDING 
CHARACTERIZATION 
AREA. THESE DATA 
SUPERSEDES DATA 
PREVIOUSLY IDENTIFIED 
BY DTN: 
MO9903SEISVBDP.000 
AND 
MO0001SEPRSSMP.000. 
THESE DATA HAVE BEEN 
SUPERSEDED BY DTN: 
MO0204SEISDWHB.001. 
MO02045FTDSUSP.001 STATISTICS FOR 
SHEAR-WAVE 
VELOCITY, 
COMPRESSIONWAVE 
VELOCITY, 
AND POISSON'S 
RATIO BY 1.5 METER AND RF#29. MEAN 
VALUES OF SHEAR- DEPTH INTERVALS 
FROM SUSPENSION WAVE VELOCITY, 
SEISMIC 
MEASUREMENTS 
TDR-MGR-GE-000004 REV 00 
DESCRIPTION 
THE OBJECTIVE OF THE 
DATA ARE TO COMPILE 
AND IDENTIFY THE 
APPROPRIATE 
MATERIALS THAT WILL 
BE USED BY WASTE 
PACKAGE OPERATION 
AS INPUTS TO DESIGN, 
ANALYSIS, 
CALCULATIONS, AND 
TECHNICAL 
DOCUMENTS. THESE 
DATA SUPERSEDE DATA 
PREVIOUSLY IDENTIFIED 
BY DTN: 
MO9906RIB00049.000 
SUSPENSION S-WAVE 
(SHEAR-WAVE) AND PWAVE 
(COMPRESSIONWAVE) 
VELOCITY DATA 
STATISTICS FOR 
SUSPENSION SEISMIC 
MEASUREMENTS THAT 
WERE RECORDED AT 
BOREHOLES UE-25 
RF#13 TO RF#26, RF#28 
COMPRESSION-WAVE 
VELOCITY, AND 
POISSON'S RATIO ARE 
GIVEN FOR 1.5-METER 
63 
STATUS 
(AT 
START 
OF 
TYPE REVIEW) 
Q D 
Q A
A Q
Q D 
COMMENTS DISPOSITION 
Material not 
related, not 
used 
Waste package 
materials data: 
Physical 
properties of 
design materials. 
No rock property 
data included. 
Superseded, 
not used 
Data has been 
superseded by 
MO0204SEPBS 
WHB.001 
Superseded, 
not used 
Data has been 
superseded by 
MO0204SEISDW 
HB.001 
Repeats or 
Summarizes 
MO0204SEPB 
SWHB.001, not 
used 
Poisson's Ratio 
and Borehole 
Identifier data by 
depth interval of 
suspension wave 
velocity source to 
receiver test 
results from 
boreholes UE-25 
RF #14 through 
UE-25 RF #26, 
UE-25 RF #28, 
and UE-25 RF 
June 2003
Table 1. DTNs Containing Potentially Relevant Data for Poisson’s Ratio and Young’s Modulus 
(Continued) 
TITLE DTN 
MO0204EBSPYMPG.017 PHYSICAL AND 
MECHANICAL 
PROPERTIES OF 
GROUT 
MO0204RIB00124.000 ROCK DYNAMIC 
POISSON'S RATIO 
MO0204RIB00125.000 ROCK DYNAMIC SUMMARY OF EXISTING 
YOUNG'S MODULUS DATA ON ROCK DYNAMIC 
YOUNG'S MODULUS 
BASED ON THE 
RESEARCH THAT HAS 
BEEN ACCOMPLISHED 
BY THE SUBSURFACE 
DESIGN ORGANIZATION. 
MO0204RIB00126.000 INTACT ROCK 
POISSON'S RATIO 
TDR-MGR-GE-000004 REV 00 
DESCRIPTION 
INTERVALS OF DEPTH 
FOR EACH BOREHOLE. 
DIFFERENT 
COMPOSITIONS OF 
GROUT WERE TESTED 
TO DETERMINE THEIR 
PHYSICAL AND 
MECHANICAL 
PROPERTIES. SPECIFIC 
PROPERTIES TESTED 
FOR WERE: DENSITY, 
VOIDS, COMPRESSIVE 
STRENGTH, TENSILE 
STRENGTH, ELASTIC 
MODULUS, POISSON'S 
RATIO, COHESION, AND 
ANGLE OF INTERNAL 
FRICTION. 
SUMMARY OF EXISTING 
DATA ON ROCK DYNAMIC 
POISSON'S RATIO BASED 
ON THE RESEARCH THAT 
HAS BEEN 
ACCOMPLISHED BY THE 
SUBSURFACE DESIGN 
ORGANIZATION. 
SUMMARY OF EXISTING 
DATA ON INTACT ROCK 
POISSON'S RATIO BASED 
ON THE RESEARCH THAT 
HAS BEEN 
ACCOMPLISHED BY THE 
SUBSURFACE DESIGN 
ORGANIZATION. 
64 
STATUS 
(AT 
START 
OF 
TYPE REVIEW) 
A Q 
D U
U D 
U D 
COMMENTS DISPOSITION 
#29, 10/01/2000 
to 05/01/2002. 
Material not 
related, not 
used 
Physical 
properties of 
various types of 
mixtures of grout 
Sources of RIB Repeats or 
Item are summarizes, 
GS94040831223 not used 
2.010, 
SNL0204068700 
3.001, 
SNSAND8316460 
0.000, 
SNSAND9108940 
0.000 
Summary Of Repeats or 
Existing Data On summarizes 
Intact Rock GS940408312 
Young's Modulus 232.010, 
SNSAND9108 
9400.000, 
SNL02040687 
003.001, and 
SNSAND8316 
4600.000, not 
used 
SUMMARY OF Repeats or 
EXISTING DATA Summarizes, 
ON INTACT not used 
ROCK 
POISSON'S 
RATIO. 
June 2003
Table 1. DTNs Containing Potentially Relevant Data for Poisson’s Ratio and Young’s Modulus 
(Continued) 
DESCRIPTION TITLE DTN 
MO0204RIB00127.000 INTACT ROCK SUMMARY OF EXISTING 
YOUNG'S MODULUS DATA ON INTACT ROCK 
YOUNG'S MODULUS 
BASED ON THE 
RESEARCH THAT HAS 
BEEN ACCOMPLISHED 
BY THE SUBSURFACE 
DESIGN ORGANIZATION. 
MO0204RIB00129.000 IN SITU ROCK SUMMARY OF EXISTING 
YOUNG'S MODULUS DATA ON IN SITU ROCK 
YOUNG'S MODULUS 
BASED ON THE 
RESEARCH THAT HAS 
BEEN ACCOMPLISHED 
BY THE SUBSURFACE 
DESIGN ORGANIZATION. 
MO0204SEPBSWHB.001 BOREHOLE 
SUSPENSION DATA 
SUSPENSION S-WAVE 
(SHEAR-WAVE) AND PFOR 
WASTE WAVE (COMPRESSIONHANDLING 
BUILDING WAVE) ARRIVAL TIME 
AND VELOCITY DATA SITE 
CHARACTERIZATION FROM BOREHOLES 
AREA LOCATED WITHIN THE 
WASTE HANDLING 
BUILDING SITE 
CHARACTERIZATION 
AREA. THESE DATA 
SUPESEDE DATA 
PREVIOUSLY IDENTIFIED 
BY DTN: 
MO0111SEPBSWHB.000. 
65 TDR-MGR-GE-000004 REV 00 
STATUS 
(AT 
START 
OF 
TYPE REVIEW) 
U D 
Q D
A Q 
COMMENTS DISPOSITION 
SUMMARY OF Repeats or 
EXISTING DATA Summarizes 
ON INTACT (See list of 
ROCK YOUNG'S references) , 
MODULUS not used 
SNF39012298 
SUMMARY OF Repeats or 
EXISTING DATA summarizes 
ON IN SITU SN0011F3912 
ROCK YOUNG'S 298.023 and 
MODULUS 
001.002, not 
used 
Directly Used Seismic S-Wave 
Velocity, Seismic 
P-Wave Velocity, 
and Poisson's 
Ratio data based 
on receiver-toreceiver 
travel 
time data at 
boreholes UE-25 
RF #14 through # 
26, and #28 and 
#29, 07/06/2000 
to 10/18/2001. 
June 2003
Table 1. DTNs Containing Potentially Relevant Data for Poisson’s Ratio and Young’s Modulus 
(Continued) 
STATUS 
(AT 
START 
OF 
TYPE REVIEW) DESCRIPTION TITLE DTN 
Q D MO0204SEPFDSSS.000 PROFILES OF 
AVERAGE SHEARWAVE 
VELOCITY, 
COMPRESSIONSHEAR-
WAVE TRAVEL 
TIMES FROM 
SUSPENSION SEISMIC 
SOURCE-TO-RECEIVER 
MEASUREMENTS WERE 
ACCUMULATED WITH 
DEPTH AND PLOTTED AS 
TRAVEL TIME VERSUS 
DEPTH. STRAIGHT LINES 
WAVE VELOCITY 
AND POISSON'S 
RATIO FROM 
ACCUMULATED 
TRAVEL TIMES 
FROM SUSPENSION WERE FIT TO THE 
ORDERED PAIRS BY SEISMIC SURVEYS 
AT BOREHOLES UE- LINEAR REGRESSION. 
25 RF#14 TO #26 
AND RF#28 AND 
RF#29. 
THE SLOPES OF THE 
REGRESSION LINES ARE 
SHEAR-WAVE 
VELOCITIES. THE SAME 
PROCEDURE WAS 
FOLLOWED FOR SHEARWAVE 
TRAVEL TIMES 
FROM SUSPENSION 
SEISMIC RECEIVER-TORECEIVER 
MEASUREMENTS AND 
COMPRESSION-WAVE 
TRAVEL TIMES FROM 
SUSPENSION SEISMIC 
SOURCE-TO-RECEIVER 
MEASUREMENTS. 
Q D MO0204SUSPSEIS.001 STATISTICS FOR 
SHEAR-WAVE 
VELOCITY, 
COMPRESSIONSTATISTICS 
FOR 
SUSPENSION SEISMIC 
MEASUREMENTS THAT 
WERE RECORDED AT 
BOREHOLES UE-25 
RF#13 TO RF#26, RF#28 
AND RF#29. MEAN, 
WAVE VELOCITY, 
AND POISSON'S 
RATIO BY 
LITHOSTRATIGRAPH MEDIAN, STANDARD 
IC UNIT FROM 
SUSPENSION 
SEISMIC 
MEASUREMENTS 
DEVIATION, 
COEFFICIENT OF 
VARIATION AND COUNT 
ARE GIVEN FOR SHEARWAVE 
VELOCITY, 
COMPRESSION-WAVE 
VELOCITY, AND 
POISSON'S RATIO BY 
LITHOSTRATIGRAPHIC 
UNIT FOR EACH 
BOREHOLE AND FOR 
THE ENTIRE GROUP OF 
BOREHOLES TAKEN 
TOGETHER. 
66 TDR-MGR-GE-000004 REV 00 
COMMENTS DISPOSITION 
Poisson's Ratio 
data from 
accumulated 
travel times from 
Repeats or 
summarizes 
data from 
MO0204SEPB 
source-to-receiver SWHB.001, not 
used suspension test 
results vs depth 
at boreholes UE- 
25 RF #14 
through # 26, and 
#28 and #29, 
08/31/2000 to 
04/18/2002. 
Poisson's Ratio 
and Borehole 
Identifier data by 
Repeats or 
summarizes 
data from 
lithostratigraphic MO0204SEPB 
units from source SWHB.001, not 
used to receiver 
suspension 
seismic 
measurements 
from boreholes 
UE-25 RF #13 
through UE-25 
RF #26, UE-25 
RF #28, and UE- 
25 RF #29, 
10/01/2001 to 
05/10/2002. 
June 2003
Table 1. DTNs Containing Potentially Relevant Data for Poisson’s Ratio and Young’s Modulus 
(Continued) 
STATUS 
(AT 
START 
OF 
TYPE REVIEW) DESCRIPTION TITLE DTN 
Q D MO0205SEPPRDSV.000 PROFILES OF 
POISSON'S RATIO 
FROM DOWNHOLE 
SEISMIC VELOCITY 
PROFILES AT 
BOREHOLES UE-25 
RF#13 TO #26 AND 
RF#28 AND RF#29. 
THE SHEAR-WAVE 
VELOCITY AND 
COMPRESSION-WAVE 
VELOCITY PROFILES 
INTERPRETED AT 
BOREHOLES UE-25 
RF#13 TO RF#26 AND 
RF#28 AND RF#29 WERE 
USED TO COMPUTE 
POISSON'S RATIO. 
MO9008RIB00012.003 RIB ITEM#12/REV3: U D THIS RIB ITEM IS 
GEOLOGIC SUPERSEDED BY 
CHARACTERISTICS: MO9808RIB00041.000. 
STATIC ROCK 
MECHANICAL 
PROPERTIES. 
MO9212RIB00005.003 RIB ITEM#5/REV3: U D THESE DATA ARE 
GEOLOGIC SUPERSEDED BY DATA 
CHARACTERISTICS: IDENTIFIED BY DTN 
NO9808RIB00042.000. DYNAMIC SOIL 
MECHANICAL 
PROPERTIES. 
MO9808RIB00041.000 REFERENCE Q A THIS RIB ITEM 
INFORMATION BASE SUPERSEDES: 
DATA ITEM: ROCK 
GEOMECHANICAL 
PROPERTIES. 
MO9008RIB00013.003, 
MO8902RIB00016.003, 
MO8902RIB00009.003, 
MO9008RIB00012.003. 
THESE DATA HAVE BEEN 
PARTIALLY SUPERSEDED 
BY DATA IDENTIFIED 
WITH DTN: 
MO0008RIB00082.000, 
MO0003RIB00079.000. 
MO9808RIB00042.000 REFERENCE Q D THIS RIB ITEM 
INFORMATION BASE SUPERSEDES: 
DATA ITEM: - MO9212RIB00008.003, 
GEOLOGIC MO9212RIB00007.003, 
CHARACTERISTICS: MO9212RIB00005.003, 
SOIL 
GEOMECHANICAL 
PROPERTIES. 
MO9212RIB00006.003, 
MO9212RIB00004.003. 
THESE DATA HAVE BEEN 
SUPERSEDED BY DATA 
IDENTIFIED WITH DTN: 
MO0104RIB00042.001 
MO9906RIB00048.000 WASTE PACKAGE Q D 
MATERIAL 
PROPERTIES: 
WASTE FORM 
MATERIALS. 
THE OBJECTIVE OF THE 
DATA ARE TO COMPILE 
AND IDENTIFY THE 
APPROPRIATE 
MATERIALS THAT WILL 
BE USED BY WASTE 
PACKAGE OPERATION 
AS INPUTS TO DESIGN, 
ANALYSIS, 
CALCULATIONS, AND 
TECHNICAL DOCUMENTS 
67 TDR-MGR-GE-000004 REV 00 
COMMENTS DISPOSITION 
Poisson's Ratio Repeats or 
data from summarizes 
downhole seismic data from 
velocity profiles at MO0204SEPB 
boreholes UE-25 SWHB.001, not 
used RF #13 to UE-25 
RF #26, UE-25 
RF #28, and UE- 
25 RF #29, 
11/30/2001 to 
12/14/2001. 
RIB Item Superseded by 
superseded by MO9808RIB00 
one written by M. 041.000, not 
used Nash on rock 
geomechanical 
properties 
RIB Item Superceded by 
superseded by MO9808RIB00 
one written by M. 042.000, not 
used Nash on soil 
geomechanical 
properties 
RIB Item written 
by M. Nash on 
rock 
geomechanical 
properties 
Repeats or 
summarizes 
developed data 
in 
MOL.19959126 
.0004, not used 
RIB Item Superseded by 
superseded by MO0104RIB00 
one written by M. 042.001, not 
used Nash on soil 
geomechanical 
properties 
Material not 
related, not 
used 
Waste package 
materials data: 
Physical 
properties of 
design materials. 
No rock property 
data included. 
June 2003
Table 1. DTNs Containing Potentially Relevant Data for Poisson’s Ratio and Young’s Modulus 
(Continued) 
TITLE DTN 
MO9906RIB00049.000 WASTE PACKAGE 
MATERIAL 
PROPERTIES: 
NEUTRON 
ABSORBING 
MATERIALS. 
MO9906RIB00050.000 WASTE PACKAGE 
MATERIAL 
PROPERTIES: 
CERAMIC COATING 
MATERIALS. 
MO9906RIB00052.000 WASTE PACKAGE 
MATERIAL 
PROPERTIES: 
CORROSION 
RESISTANT 
MATERIALS. 
TDR-MGR-GE-000004 REV 00 
STATUS 
(AT 
START 
OF 
TYPE REVIEW) DESCRIPTION 
Q D THE OBJECTIVE OF THE 
DATA ARE TO COMPILE 
AND IDENTIFY THE 
APPROPRIATE 
MATERIALS THAT WILL 
BE USED BY WASTE 
PACKAGE OPERATION 
AS INPUTS TO DESIGN, 
ANALYSIS, 
CALCULATIONS, AND 
TECHNICAL 
DOCUMENTS. DATA 
HAVE BEEN 
SUPERSEDED BY DATA 
IDENTIFIED WITH DTN: 
MO0109RIB00049.001. 
Q D THE OBJECTIVE OF THE 
DATA ARE TO COMPILE 
AND IDENTIFY THE 
APPROPRIATE 
MATERIALS THAT WILL 
BE USED BY WASTE 
PACKAGE OPERATION 
AS INPUTS TO DESIGN, 
ANALYSIS, 
CALCULATIONS, AND 
TECHNICAL DOCUMENTS 
Q D THE OBJECTIVE OF THE 
DATA ARE TO COMPILE 
AND IDENTIFY THE 
APPROPRIATES 
MATERIALS THAT WILL 
BE USED BY WASTE 
PACKAGE OPERATION 
AS INPUTS TO DESIGN, 
ANALYSIS, 
CALCULATIONS, AND 
TECHNICAL 
DOCUMENTS. THESE 
DATA SUPERSEDE DATA 
PREVIOUSLY IDENTIFIED 
BY DTN(S): 
LL9708RIB0031A.001, 
LL9503RIB0032A.000, AND 
LL9503RIB0034A.000. ALL 
ALLOY 22 DATA FOUND 
IN THIS DTN HAVE BEEN 
SUPERSEDED BY DATA 
IDENTIFIED WITH DTN: 
MO0003RIB00071.000. 
ALL TITANIUM GRADES 7 
AND 16 DATA FOUND IN 
THIS DTN HAVE BEEN 
SUPERSEDED BY DATA 
IDENTIFIED WITH DTN: 
MO0003RIB00073.000. 
68 
COMMENTS DISPOSITION 
Material not 
related, not 
used 
Superseded by 
RIB Item written 
by M. Nash 
Material not 
related, not 
used 
Waste package 
materials data: 
Physical 
properties of 
design materials. 
No rock property 
data included. 
Material not 
related, not 
used 
Waste package 
materials data: 
Physical 
properties of 
design materials. 
No rock property 
data included. 
June 2003
Table 1. DTNs Containing Potentially Relevant Data for Poisson’s Ratio and Young’s Modulus 
(Continued) 
TITLE DTN 
MO9906RIB00053.000 WASTE PACKAGE 
MATERIAL 
PROPERTIES: 
CORROSION 
ALLOWANCE AND 
BASKET MATERIALS. BE USED BY WASTE 
MO9906RIB00054.000 WASTE PACKAGE 
MATERIAL 
PROPERTIES: 
STRUCTURAL 
MATERIALS. 
MO9911SEPGRP34.000 GEOTECHNICAL 
ROCK PROPERTIES 
TDR-MGR-GE-000004 REV 00 
DESCRIPTION 
THE OBJECTIVE OF THE 
DATA ARE TO COMPILE 
AND IDENTIFY THE 
APPROPRIATES 
MATERIALS THAT WILL 
PACKAGE OPERATION 
AS INPUTS TO DESIGN, 
ANALYSIS, 
CALCULATIONS, AND 
TECHNICAL 
DOCUMENTS. THESE 
DATA SUPERSEDE DATA 
PREVIOUSLY IDENTIFIED 
BY DTN(S): 
LL9708RIB0031A.001, 
LL9503RIB0032A.000, AND 
LL9503RIB0034A.000. ALL 
ALLOY 516 DATA IN THIS 
DTN HAVE BEEN 
SUPERSEDED BY DATA 
IDENTIFIED WITH DTN: 
MO0003RIB00072.000. 
THE OBJECTIVE OF THE 
DATA ARE TO COMPILE 
AND IDENTIFY THE 
APPROPRIATES 
MATERIALS THAT WILL 
BE USED BY WASTE 
PACKAGE OPERATION 
AS INPUTS TO DESIGN, 
ANALYSIS, 
CALCULATIONS, AND 
TECHNICAL 
DOCUMENTS. ALL ALLOY 
316N DATA FOUND IN 
THIS DTN HAVE BEEN 
SUPERSEDED BY DATA 
IDENTIFIED WITH DTN: 
MO0003RIB00076.000. 
GEOTECHNICAL ROCK 
PROPERTIES FOR USE IN 
SUBSURFACE DESIGN 
69 
STATUS 
(AT 
START 
OF 
TYPE REVIEW) 
Q D
D Q
Q D 
COMMENTS DISPOSITION 
Material not 
related, not 
used 
Waste package 
materials data: 
Physical 
properties of 
design materials. 
No rock property 
data included. 
Material not 
related, not 
used 
Waste package 
materials data: 
Physical 
properties of 
design materials. 
No rock property 
data included. 
Rock mass Repeats or 
Poisson's ratio summarizes 
mean and std dev values taken 
from other 
sources that 
by themal mech 
unit and rock 
mass quality 
used 
were 
category used by evaluated, not 
subsurface 
design 
June 2003
Table 1. DTNs Containing Potentially Relevant Data for Poisson’s Ratio and Young’s Modulus 
(Continued) 
TITLE DTN 
MO9912SPABAS00.001 BASIC PROPERTIES TWO NUMBERS ARE 
USED FROM THIS TABLE. 
1-COEFFICIENT OF 
THERMAL EXPANSION 
AND 2-MODULUS OF 
OF SEVERAL 
METALS FROM 
"STANDARD 
HANDBOOK FOR 
MECHANICAL 
ENGINEERS, 7TH 
EDITION" 
SN0011F3912298.023 PLATE-LOADING 
ROCK MASS 
MODULUS DATA 
(WITH RESULTS 
FROM 10/16/2000 
THROUGH 
10/17/2000) 
SN0108SD821723.001 UNIAXIAL AND 
TRIAXIAL 
COMPRESSION 
TEST DATA ON 
SAMPLES FROM SERIES ON TOPOPAH 
USW G-1 (VA SPRING TUFF. THESE 
SUPPORTING DATA) DATA SUPERSEDE DATA 
PREVIOUSLY IDENTIFIED 
BY DTN: 
SNSAND82172300.000. 
SNF35110695001.002 PRE-EXPERIMENT 
THERMALHYDROLOGICALMECHANICAL 
ANALYSES FOR THE 
ESF SINGLE HEATER 
TEST - PHASE 2. 
SNF35110695002.001 PRE-EXPERIMENT 
THERMALHYDROLOGICALMECHANICAL 
ANALYSES FOR THE 
ESF HEATED DRIFT 
TEST. 
SNF39012298001.002 PLATE-LOADING 
ROCK MASS 
MODULUS DATA. 
TDR-MGR-GE-000004 REV 00 
STATUS 
(AT 
START 
OF 
TYPE REVIEW) DESCRIPTION 
U A 
ELASTICITY FOR 
TITANIUM B 120VCA 
(AGED) FROM PAGE 6-10, 
THESE DATA HAVE BEEN 
SUPERSEDED BY DATA 
IDENTIFIED WITH DTN: 
MO0003SPABPS00.002. 
Q D ROCK MASS MODULUS 
DATA FOR THE PLATELOADING 
TEST. THESE 
DATA SUPPORT SITE 
RECOMMENDATION. 
DEVELOPED DATA FROMD U 
SAND82-1723 FOR 
UNIAXIAL AND TRIAXIAL 
COMPRESSION TEST 
Q SANDIA LETTER REPORT, D 
SLTR96-0005. 
Q SANDIA LETTER REPORT, D 
SLTR97-0002. 
D Q PLATE-LOADING ROCK 
MASS MODULUS DATA. 
70 
COMMENTS DISPOSITION 
Material not 
related, not 
used 
Properties of 
metals from 
engineering 
handbook 
Young's data Not Directly 
obtained from the Related (In Situ 
plate loading test measurements 
collected near the which differ 
heated drift, ESF from Intact 
Measurements 
) , not used 
Compressive Corroborating, 
Strength, Young's carried forward 
Modulus, and for evaluation 
Poisson's Ratio 
data of 
rock samples 
from the Topopah 
Spring Member of 
USW G-1 
Repeats or 
Summarizes 
average values 
Presents values 
of Poisson of 
0.165 and Y of 
32.4 from from 
SNL2208019600 SNL22080196 
1.002 
SNL02100196 
001.001, not 
001.002, not 
used 
Derived values of Repeats or 
Young's modulus summarizes 
for rock mass 
based on RMR 
values. Poisson used 
ratio based on 
SNL0210019600 
1.001 (intact rock 
data from heated 
drift samples) 
Modulus of Material not 
Deformation data related, not 
(Plate Loading used 
Rock Mass 
Modulus data) 
from Borehole 
#187 and #188 
June 2003
Table 1. DTNs Containing Potentially Relevant Data for Poisson’s Ratio and Young’s Modulus 
(Continued) 
TITLE DTN 
SNL01B05059301.001 THERMAL 
EXPANSION DATA 
FOR DRILLHOLE 
NRG-6, SAMPLES 
FROM DEPTH 28.8 
TO 416.0 FEET, 
AMBIENT TO 100 
DEG. C. 
SNL01B05059301.002 THERMAL 
EXPANSION DATA 
FROM USW NRG-6 
DRILLHOLE FROM 
DEPTH OF 28.8 FT. 
TO 416.0 FT. 
SNL02000000011.000 MATRIX 
COMPRESSIVE 
TESTS OF THE 
TOPOPAH SPRING 
MEMBER IN USW 
GU-3. 
SNL02000000012.000 UNIAXIAL AND 
TRIAXIAL 
COMPRESSION 
TEST SERIES ON 
TOPOPAH SPRING 
TUFF. 
SNL02021391002.001 DIRECT SHEAR TEST NORMAL COMPRESSION A U 
AND SHEAR TESTS. WITH DIFFERENT 
BOUNDARY 
CONDITIONS. 
SNL02030180001.001 MATRIX 
COMPRESSIVE 
TESTS TO 
CHARACTERIZE 
TUFFS FROM UE- 
25A#1 AND THE 
LASER DRIFT IN GTUNNEL. 
SNL02030193001.001 MECHANICAL 
PROPERTIES DATA 
FOR DRILLHOLE 
USW NRG-6 
SAMPLES FROM 
DEPTH 22.2 FT. TO 
328.7 FT. 
TDR-MGR-GE-000004 REV 00 
DESCRIPTION 
MEAN COEFFICIENTS OF A 
THERMAL EXPANSION 
(CTE'S), MINIMUM AND 
MAXIMUM 
INSTANTANEOUS CTE, 
SAMPLE DIMENSIONS, 
SAMPLE VOLUME, PREAND 
POST-TEST SAMPLE 
MASSES. 
THIS DATA HAS BEEN 
SUPERSEDED BY DATA 
IDENTIFIED BY DTN: 
SNL01B05059301.003. 
MATRIX COMPRESSIVE 
TESTS OF THE TOPOPAH 
SPRING MEMBER IN USW 
GU-3 
UNIAXIAL AND TRIAXIAL 
COMPRESSION TEST 
SERIES ON TOPOPAH 
SPRING TUFF 
MATRIX COMPRESSIVE 
TESTS TO 
CHARACTERIZE TUFFS 
FROM UE-25A#1 AND THE 
LASER DRIFT IN GTUNNEL. 
ULTRASONIC 
VELOCITIES, STATIC 
ELASTIC PROPERTIES, & 
UNCONFINED 
STRENGTH. VA 
SUPPORTING DATA. 
71 
STATUS 
(AT 
START 
OF 
TYPE REVIEW) COMMENTS DISPOSITION 
Q Material not 
related, not 
used 
Thermal 
Expansion data 
for borehole 
NRG-6. 
Q A 
SNL01B05059 
301.003, not 
DATA HAS BEEN Superseded by 
SUPERSEDED 
BY DATA 
IDENTIFIED BY used 
DTN: 
SNL01B0505930 
1.003. 
A U UNIAXIAL Repeats or 
COMPRESSION summarizes 
TEST ON TUFF SNSAND8316 
FROM NEVADA 4600.000, not 
TEST SITE used 
A U Supporting 
records, not 
UNIAXIAL AND 
TRIAXIAL 
COMPRESSION used 
TEST SERIES 
ON TOPOPAH 
SPRING TUFF. 
Cyclic normal Supporting 
compression tests records, not 
on multiple used 
samples (includes 
time, 
displacement, 
and shear load) 
U A Corroborating, 
carried forward 
for evaluation 
Data summaries 
(1-2p) contain 
some Poisson 
and Young's 
measurements for 
UE-25 #1 
samples. 
QV A Directly Used Unconfined 
Compression 
Tests of Porosity 
and Static Elastic 
Properties 
(Poisson and 
Young's values) 
from USW NRG-6 
June 2003
Table 1. DTNs Containing Potentially Relevant Data for Poisson’s Ratio and Young’s Modulus 
(Continued) 
STATUS 
(AT 
START 
OF 
TYPE REVIEW) DESCRIPTION TITLE DTN 
QV A SNL02030193001.002 MECHANICAL 
PROPERTIES DATA 
FOR DRILLHOLE 
USW NRG-6 
SAMPLES FROM 
DEPTH 22.2 FT TO 
427.0 FT. 
ULTRASONIC 
VELOCITIES, STATIC 
ELASTIC PROPERTIES, 
UNCONFINED 
STRENGTH, TRIAXIAL 
STRENGTH, TENSILE 
STRENGTH, & AVERAGE 
GRAIN DENSITY. VA 
SUPPORTING DATA. 
SNL02030193001.003 MECHANICAL QV A ULTRASONIC 
PROPERTIES DATA VELOCITIES, STATIC 
FOR DRILLHOLE UE- ELASTIC PROPERTIES, 
25NRG#2 SAMPLES 
FROM DEPTH 170.4 
FT. TO 200.0 FT. 
UNCONFINED 
STRENGTH, TENSILE 
STRENGTH, & AVERAGE 
GRAIN DENSITY. 
A QV Static Poisson SNL02030193001.004 MECHANICAL 
PROPERTIES DATA 
FOR DRILLHOLE 
USW NRG-6 
SAMPLES FROM 
DEPTH 462.3 FT. TO 
1085.0 FT. 
ULTRASONIC 
VELOCITIES, STATIC 
ELASTIC PROPERTIES, 
UNCONFINED 
STRENGTH, & AVERAGE 
GRAIN DENSITY. VA 
SUPPORTING DATA. 
SNL02030193001.005 MECHANICAL QNV A ULTRASONIC 
PROPERTIES DATA VELOCITIES, STATIC 
FOR DRILLHOLE UE- ELASTIC PROPERTIES, 
25NRG#3 SAMPLES 
FROM DEPTH 15.4 
FT. TO 297.1 FT. 
UNCONFINED 
STRENGTH, TENSILE 
STRENGTH, & AVERAGE 
GRAIN DENSITY. 
SNL02030193001.006 MECHANICAL A QV Young's Modulus, Directly Used 
Poisson's Ratio 
and Compressive 
Strength data 
from UE-25 NRG 
#2a 
ULTRASONIC 
PROPERTIES DATA VELOCITIES, STATIC 
FOR DRILL HOLE UE- ELASTIC PROPERTIES, 
25NRG#2A SAMPLES UNCONFINED 
FROM DEPTH 90.0 
FT. TO 254.5 FT. 
STRENGTH, TENSILE 
STRENGTH, & AVERAGE 
GRAIN DENSITY. 
SNL02030193001.007 MECHANICAL QV A ULTRASONIC 
PROPERTIES DATA VELOCITIES, STATIC 
FOR DRILL HOLE UE- ELASTIC PROPERTIES, 
25NRG#3 SAMPLES 
FROM DEPTH 263.3 
FT. TO 265.7 FT. 
TRIAXIAL STRENGTH, & 
AVERAGE GRAIN 
DENSITY. 
SNL02030193001.008 MECHANICAL QV A 
416.0 FT. 
ULTRASONIC 
PROPERTIES DATA VELOCITIES, STATIC 
FOR DRILL HOLE ELASTIC PROPERTIES, 
USW NRG-6 SAMPLE TRIAXIAL STRENGTH, & 
AVERAGE GRAIN 
DENSITY. VA 
SUPPORTING DATA. 
72 TDR-MGR-GE-000004 REV 00 
COMMENTS DISPOSITION 
Directly Used Unconfined 
Compression 
Tests of Porosity 
and Static Elastic 
Properties 
(Poisson and 
Young's values) 
from USW NRG-6 
Young's Modulus, Directly Used 
Poisson's Ratio, 
and Compressive 
Strength data of 
samples from 
borehole UE-25 
NRG #2 
Directly Used 
and Young's 
values from USW 
NRG-6 samples. 
Young's Modulus, Directly Used 
Poisson's Ratio, 
and Compressive 
Strength data 
from Unconfined 
Compression 
Tests from UE-25 
NRG #3 
Young's Modulus, Directly Used 
Poisson's Ratio 
and Compressive 
Strength data 
from samples 
taken from 
borehole UE-25 
NRG #3 
Directly Used Static Elastic 
Properties, 
Compressive 
Strength, 
Porosity, and Dry 
Bulk Density data 
for USW NRG-6 
June 2003
Table 1. DTNs Containing Potentially Relevant Data for Poisson’s Ratio and Young’s Modulus 
(Continued) 
TITLE DTN 
SNL02030193001.012 MECHANICAL 
PROPERTIES DATA 
FOR DRILLHOLE 
UE25 NRG-5 
SAMPLES FROM 
DEPTH 847.2 FT. TO 
896.5 FT. 
SNL02030193001.013 MECHANICAL 
PROPERTIES DATA 
FOR DRILLHOLE 
UE25 NRG-2B 
SAMPLES FROM 
DEPTH 2.7 FT. TO 
87.6 FT. 
SNL02030193001.014 MECHANICAL 
PROPERTIES DATA 
FOR DRILLHOLE 
UE25 NRG-4 
SAMPLES FROM 
DEPTH 378.1 FT. TO 
695.8 FT. 
SNL02030193001.015 MECHANICAL 
PROPERTIES DATA 
FOR DRILLHOLE 
UE25 NR G-4 
SAMPLES FROM 
DEPTH 527.0 FT. 
SNL02030193001.016 MECHANICAL 
PROPERTIES DATA 
FOR DRILLHOLE 
USW NRG-7/7A 
SAMPLES FROM 
DEPTH 18.0 FT TO 
472.9 FT. 
SNL02030193001.018 MECHANICAL 
PROPERTIES DATA 
FOR DRILLHOLE 
USW NRG-7/7A 
SAMPLES FROM 
DEPTH 344.4 FT. 
TDR-MGR-GE-000004 REV 00 
STATUS 
(AT 
START 
OF 
TYPE REVIEW) DESCRIPTION 
QV A ULTRASONIC 
VELOCITIES, STATIC 
ELASTIC PROPERTIES, & 
UNCONFINED 
STRENGTH. 
QNV A ULTRASONIC 
VELOCITIES, STATIC 
ELASTIC PROPERTIES, 
UNCONFINED 
STRENGTH, TENSILE 
STRENGTH, & POROSITY. 
QV A GRAIN DENSITY, 
POROSITY, UNCONFINED 
STRENGTH, ELASTIC 
PROPERTIES, & 
INDIRECT TENSILE 
STRENGTH. 
ULTRASONIC 
VELOCITIES, STATIC 
ELASTIC PROPERTIES, 
TRIAXIAL STRENGTH, 
DRY BULK DENSITY, & 
POROSITY. 
A QNV Young's Modulus, Directly Used 
Poisson's Ratio 
and Compressive 
Strength data 
from Confined 
Compression 
tests from 
borehole UE-25 
NRG #4 
ULTRASONIC 
VELOCITIES, STATIC 
ELASTIC PROPERTIES, & 
UNCONFINED 
STRENGTH. 
A QNV Static Young's 
Modulus, Static 
Poisson's Ratio 
and Compressive 
Strength data 
from Unconfined 
Compression 
Tests from USW 
NRG-7a 
ULTRASONIC 
VELOCITIES, STATIC 
ELASTIC PROPERTIES, 
TRIAXIAL STRENGTH, 
DRY BULK DENSITY & 
POROSITY. 
A QV Static Young's 
Modulus, Static 
Poisson's Ratio, 
and Compressive 
Strength data 
from Confined 
Compression 
Tests of USW 
NRG-7a samples 
73 
COMMENTS DISPOSITION 
Young's Modulus, Directly Used 
Poisson's Ratio, 
and Compressive 
Strength data 
from Unconfined 
Compression 
Tests of UE-25 
NRG #5 
Young's Modulus, Directly Used 
Poisson's Ration 
and Compressive 
Strength data 
from Unconfined 
Compression 
Tests from UE-25 
NRG #2b, 
11/04/1993. 
Young's Modulus, Directly Used 
Poisson's Ratio 
and Compressive 
Strength data 
from Unconfined 
Compression 
tests from UE-25 
NRG #4 
Directly Used 
Directly Used 
June 2003
Table 1. DTNs Containing Potentially Relevant Data for Poisson’s Ratio and Young’s Modulus 
(Continued) 
TITLE DTN 
SNL02030193001.019 MECHANICAL 
PROPERTIES DATA 
FOR DRILLHOLE 
USW NRG-7/7A 
SAMPLES FROM 
DEPTH 507.4 FT. TO 
881.0 FT. 
SNL02030193001.020 MECHANICAL 
PROPERTIES DATA 
FOR DRILLHOLE 
USW NRG-7/7A 
SAMPLES FROM 
DEPTH 554.7 FT. TO 
1450.1 FT. 
SNL02030193001.021 MECHANICAL 
PROPERTIES DATA 
FOR DRILLHOLE 
USW NRG-7/7A 
SAMPLES FROM 
DEPTH 345.0 FT. TO 
1408.6 FT. 
SNL02030193001.022 MECHANICAL 
PROPERTIES DATA 
FOR DRILL HOLE 
USW NRG-6 
SAMPLES FROM 
DEPTH 5.7 FT. TO 
1092.3 FT. 
SNL02030193001.023 MECHANICAL 
PROPERTIES DATA 
FOR DRILLHOLE 
USW SD-12 
SAMPLES FROM 
DEPTH 16.1 FT TO 
1300.3 FT. 
TDR-MGR-GE-000004 REV 00 
DESCRIPTION 
GRAIN DENSITY, 
POROSITY, UNCONFINED 
STRENGTH, CONFINED 
STRENGTH, ELASTIC 
PROPERTIES, AND 
INDIRECT TENSILE 
STRENGTH. 
ULTRASONIC 
VELOCITIES, STATIC 
ELASTIC PROPERTIES, 
UNCONFINED 
STRENGTH, TRIAXIAL 
STRENGTH, DRY BULK 
DENSITY & POROSITY. 
MECHANICAL 
PROPERTIES DATA 
(ULTRASONIC 
VELOCITIES, STATIC 
ELASTIC PROPERTIES, 
TRIAXIAL STRENGTH, 
DRY BULK DENSITY & 
POROSITY) FOR 
DRILLHOLE USW NRG- 
7/7A SAMPLES FROM 
DEPTH 345.0 FT. TO 
1408.6 FT. 
ULTRASONIC 
VELOCITIES, STATIC 
ELASTIC PROPERTIES, 
TRIAXIAL STRENGTH, 
DRY BULK DENSITY & 
POROSITY. 
MECHANICAL 
PROPERTIES DATA 
(ULTRASONIC 
VELOCITIES, STATIC 
ELASTIC PROPERTIES, 
UNCONFINED 
STRENGTH, TRIAXIAL 
STRENGTH, DRY BULK 
DENSITY & POROSITY) 
FOR DRILLHOLE USW SD- 
12 SAMPLES FROM 
DEPTH 16.1 FT TO 1300.3 
FT. 
74 
STATUS 
(AT 
START 
OF 
TYPE REVIEW) COMMENTS DISPOSITION 
QV A Static Young's 
Modulus, Static 
Poisson's Ratio 
and Compressive 
Strength data 
from 
Unconfined/Confi 
ned Compression 
tests from 
borehole USW 
NRG-7a 
QV A Young Modulus, 
Poisson’s Ratio 
and Compressive 
strength data of 
Unconfined 
Compression test 
from USW NRG- 
7a. 
A QV Static Young's 
Modulus, Static 
Poisson's Ratio 
and Compressive 
Strength data 
from Confined 
Compression 
Tests from USW 
NRG-7a 
A QV Static Young's 
Modulus, Static 
Poisson's Ration 
and Compressive 
Strength data 
from Confined 
Compression 
Tests from USW 
NRG-6 
A QV Static Young's 
Modulus, Static 
Poisson's Ratio 
and Compressive 
Strength data 
from Pressure 
Effects tests from 
borehole USW 
SD-12, 
07/17/1995 to 
07/31/1995. 
Directly Used 
Directly Used 
Directly Used 
Directly Used 
Directly Used 
June 2003
Table 1. DTNs Containing Potentially Relevant Data for Poisson’s Ratio and Young’s Modulus 
(Continued) 
TITLE DTN 
SNL02030193001.024 ELEVATED 
TEMPERATURE 
CONFINED 
COMPRESSION 
TESTS 
SNL02030193001.025 MECHANICAL 
PROPERTIES DATA 
FOR BOREHOLE 
USW SD-9. 
SNL02030193001.026 MECHANICAL 
PROPERTIES DATA 
FOR BOREHOLE 
USW SD-9. 
SNL02030193001.028 CONFINED 
COMPRESSION 
EXPERIMENTS AT 
150 DEGREES C ON 
TSW2 TUFF FROM 
BOREHOLE USW SD- USW SD-9 
9. 
SNL02033084001.001 MATRIX 
COMPRESSIVE 
TESTS OF THE 
TOPOPAH SPRING 
MEMBER IN USW G- 
2. 
SNL02033084002.001 PARAMETER 
EFFECTS ON 
MATRIX 
COMPRESSIVE 
PROPERTIES OF 
THE TOPOPAH 
SPRING MEMBER AT BUTTE. 
BUSTED BUTTE. 
SNL02040184001.001 EFFECTS OF 
LITHOPHYSAE ON 
THE MATRIX 
COMPRESSIVE 
PROPERTIES. 
TDR-MGR-GE-000004 REV 00 
STATUS 
(AT 
START 
OF 
TYPE REVIEW) DESCRIPTION 
QV A (ULTRASONIC 
VELOCITIES, STATIC 
ELASTIC PROPERTIES, 
UNCONFINED 
STRENGTH, TRIAXIAL 
STRENGTH, DRY BULK 
DENSITY & POROSITY) 
FOR DRILLHOLE USW SD- 
9 SAMPLES FROM DEPTH 
52.6 FT. TO 2222.9 FT. 
A Q THIS DATA HAS BEEN 
SUPERSEDED BY DTN: 
SNL02030193001.026. 
QV THIS DATA SUPERSEDES A 
DATA PREVIOUSLY 
IDENTIFIED BY DTN: 
SNL02030193001.025. 
CONFINED 
COMPRESSION 
EXPERIMENTS AT 150 
DEGREES C ON TSW2 
TUFF FROM BOREHOLE 
A QV Young's Modulus, Directly Used 
Poisson's Ratio 
and Compressive 
Strength data 
from Elevated 
Temperature 
Confined 
Compression 
Tests from 
borehole USW 
SD-9 
U A MATRIX COMPRESSIVE 
TESTS OF THE TOPOPAH 
SPRING MEMBER IN USW 
G-2. 
U A PARAMETER EFFECTS 
ON MATRIX 
COMPRESSIVE 
PROPERTIES OF THE 
TOPOPAH SPRING 
MEMBER AT BUSTED 
U A PHYSICAL PROPERTIES 
AND LITHOPHYSAL 
DETERMINATION FOR 
LARGE DIAMETER 
SAMPLES OF THE 
TOPOPAH SPRING 
MEMBER AT BUSTED 
BUTTE. 
75 
COMMENTS DISPOSITION 
Young's Modulus, Directly Used 
Poisson's Ratio 
and Compressive 
Strength data 
from Elevated 
Temperature 
Confined 
Compression 
Tests from USW 
SD-9 
Superseded, 
not used 
Data has been 
superseded by 
SNL0203019300 
1.026 
Young's Modulus, Directly Used 
Poisson's Ratio 
and Compressive 
Strength data 
from Pressure 
Effects Tests from 
borehole USW 
SD-9. 
Supporting 
records, not 
used 
Calibration And 
Test Data: 
Compressive 
Tests Of The 
Topopah Spring 
Member In USW 
G-2 (C) 
Corroborating, 
carried forward 
for evaluation 
Constant strain 
rate testing on 
Topopah Spring 
Tuff reported in 
RSI/TLM-144, 
5/21/87. 
Supporting 
records, not 
used 
Test Report For 
Samples For 
Uniaxial 
Compression 
Test On Large 
Lithophysal 
Samples Of 
Busted Butte Tuff 
June 2003
Table 1. DTNs Containing Potentially Relevant Data for Poisson’s Ratio and Young’s Modulus 
(Continued) 
DESCRIPTION TITLE DTN 
SNL02040687003.001 MECHANICAL COMPRESSIVE TESTS AT A 
CENTIGRADE, 10-9 S-1, 
PC=PP=0.1 MPA. 
PROPERTY DATA TO 22 DEGREES 
ANALYZE THE 
RESPONSE OF 
SAMPLES OF UNIT 
TSW2 TO HIGH 
TEMPERATURE 
AND/OR LOW 
STRAIN RATES. 
SPRING MEMBER 
WELDED TUFF. 
SNL02040687004.001 CREEP IN TOPOPAH SANDIA REPORT, 
SAND94-2585 BY R. J. 
MARTIN III, R. H. PRICE, 
P.J. BOYD, AND J. S. 
NOEL. 
DETERMINATIONS OF 
THE EFFECT OF SAMPLE 
SIZE ON THE 
MECHANICAL 
PROPERTIES OF THE 
WELDED TOPOPAH 
SPRING MEMBER, 
BUSTED BUTTE. 
SNL02062685001.001 DETERMINATIONS 
OF THE EFFECT OF 
SAMPLE SIZE ON 
THE MECHANICAL 
PROPERTIES OF 
THE WELDED 
TOPOPAH SPRING 
MEMBER, BUSTED 
BUTTE. 
SNL02072983001.001 LABORATORY LABORATORY 
COMPARISON OF COMPARISON OF 
MECHANICAL MECHANICAL 
COMPRESSIVE DATA COMPRESSIVE DATA 
FROM MATRIX FROM MATRIX 
COMPRESSIVE COMPRESSIVE TESTS 
TESTS USING USING BUSTED BUTTE 
BUSTED BUTTE OUTCROP SAMPLES. 
OUTCROP SAMPLES. 
SNL02072983002.001 LABORATORY LABORATORY 
COMPARISON OF COMPARISON OF 
MECHANICAL MECHANICAL 
COMPRESSIVE DATA COMPRESSIVE DATA 
FROM MATRIX FROM MATRIX 
COMPRESSIVE COMPRESSIVE TESTS 
TESTS USING USING BUSTED BUTTE 
BUSTED BUTTE OUTCROP SAMPLES. 
OUTCROP SAMPLES. 
SNL02072983003.001 LABORATORY LABORATORY 
COMPARISON OF COMPARISON OF 
MECHANICAL MECHANICAL 
COMPRESSIVE DATA COMPRESSIVE DATA 
FROM MATRIX FROM MATRIX 
COMPRESSIVE COMPRESSIVE TESTS 
TESTS USING THE USING THE BUSTED 
BUSTED BUTTE BUTTE OUTCROP 
OUTCROP SAMPLES. SAMPLES. 
76 TDR-MGR-GE-000004 REV 00 
STATUS 
(AT 
START 
OF 
TYPE REVIEW) 
U
QNV A
A U
U A 
U A
A U 
COMMENTS DISPOSITION 
Corroborating, 
carried forward 
for evaluation 
DATA FROM 
FILE, 
cla1214p.DAT, 
Data From A Set 
of Six 
Experiments At 
Room Pressure 
And Temperature 
And an Axial 
Strain Rate Of 10- 
9 S-1 
Directly Used Laboratory 
analyses of creep 
in Topopah 
Spring Welded 
Tuff from Busted 
Butte 
Supporting 
records, not 
used 
Uniaxial 
compressive 
stress 
measurements on 
Welded Topopah 
Spring Member, 
Busted Butte. 
Corroborating, 
carried forward 
for evaluation 
Summary of 
triaxial 
compressive 
stress 
measurements on 
Busted Butte 
outcrop material. 
Supporting 
records, not 
used 
Laboratory 
Comparison Of 
Mechanical 
Compressive 
Data From Matrix 
Compressive 
Tests Using 
Busted Butte 
Outcrop Samples. 
Triaxial Corroborating, 
compressive tests carried forward 
on Topopah for evaluation 
Spring tuff at 
Busted Butte 
used as 
comparison. 
June 2003
Table 1. DTNs Containing Potentially Relevant Data for Poisson’s Ratio and Young’s Modulus 
(Continued) 
TITLE DTN 
SNL02100181001.001 LABORATORY 
COMPARISON OF 
MATRIX 
COMPRESSIVE 
TESTS USING THE 
CALICO HILLS 
MEMBER IN USW G-1 
SNL02100196001.001 UNCONFINED 
COMPRESSION 
TESTS ON 
SPECIMENS FROM 
THE DRIFT SCALE 
TEST AREA OF THE 
EXPLORATORY 
STUDIES FACILITY 
AT YUCCA 
MOUNTAIN, NEVADA. 
SNL02120584001.001 MATRIX 
COMPRESSIVE 
TESTS TO 
DETERMINE 
PARAMETER 
EFFECTS. 
SNL04021384001.001 CHARACTERIZATION CHARACTERIZATION OF 
SAMPLES IN SUPPORT 
OF MECHANICAL 
TESTING ON DENSELY 
WELDED SAMPLES OF 
OF SAMPLES IN 
SUPPORT OF 
MECHANICAL 
TESTING ON 
DENSELY WELDED 
SAMPLES OF THE 
TOPOPAH SPRING 
MEMBER FROM 
BUSTED BUTTE. 
SNL04041990001.001 USW G-1 PROBE 
DATA TOPOPAH 
SPRING MEMBER. 
SNL22080196001.002 UNCONFINED 
COMPRESSION 
TESTS ON 
SPECIMENS FROM 
THE SINGLE HEATER 
TEST AREA IN THE 
THERMAL TESTING 
FACILITY AT YUCCA 
MOUNTAIN, NEVADA. 
TDR-MGR-GE-000004 REV 00 
DESCRIPTION 
LABORATORY 
COMPARISON OF MATRIX 
COMPRESSIVE TESTS 
USING THE CALICO HILLS 
MEMBER IN USW G-1. 
VA SUPPORTING DATA. 
TEMPERATURE, 
PRESSURE, STRAIN 
RATE AND SATURATION 
ON MECHANICAL 
PROPERTIES OF THE 
TOPOPAH SPRING 
MEMBER. 
THE TOPOPAH SPRING 
MEMBER FROM BUSTED 
BUTTE. 
USW G-1 PROBE DATA 
TOPOPAH SPRING 
MEMBER. 
VA SUPPORTING DATA. 
77 
STATUS 
(AT 
START 
OF 
TYPE REVIEW) 
U A 
QNV A 
U A 
U A
A U
QV A 
COMMENTS DISPOSITION 
records, not 
Individual uniaxial Supporting 
and triaxial tests 
on Calico Hills used 
Member in USW 
G-1 
Directly Used Static Young's 
Modulus data of 
Drift Scale 
Characterization 
specimens from 
the Drift Scale 
Test Area of the 
Exploratory 
Studies Facility 
Supporting 
records, not 
used 
Compression 
Tests For Nnwsi 
Test Series On 
10-Ae Tuff 
"Busted Butte" 
100% Saturated 
Supporting 
records, not 
used 
Compression 
Tests On 10-Ae 
Tuff "Busted- 
Butte" 100% 
Saturated 22 
Degrees C 
Supporting 
records, not 
used 
Chemical 
Composition 
Data-Topopah 
Spring, 
Lithophysal 
(Vapor Phase 
Altered) Matrix 
Young's Modulus, Directly Used 
Poisson's Ratio, 
and Compressive 
Strength data 
from unconfined 
compression tests 
in the Single 
Heater Test Area 
in the ESF 
June 2003
Table 1. DTNs Containing Potentially Relevant Data for Poisson’s Ratio and Young’s Modulus 
(Continued) 
TITLE DTN 
SNL22080196001.003 POSTTEST 
LABORATORY 
THERMAL AND 
MECHANICAL (SHT) FINAL REPORT, 
CHARACTERIZATION SUBMITTED UNDER DTN: 
FOR SINGLE 
HEATER TEST (SHT) 
BLOCK. 
SNL23030598001.001 UNCONFINED 
COMPRESSION 
TESTS ON CAST-INPLACE 
CONCRETE 
SPECIMENS FROM 
THE DRIFT SCALE 
TEST IN THE ESF 
(EXPLORATORY 
STUDIES FACILITY) 
AT YUCCA 
MOUNTAIN, NEVADA. 
SNL23030598001.002 INTERIM REPORT DATA APPEAR IN 
ON CREEP TESTING APPENDIX E OF THE 
REPORT SUBMITTED OF CAST-IN-PLACE 
CONCRETE. 
CAST-IN-PLACE 
CONCRETE. 
SNL23030598001.003 CREEP TESTING OF THESE DATA 
SUPERSEDE DATA 
PREVIOUSLY IDENTIFIED 
BY DTN: 
SNL23030598001.002 
SNL23100198001.001 LABORATORY 
TESTING OF 
CONCRETE 
PROPERTIES AT 
ELEVATED 
TEMPERATURES 
SNSAND80145300.000 ROCK MECHANICS 
PROPERTIES OF 
VOLCANIC TUFFS 
FROM THE NEVADA 
TEST SITE. 
SNSAND81166400.000 EFFECTS OF TRIAXIAL TEST DATA 
ELEVATED PRESENTED IN SANDIA 
TEMPERATURE AND REPORT, SAND81-1664, 
BY W. A. OLSSON PORE PRESSURE 
ON THE 
MECHANICAL 
BEHAVIOR OF 
BULLFROG TUFF. 
TDR-MGR-GE-000004 REV 00 
STATUS 
(AT 
START 
OF 
TYPE REVIEW) DESCRIPTION 
QNV A THESE DATA APPEAR IN 
SECTION 5.1 OF THE 
SINGLE HEATER TEST 
SNF35110695001.009 
A Q UNCONFINED 
COMPRESSION TESTS 
ON CAST-IN-PLACE 
CONCRETE SPECIMENS 
FROM THE DRIFT SCALE 
TEST IN THE ESF 
(EXPLORATORY STUDIES 
FACILITY) AT YUCCA 
MOUNTAIN, NEVADA. 
Q A 
UNDER DTN: 
SNF39012298002.002. 
THESE DATA HAVE BEEN 
SUPERSEDED BY DTN: 
SNL23030598001.003. 
Q A
A Q LABORATORY TESTING 
OF CONCRETE 
PROPERTIES AT 
ELEVATED 
TEMPERATURES 
(INCLUDING AGGREGATE 
CHARACTERIZATION) 
U D SAND80-1453. 
NNA.870406.0497. VA 
SUPPORTING DATA. 
U A 
78 
COMMENTS DISPOSITION 
Directly Used Unconfined 
Compression 
tests data of Dry 
Bulk Density and 
Elastic Properties 
of the Single 
Heater Test, 
Posttest 
characterization 
specimens 
Material not 
related, not 
used 
Poisson's Ratio 
and Young’s 
Modulus data of 
cast-in-place 
concrete 
specimens from 
the Drift Scale 
Test Area of the 
ESF, 01/30/1998 
to 02/10/1998. 
Superseded, 
not used 
Data has been 
superseded by 
SNL2303059800 
1.003 
related, not 
Elastic Properties Material not 
of cast-in-place 
concrete. Data used 
supersede data 
previously 
identified by DTN: 
SNL2303059800 
1.002. 
Material not 
related, not 
used 
Elastic Moduli of 
Creep 
Specimens, 
06/01/1998 to 
12/22/1998. 
Mechanical Corroborating, 
Properties data of carried forward 
Tuff Samples for evaluation 
from UE-25 a #1 
Triaxial Test data Corroborating, 
for the Bullfrog carried forward 
Member of the for evaluation 
Crater Flat Tuff 
from USW G-1, 
01/01/1981 to 
12/01/1981. 
June 2003
Table 1. DTNs Containing Potentially Relevant Data for Poisson’s Ratio and Young’s Modulus 
(Continued) 
TITLE DTN 
SNSAND82048100.000 UNIAXIAL 
COMPRESSION 
TEST SERIES ON 
BULLFROG TUFF. 
SNSAND82105500.000 UNIAXIAL 
COMPRESSION 
TEST SERIES ON 
TRAM TUFF. 
SNSAND82131400.000 UNIAXIAL AND 
TRIAXIAL 
COMPRESSION 
TEST SERIES ON 
DATA FROM SAND82- 
1314: 1) LOAD CELL 
LVDT'S, AND DISK GAGE 
CALIBRATION DATA; 2) 
CALICO HILLS TUFF. ALUMINUM SAMPLE 
SNSAND82131500.000 ANALYSIS OF ROCK SANDIA REPORT, 
MECHANICS 
PROPERTIES OF 
VOLCANIC TUFF 
UNITS FROM YUCCA 
MOUNTAIN, NEVADA 
TEST SITE. 
SNSAND82172300.000 LOAD CELL LVDT'S DEVELOPED DATA FROM D 
AND DISK GAGE SAND 82-1723: 1) LOAD 
CALIBRATION DATA; CELL LVDT'S AND DISK 
ALUMINUM SAMPLE 
CALIBRATION DATA 
GAGE CALIBRATION 
DATA; 2) ALUMINUM 
I.D. MN LOAD SAMPLE CALIBRATION 
FRAME; LOAD CELL, DATA I.D. MN LOAD 
FRAME; 3) LOAD CELL, LVDT'S AND DISK 
GAGE CALIBRATION LVDT'S AND DISK GAGE 
DATA 1.8 MN FRAME; CALIBRATION DATA 1.8 
AND ALUMINUM MN FRAME; 4) ALUMINUM 
SAMPLE SAMPLE CALIBRATION 
CALIBRATION DATA - DATA - COMPRESSION 
COMPRESSION 
TESTS. 
SNSAND83164600.000 EXPERIMENTAL 
DATA OF FULLY 
SATURATED AND 
WET SAMPLES; 
STATIC 
MECHANICAL 
PROPERTIES OF GU- DESCRIPTIONS; 5) BRIEF 
3 760.9 SAMPLES; 
ULTRASONIC 
VELOCITY DATA; 
AND DYNAMIC 
TDR-MGR-GE-000004 REV 00 
DESCRIPTION 
LABORATORY 
COMPRESSIVE DATA 
PRESENTED IN SANDIA 
REPORT, SAND82-0481, 
BY R. H. PRICE, A. K. 
JONES, AND K. G. NIMICK 
LABORATORY 
COMPRESSIVE DATA 
PRESENTED IN SANDIA 
REPORT, SAND82-1055, 
BY R. H. PRICE, AND K. G. 
NIMICK. 
CALIBRATION DATA; AND 
3) EXPERIMENTAL DATA - 
COMPRESSION TESTS. 
SAND82-1315, BY R. H. 
PRICE. VA SUPPORTING 
DATA. 
TESTS. THESE DATA 
HAVE BEEN 
SUPERSEDED BY DTN: 
SN0108SD821723.001. 
1) LOAD CELL LVDT AND 
DISK GAGE CALIBRATION 
DATA; 2) ALUMINUM 
SAMPLE CALIBRATION 
DATA; 3) SAMPLE DATA; 
4) BRIEF SAMPLE 
SAMPLE DESCRIPTIONS - 
SYMBOLS KEY; 6) 
EXPERIMENTAL DATA - 
FULLY SATURATED 
79 
STATUS 
(AT 
START 
OF 
TYPE REVIEW) 
A U 
A U
U D 
U D 
U
U D 
COMMENTS DISPOSITION 
Corroborating, 
carried forward 
for evaluation 
Uniaxial 
Compression 
Test Series 
samples from the 
Bullfrog Member 
of the Crater Flat 
Tuff in USW G-1 
Corroborating, 
carried forward 
for evaluation 
Uniaxial 
Compression 
Test series on 
samples from the 
Tram Tuff 
Member of the 
Crater Flat Tuff in 
USW G-1 
Mechanical Corroborating, 
Properties data carried forward 
from Uniaxial and for evaluation 
Triaxial 
Compression test 
series on Calico 
Hills Tuffs 
Repeats or 
Summarizes, 
not used 
Analysis of rock 
mechanics 
properties of 
volcanic tuff units 
from Yucca 
Mountain 
Superseded, 
not used 
Data has been 
superseded by 
SN0108SD82172 
3.001 
Corroborating, 
carried forward 
for evaluation 
SAND83-1646: 
UNIAXIAL 
COMPRESSION 
TEST SERIES 
ON TOPOPAH 
SPRING TUFF 
FROM USW GU- 
3, YUCCA 
MOUNTAIN, 
SOUTHERN 
June 2003
Table 1. DTNs Containing Potentially Relevant Data for Poisson’s Ratio and Young’s Modulus 
(Continued) 
DTN TITLE 
ELASTIC MODEL OF SAMPLES; 7) 
GU-3 760.9 SAMPLES EXPERIMENTAL DATA - 
WET SAMPLES; 8) STATIC COMPRESSION 
TEST. 
SNSAND84086000.000 PETROLOGICAL, 
MINERALOGICAL, 
MECHANICAL AND 
BULK PROPERTIES 
OF LITHOPHYSAL 
TUFF. 
SNSAND84110100.000 UNIAXIAL AND 
TRIAXIAL 
COMPRESSION 
TEST SERIES ON 
TOPOPAH SPRING 
TUFF FROM USW G- 
4. 
SNSAND85070300.000 UNIAXIAL AND 
TRIAXIAL 
COMPRESSION 
TEST SERIES ON 
THE TOPOPAH 
SPRING MEMBER 
FROM USW G-2, 
YUCCA MOUNTAIN, 
NEVADA. 
SNSAND85070900.000 EFFECTS OF 
SAMPLE SIZE ON 
THE MECHANICAL 
BEHAVIOR OF THE 
TOPOPAH SPRING 
TUFF. 
SNSAND85076200.000 BULK, THERMAL, 
AND MECHANICAL 
PROPERTIES OF 
THE TOPOPAH 
SPRING MEMBER OF 
THE PAINTBRUSH 
TUFF, YUCCA 
MOUNTAIN, NEVADA. 
TDR-MGR-GE-000004 REV 00 
DESCRIPTION 
MECHANICAL 
PROPERTIES OF GU-3 
760.9 SAMPLES; 9) 
ULTRASONIC VELOCITY 
DATA; 10) DYNAMIC 
ELASTIC MODEL OF GU-3 
760.9 SAMPLES 
COMPRESSION TEST. 
VA SUPPORTING DATA. 
SAND84-1101 
NNA.890804.0032. VA 
SUPPORTING DATA. 
BULK DENSITY, GRAIN 
DENSITY, POROSITY, 
UNIAXIAL AND TRIAXIAL 
COMPRESSIVE 
STRENGTH, POISSONS 
RATIO, AND YOUNGS 
MODULUS DATA FROM 
SAND85-0703. VA 
SUPPORTING DATA. 
MECHANICAL 
PROPERTIES DATA 
PRESENTED IN SANDIA 
REPORT, SAND85-0709, 
BY R. H. PRICE (VA 
SUPPORTING DATA) 
SAND85-0762. 
NNA.871013.0012 
80 
STATUS 
(AT 
START 
OF 
TYPE REVIEW) 
U D 
U D 
U D
A U 
D U 
COMMENTS DISPOSITION 
NEVADA. 
Corroborating, 
carried forward 
for evaluation 
Poisson's ratio 
and Young’s 
Modulus data of 
Lithophysal 
samples taken 
from the Topopah 
Spring Member 
Corroborating, 
carried forward 
for evaluation 
Poisson's ratio 
and Young’s 
Modulus data of 
Uniaxial and 
Triaxial 
Compression test 
on Topopah 
Spring Tuff from 
USW G-4 
Corroborating, 
carried forward 
for evaluation 
Poisson's ratio 
and Young’s 
Modulus data 
from compression 
test series on the 
Topopah Spring 
Member from 
USW G-2, 
06/21/1985 to 
05/31/1987. 
Mechanical Corroborating, 
Properties data carried forward 
for samples taken for evaluation 
from Busted Butte 
in the Topopah 
Spring Member 
Compressive Repeats or 
Strength, Young's Summarizes, 
Modulus and not used 
Poisson's Ratio 
data for unit 
TSw2 as a 
function of 
confining 
pressure from 
various sites 
within the Yucca 
Mountain vicinity 
June 2003
Table 1. DTNs Containing Potentially Relevant Data for Poisson’s Ratio and Young’s Modulus 
(Continued) 
TITLE DTN 
SNSAND86101500.000 SUMMARY OF 
GEOMECHANICAL 
MEASUREMENTS 
TAKEN IN AND 
AROUND THE GTUNNEL 
UNDERGROUND 
FACILITY, NTS. 
SNSAND86113100.000 PETROLOGIC AND SAND86-1131 BY R. H. 
MECHANICAL PRICE, J. R. CONNOLLY, 
PROPERTIES OF K. KEIL. HQS.880517.1704. 
OUTCROP SAMPLES VA SUPPORTING DATA. 
OF THE WELDED, 
DEVITRIFIED 
TOPOPAH SPRING 
MEMBER OF THE 
PAINTBRUSH TUFF. 
SNSAND86713000.000 LABORATORY 
DETERMINATION OF 
THE MECHANICAL, 
ULTRASONIC AND 
HYDROLOGIC 
PROPERTIES OF 
WELDED TUFF 
FROM THE GROUSE 
CANYON HEATED 
BLOCK SITE. 
SNSAND91089400.000 ANISOTROPY OF 
THE TOPOPAH 
SPRING MEMBER 
TUFF. 
SNSAND92045000.000 ROCK MASS 
MECHANICAL 
PROPERTY 
ESTIMATIONS FOR 
THE YUCCA 
MOUNTAIN SITE 
CHARACTERIZATION 
PROJECT. 
SNSAND92084700.000 THE EFFECT OF 
FREQUENCY ON 
YOUNG'S MODULUS 
AND SEISMIC WAVE 
ATTENUATION. 
TDR-MGR-GE-000004 REV 00 
DESCRIPTION 
SAND86-1015. 
NNA.870526.0015 
SAND86-7130. 
LABORATORY DATA 
PRESENTED IN SANDIA 
REPORT, SAND91-0894, 
BY R. J. MARTIN III, R. H. 
PRICE, P. J. BOYD, R. W. 
HAUPT 
SAND92-0450 
SAND92-0847.
81 
STATUS 
(AT 
START 
OF 
TYPE REVIEW) 
U D 
U D 
U D 
QNV A 
U D 
U D 
COMMENTS DISPOSITION 
Repeats or 
Summarizes, 
not used 
Summary Of 
Geomechanical 
Measurements 
Taken In And 
Around The GTunnel 
Underground 
Facility, NTS 
Corroborating, 
carried forward 
for evaluation 
Poisson's ratio 
and Young’s 
Modulus data of 
outcrop samples 
of the Topopah 
Springs Member 
on the southeast 
flanks of Busted 
Butte 
Not Directly 
Related, not 
used 
Poisson's ratio 
and Young’s 
Modulus data of 
welded tuff 
samples from the 
Grouse Canyon 
Heated Block site, 
01/01/1986 to 
07/01/1987. 
One table of Status 
values presented. changed to 
Unqualified. 
Corroborating, 
carried forward 
for evaluation 
Repeats or 
summarizes 
values taken 
from other 
sources, not 
used 
ROCK MASS 
MECHANICAL 
PROPERTY 
ESTIMATIONS 
FOR THE 
YUCCA 
MOUNTAIN SITE 
CHARACTERIZA 
TION PROJECT 
summarizes, 
Measurements of Repeats or 
cyclic loading 
not used 
June 2003
Table 1. DTNs Containing Potentially Relevant Data for Poisson’s Ratio and Young’s Modulus 
(Continued) 
DTN 
UN0110MWD027MK.001 LYTHOPHYSAL 
POROSITY 
STRESS/STRAIN 
MODEL 
Table 2. DTNs That Were Qualified and Verified at the Start of the Review 
DTN 
SNL02030193001.001 
SNL02030193001.002 
SNL02030193001.003 
SNL02030193001.004 
SNL02030193001.006 
SNL02030193001.007 
SNL02030193001.008 
SNL02030193001.012 
SNL02030193001.014 
TDR-MGR-GE-000004 REV 00 
STATUS 
(AT 
START 
OF 
TYPE REVIEW) DESCRIPTION TITLE COMMENTS DISPOSITION 
Q A Model 
input/output, 
not used 
FINITE DIFFERENCE 
ANALYSIS (USING FLAC) 
OF THE INFLUENCE OF 
LYTHOPHYSAL 
POROSITY ON THE INSITU 
STRESS/STRAIN 
PROPERTIES OF 
TOPOPAH SPRING TUFF 
Output From 
Finite Difference 
Analysis of The 
Influence of 
Lithophysal 
Porosity on the 
In-Situ 
Stress/Strain 
Properties of 
Topopah Spring 
Tuff 
DTNs SUPPLYING QUALIFIED DATA 
TITLE USED IN 
MECHANICAL PROPERTIES DATA FOR ANL-MGR-GE-000003 Rev. 00 ICN 00 
DRILLHOLE USW NRG-6 SAMPLES FROM CAL-WPS-GE-000001 Rev. 00 ICN 00 
DEPTH 22.2 FT. TO 328.7 FT. 
ANL-MGR-GE-000003 Rev. 00 ICN 00 
CAL-WPS-GE-000001 Rev. 00 ICN 00 
MECHANICAL PROPERTIES DATA FOR 
DRILLHOLE USW NRG-6 SAMPLES FROM 
DEPTH 22.2 FT TO 427.0 FT. 
ANL-MGR-GE-000003 Rev. 00 ICN 00 
CAL-WPS-GE-000001 Rev. 00 ICN 00 
MECHANICAL PROPERTIES DATA FOR 
DRILLHOLE UE-25NRG#2 SAMPLES 
FROM DEPTH 170.4 FT. TO 200.0 FT. 
MECHANICAL PROPERTIES DATA FOR Design 
DRILLHOLE USW NRG-6 SAMPLES FROM ANL-EBS-MD-000027 Rev. 01 ICN 01 
DEPTH 462.3 FT. TO 1085.0 FT. ANL-MGR-GE-000003 Rev. 00 ICN 00 
CAL-WPS-GE-000001 Rev. 00 ICN 00 
ANL-MGR-GE-000003 Rev. 00 ICN 00 
CAL-WPS-GE-000001 Rev. 00 ICN 00 
MECHANICAL PROPERTIES DATA FOR 
DRILL HOLE UE-25NRG#2A SAMPLES 
FROM DEPTH 90.0 FT. TO 254.5 FT. 
ANL-MGR-GE-000003 Rev. 00 ICN 00 
CAL-WPS-GE-000001 Rev. 00 ICN 00 
MECHANICAL PROPERTIES DATA FOR 
DRILL HOLE UE-25NRG#3 SAMPLES 
FROM DEPTH 263.3 FT. TO 265.7 FT. 
ANL-MGR-GE-000003 Rev. 00 ICN 00 
CAL-WPS-GE-000001 Rev. 00 ICN 00 
MECHANICAL PROPERTIES DATA FOR 
DRILL HOLE USW NRG-6 SAMPLE 416.0 
FT. 
MECHANICAL PROPERTIES DATA FOR Design 
DRILLHOLE UE25 NRG-5 SAMPLES FROM ANL-EBS-MD-000027 Rev. 01 ICN 01 
DEPTH 847.2 FT. TO 896.5 FT. ANL-MGR-GE-000003 Rev. 00 ICN 00 
CAL-WPS-GE-000001 Rev. 00 ICN 00 
MECHANICAL PROPERTIES DATA FOR ANL-MGR-GE-000003 Rev. 00 ICN 00 
DRILLHOLE UE25 NRG-4 SAMPLES FROM CAL-WPS-GE-000001 Rev. 00 ICN 00 
DEPTH 378.1 FT. TO 695.8 FT. 
June 2003 82
Table 2. DTNs That Were Qualified and Verified at the Start of the Review 
(Continued) 
DTN 
SNL02030193001.019 
SNL02030193001.020 
SNL02030193001.021 
SNL02030193001.018 
SNL02030193001.026 
SNL02030193001.028 
SNL22080196001.002 
MO0204SEPBSWHB.0 
01 
TDR-MGR-GE-000004 REV 00 
DTNs SUPPLYING QUALIFIED DATA 
TITLE 
MECHANICAL PROPERTIES DATA FOR 
DRILLHOLE USW NRG-7/7A SAMPLES 
FROM DEPTH 507.4 FT. TO 881.0 FT. 
MECHANICAL PROPERTIES DATA FOR 
DRILLHOLE USW NRG-7/7A SAMPLES 
FROM DEPTH 554.7 FT. TO 1450.1 FT. 
MECHANICAL PROPERTIES DATA 
(ULTRASONIC VELOCITIES, STATIC 
ELASTIC PROPERTIES, TRIAXIAL 
STRENGTH, DRY BULK DENSITY & 
POROSITY) FOR DRILLHOLE USW NRG- 
7/7A SAMPLES FROM DEPTH 345.0 FT. 
TO 1408.6 FT. 
MECHANICAL PROPERTIES DATA FOR 
DRILLHOLE USW NRG-7/7A SAMPLES 
FROM DEPTH 344.4 FT. 
MECHANICAL PROPERTIES DATA 
(ULTRASONIC VELOCITIES, ELASTIC 
MODULI AND FRACTURE STRENGTH) 
FOR BOREHOLE USW SD-9. 
CONFINED COMPRESSION 
EXPERIMENTS AT 150 DEGREES C ON 
TSW2 TUFF FROM BOREHOLE USW SD-9. 
UNCONFINED COMPRESSION TESTS ON Design 
SPECIMENS FROM THE SINGLE HEATER ANL-NBS-HS-000041 Rev. 00 ICN 00 
TEST AREA IN THE THERMAL TESTING 
FACILITY AT YUCCA MOUNTAIN, 
NEVADA. 
BOREHOLE SUSPENSION DATA FOR 
WASTE HANDLING BUILDING SITE 
CHARACTERIZATION AREA
83 
USED IN 
Design 
ANL-EBS-MD-000027 Rev. 01 ICN 01 
ANL-MGR-GE-000003 Rev. 00 ICN 00 
CAL-WPS-GE-000001 Rev. 00 ICN 00 
Design 
ANL-EBS-MD-000027 Rev. 01 ICN 01 
ANL-MGR-GE-000003 Rev. 00 ICN 00 
CAL-WPS-GE-000001 Rev. 00 ICN 00 
Design 
ANL-EBS-MD-000027 Rev. 01 ICN 01 
ANL-MGR-GE-000003 Rev. 00 ICN 00 
CAL-WPS-GE-000001 Rev. 00 ICN 00 
ANL-MGR-GE-000003 Rev. 00 ICN 00 
CAL-WPS-GE-000001 Rev. 00 ICN 00 
Design 
ANL-EBS-MD-000027 Rev. 01 ICN 01 
ANL-MGR-GE-000003 Rev. 00 ICN 00 
Design 
ANL-MGR-GE-000003 Rev. 00 ICN 00 
CAL-WPS-GE-000001 Rev. 00 ICN 00 
June 2003
Table 3. Qualified DTNs That Required Verification at the Start of the Review 
DTN 
GS921283114220.006 
GS921283114220.008 
GS921283114220.009 
GS940408312232.010 
LL990205304243.032 
SNL02030193001.005 
SNL02030193001.013 
SNL02030193001.015 
SNL02030193001.016 
SNL02040687004.001 
SNL02100196001.001 
SNL22080196001.003 
SNSAND91089400.000 ANISOTROPY OF THE TOPOPAH SPRING 
MEMBER TUFF. 
TDR-MGR-GE-000004 REV 00 
DTN TITLE 
PULSE VELOCITIES AND ULTRASONIC 
ELASTIC CONSTANTS OF INTACT ROCK 
CORE TEST SPECIMENS. 
UNIAXIAL COMPRESSION AND ELASTIC 
PROPERTIES OF INTACT ROCK CORE 
SPECIMENS FROM UE-25 NRG#1. 
TRIAXIAL COMPRESSION AND ELASTIC 
PROPERTIES OF INTACT ROCK CORE TEST 
SPECIMENS FROM UE-25 NRG#1. 
ELASTIC WAVE VELOCITY MEASUREMENTS 
IN PLUG CORE SAMPLES FROM BOREHOLE 
UE-25 UZ #16, YUCCA MOUNTAIN, NYE 
COUNTY, NEVADA. 
EFFECT OF RADIATION ON STRENGTH OF 
TOPOPAH SPRINGS TUFF 
MECHANICAL PROPERTIES DATA FOR 
DRILLHOLE UE-25NRG#3 SAMPLES FROM 
DEPTH 15.4 FT. TO 297.1 FT. 
MECHANICAL PROPERTIES DATA FOR 
DRILLHOLE UE25 NRG-2B SAMPLES FROM 
DEPTH 2.7 FT. TO 87.6 FT. 
MECHANICAL PROPERTIES DATA FOR 
DRILLHOLE UE25 NR G-4 SAMPLES FROM 
DEPTH 527.0 FT. 
MECHANICAL PROPERTIES DATA FOR 
DRILLHOLE USW NRG-7/7A SAMPLES FROM 
DEPTH 18.0 FT TO 472.9 FT. 
CREEP IN TOPOPAH SPRING MEMBER 
WELDED TUFF 
UNCONFINED COMPRESSION TESTS ON 
SPECIMENS FROM THE DRIFT SCALE TEST 
AREA OF THE EXPLORATORY STUDIES 
FACILITY AT YUCCA MOUNTAIN, NEVADA. 
POSTTEST LABORATORY THERMAL AND 
MECHANICAL CHARACTERIZATION FOR 
SINGLE HEATER TEST (SHT) BLOCK. 
84 
USED IN 
None 
None 
None 
Design 
Design 
ANL-MGR-GE-000003 Rev. 00 
ICN 00 CAL-WPS-GE-000001 
Rev. 00 ICN 00 
ANL-MGR-GE-000003 Rev. 00 
ICN 00 CAL-WPS-GE-000001 
Rev. 00 ICN 00 
ANL-MGR-GE-000003 Rev. 00 
ICN 00 CAL-WPS-GE-000001 
Rev. 00 ICN 00 
ANL-MGR-GE-000003 Rev. 00 
ICN 00 CAL-WPS-GE-000001 
Rev. 00 ICN 00 
Design 
Design 
ANL-NBS-HS-000041 Rev. 00 ICN 
00 
ANL-NBS-HS-000041 Rev. 00 ICN 
00 BAB000000-01717-5700-00005 
Rev. 00 ICN 01 
Design 
June 2003
Table 4. DTNs that Required Qualification at the Start of the Review 
DTN 
SN0108SD821723.001 
SNL02030180001.001 
SNL02040687003.001 
SNL02033084002.001 
SNL02072983001.001 
SNL02072983003.001 
SNSAND80145300.000 ROCK MECHANICS PROPERTIES OF VOLCANIC TUFFS 
FROM THE NEVADA TEST SITE. 
EFFECTS OF ELEVATED TEMPERATURE AND PORE 
SNSAND81166400.000 PRESSURE ON THE MECHANICAL BEHAVIOR OF 
SNSAND82048100.000 UNIAXIAL COMPRESSION TEST SERIES ON BULLFROG 
SNSAND82105500.000 UNIAXIAL COMPRESSION TEST SERIES ON TRAM TUFF. 
SNSAND82131400.000 UNIAXIAL AND TRIAXIAL COMPRESSION TEST SERIES ON None 
EXPERIMENTAL DATA OF FULLY SATURATED AND WET 
SAMPLES; STATIC MECHANICAL PROPERTIES OF GU-3 
SNSAND83164600.000 760.9 SAMPLES; ULTRASONIC VELOCITY DATA; AND 
DYNAMIC ELASTIC MODEL OF GU-3 760.9 SAMPLES 
COMPRESSION TEST. 
SNSAND84086000.000 PETROLOGICAL, MINERALOGICAL, MECHANICAL AND BULK Design 
PROPERTIES OF LITHOPHYSAL TUFF. 
UNIAXIAL AND TRIAXIAL COMPRESSION TEST SERIES ON 
SNSAND84110100.000 TOPOPAH SPRING TUFF FROM USW G-4, YUCCA 
MOUNTAIN, NEVADA. 
UNIAXIAL AND TRIAXIAL COMPRESSION TEST SERIES ON 
SNSAND85070300.000 THE TOPOPAH SPRING MEMBER FROM USW G-2, YUCCA 
SNSAND85070900.000 EFFECTS OF SAMPLE SIZE ON THE MECHANICAL 
BEHAVIOR OF THE TOPOPAH SPRING TUFF. 
PETROLOGIC AND MECHANICAL PROPERTIES OF 
SNSAND86113100.000 OUTCROP SAMPLES OF THE WELDED, DEVITRIFIED 
TDR-MGR-GE-000004 REV 00 
DTN TITLE 
UNIAXIAL AND TRIAXIAL COMPRESSION TEST DATA ON 
SAMPLES FROM USW G-1 
MATRIX COMPRESSIVE TESTS TO CHARACTERIZE TUFFS 
FROM UE-25A#1 AND THE LASER DRIFT IN G-TUNNEL. 
MECHANICAL PROPERTY DATA TO ANALYZE THE 
RESPONSE OF SAMPLES OF UNIT TSW2 TO HIGH 
TEMPERATURE AND/OR LOW STRAIN RATES. 
PARAMETER EFFECTS ON MATRIX COMPRESSIVE 
PROPERTIES OF THE TOPOPAH SPRING MEMBER AT 
BUSTED BUTTE. 
LABORATORY COMPARISON OF MECHANICAL 
COMPRESSIVE DATA FROM MATRIX COMPRESSIVE TESTS 
USING BUSTED BUTTE OUTCROP SAMPLES. 
LABORATORY COMPARISON OF MECHANICAL 
COMPRESSIVE DATA FROM MATRIX COMPRESSIVE TESTS 
USING THE BUSTED BUTTE OUTCROP SAMPLES. 
BULLFROG TUFF. 
TUFF. 
CALICO HILLS TUFF. 
MOUNTAIN, NEVADA. 
TOPOPAH SPRING MEMBER OF THE PAINTBRUSH TUFF. 
85 
USED IN 
Design 
None 
Design 
None 
Design 
Design 
Design 
Design 
None 
None 
None 
Design 
Design 
Design 
Design 
June 2003
Table 5. Summary of Static Test Results for Poisson’s Ratio under Saturated and Ambient Conditions 
Formation 
Tmr 
Tpc 
Tpy 
Tpp 
Tpt 
TDR-MGR-GE-000004 REV 00 
Lithostratigraphic 
Condition Unit 
Saturation Number of 
Tests 
Sat. 
Sat. Tpki 
Tpbt5 -
- Tpcrv 
Sat. Tpcrn 
Ambient 
Tpcrl -
Sat. Tpcpul 
Ambient 
Sat. Tpcpmn 
Ambient 
Sat. Tpcpll 
Sat. Tpcpln 
Sat. Tpcpv2 
Sat. Tpcpv1 
Sat. Tpbt4 
Ambient 
Sat. 
Sat. Tpbt3 
Ambient 
Sat. 
Ambient 
Sat. Tpbt2 
- Tptrv 
Sat. Tptrn 
Ambient 
Sat. Tptrl 
Sat. Tptpul 
Sat. Tptpmn 
Ambient 
Sat. Tptpll 
Sat. Tptpln 
Mean 
Value 
0.034 5 
0.187 7
- - - - - - 
- - 
0.204 17 
0.163 3
- - - - - - 
0.186 5 
0.165 4 
0.199 18 
0.176 3 
0.206 19 
0.205 27 
0.120 5 
0.100 4 
0.170 1 
0.160 1 
0.156 5 
0.280 1 
0.165 1 
0.284 10 
0.285 2 
0.208 6 
- - 
0.227 93 
0.213 8 
0.367 4 
0.242 12 
0.209 76 
0.186 55 
0.217 41 
0.228 39 
86 
Median 
Value 
Standard 
Deviation 
0.02 0.025 
0.15 0.137 
- - 
0.20 0.034 
0.16 0.015 
0.20 0.021 
0.16 0.019 
0.20 0.037 
0.18 0.005 
0.22 0.050 
0.21 0.023 
0.13 0.048 
0.08 0.078 
- - 
- - 
0.15 0.008 
- - 
- - 
0.27 0.123 
0.29 0.077 
0.17 0.102 
- - 
0.21 0.065 
0.21 0.060 
0.30 0.155 
0.21 0.127 
0.21 0.039 
0.18 0.043 
0.20 0.070 
0.23 0.040 
Maximum 
Value 
Minimum 
Value 
0.07 0.01 
0.48 0.05 
- - 
0.29 0.15 
0.18 0.15 
0.20 0.15 
0.19 0.15 
0.29 0.12 
0.18 0.17 
0.32 0.07 
0.26 0.16 
0.19 0.06 
0.21 0.03 
- - 
- - 
0.17 0.15 
- - 
- - 
0.53 0.09 
0.34 0.23 
0.40 0.13 
- - 
0.45 0.02 
0.30 0.13 
0.60 0.28 
0.46 0.09 
0.33 0.10 
0.39 0.12 
0.40 0.11 
0.31 0.12 
June 2003
Table 5. Summary of Static Test Results for Poisson’s Ratio under Saturated and Ambient Conditions 
(Continued) 
Lithostratigraphic 
Formation Unit 
Tptpv3 
Tptpv2 
Tac 
Tacbt 
Tcprn 
Tcplc 
Tcplv Tcp 
Tcpbt 
Tcbuv 
Tcbuc 
Tcb 
Tcbm 
Tcblv 
Tcbbt 
Tctrn 
Tctuc 
Tctuv Tct 
Tctlc 
Tctlv 
TDR-MGR-GE-000004 REV 00 
Mean 
Value Condition 
Saturation Number of 
Tests 
0.246 3 Ambient 
0.226 8 Sat. 
0.203 3 Sat. 
0.264 23 Sat. 
0.248 9 Ambient 
0.325 4 Sat. 
0.216 3 Ambient 
0.300 1 Ambient 
0.180 1 Ambient 
0.110 1 Sat. 
0.116 3 Sat. 
0.142 4 Sat. 
0.190 1 Ambient 
0.140 1 Sat. 
0.186 3 Ambient 
0.120 4 Sat. 
0.135 2 Sat. 
0.255 2 Sat. 
0.345 2 Sat. 
0.160 3 Sat. 
0.230 1 Sat. 
0.223 10 Sat. 
87 
Median 
Value 
Standard 
Deviation 
0.23 0.047 
0.18 0.090 
0.21 0.020 
0.26 0.082 
0.27 0.053 
0.33 0.042 
0.20 0.028 
- - 
- - 
- - 
0.12 0.005 
0.15 0.023 
- - 
- - 
0.23 0.120 
0.13 0.028 
0.16 0.007 
0.26 0.021 
0.35 0.049 
0.16 0.020 
- - 
0.23 0.078 
Maximum 
Value 
Minimum 
Value 
0.30 0.21 
0.39 0.15 
0.22 0.18 
0.45 0.09 
0.31 0.14 
0.37 0.27 
0.25 0.20 
- - 
- - 
- - 
0.12 0.11 
0.16 0.11 
- - 
- - 
0.28 0.05 
0.14 0.08 
0.14 0.13 
0.27 0.24 
0.38 0.31 
0.18 0.14 
- - 
0.31 0.09 
June 2003
Table 6. Summary of Static Test Results for Young’s Modulus under Saturated and Ambient Conditions 
Formation 
Tmr 
Tpc 
Tpy 
Tpp 
Tpt 
TDR-MGR-GE-000004 REV 00 
Lithostratigraphic 
Condition Unit 
Saturation Number of 
Tests 
Sat. 
- Tpki 
Tpbt5 -
- Tpcrv 
Sat. Tpcrn 
Tpcrl -
Sat. Tpcpul 
Ambient 
Sat. Tpcpmn 
Ambient 
Sat. Tpcpll 
Sat. Tpcpln 
Sat. Tpcpv3 
Sat. Tpcpv2 
Sat. Tpcpv1 
Ambient Tpbt4 
Sat. 
Sat. 
Sat. Tpbt3 
Ambient 
Sat. 
Ambient 
Sat. Tpbt2 
Ambient 
- - 
Sat. Tptrv3 
Sat. Tptrn 
Sat. Tptrl 
Sat. Tptpul 
Sat. Tptpmn 
Ambient 
Mean 
Value 
(GPa) 
3.60 12 
- -
- - - - - - 
- - 
15.16 17
- - - - - - 
23.72 5 
22.24 16 
35.56 19 
31.31 14 
30.96 8 
34.28 27 
2.10 1 
13.10 4 
3.26 3 
2.90 1 
0.25 2 
5.24 5 
1.30 2 
1.80 2 
0.98 10 
1.20 3 
0.66 6 
0.60 2 
- - 
0.99 2 
20.41 103 
10.45 4 
20.76 14 
33.31 84 
33.86 55 
88 
Median 
Value 
(GPa) 
Standard 
Deviation 
3.85 1.99 
- - 
- - 
12.60 8.38 
27.00 6.89 
22.51 2.57 
37.40 6.10 
31.78 4.46 
31.90 6.52 
36.50 7.65 
- - 
11.25 8.21 
3.70 0.92 
- - 
0.25 0.07 
4.90 3.04 
1.30 1.55 
1.80 0.84 
0.75 0.66 
1.30 0.36 
0.50 0.68 
0.60 0.14 
- - 
0.98 1.29 
20.60 5.95 
10.50 3.27 
20.40 7.68 
34.00 4.98 
34.30 4.36 
Maximum 
Value 
(GPa) 
Minimum 
Value 
(GPa) 
7.20 0.70 
- - 
- - 
38.20 6.50 
29.60 14.80 
25.72 16.62 
42.90 20.00 
37.16 19.51 
39.00 22.30 
54.00 18.80 
- - 
24.00 5.90 
3.90 2.20 
- - 
0.30 0.20 
9.20 2.30 
2.40 0.20 
2.40 1.20 
2.10 0.30 
1.50 0.80 
1.70 0.01 
0.70 0.50 
- - 
1.90 0.07 
34.30 2.00 
14.40 6.40 
33.30 6.00 
43.60 13.40 
43.10 20.10 
June 2003
Table 6. Summary of Static Test Results for Young’s Modulus under Saturated and Ambient Conditions 
(Continued) 
Lithostratigraphic 
Formation Unit 
Tptpll 
Tptpln 
Tptpv3 
Tptpv2 
Tac 
Tacbt 
Tcprn Tcp 
Tcplv 
Tmr 
Tcpbt 
Tcb 
Tcbuv 
Tcbuc 
Tcbm 
Tcblv 
Tcbbt 
Tctrn Tct 
Tctuc 
Tctuv 
Tctlc 
Tctlv 
Table 7. Summary of Static Young’s Modulus Results (GPa) from Saturated Tptpul Samples by Location 
Mean 
Median 
Standard Deviation 
Range 
Minimum 
Maximum 
Count 
TDR-MGR-GE-000004 REV 00 
Condition 
Saturation Number of 
Tests 
46 Sat. 
39 Sat. 
5 Sat. 
3 Sat. 
11 Sat. 
6 Ambient 
4 Sat. 
3 Ambient 
1 Ambient 
12 Sat. 
- - 
4 Sat. 
4 Ambient 
4 Sat. 
2 Sat. 
1 Sat. 
3 Ambient 
2 Sat. 
2 Sat. 
- - 
1 Sat. 
3 Sat. 
1 Sat. 
17 Sat. 
All values 
18.69 
17.80 
6.78 
27.30 
6.00 
33.30 
23 
Mean 
Value 
(GPa) 
27.45 
33.72 
36.16 
16.53 
6.42 
9.94 
5.41 
26.65 
7.84 
3.60 
- 
18.40 
17.57 
8.36 
7.63 
12.60 
15.90 
18.67 
18.90 
- 
14.70 
12.73 
20.70 
8.09 
Borehole values 
21.16 
21.10 
7.84 
27.30 
6.00 
33.30 
13 
89 
Median 
Value 
(GPa) 
Standard 
Deviation 
27.10 7.28 
35.30 6.40 
32.90 10.89 
16.70 0.37 
6.30 1.29 
9.03 2.65 
5.34 3.31 
27.01 4.53 
- - 
3.85 1.99 
- - 
15.80 7.29 
17.05 2.09 
7.82 6.00 
7.63 1.05 
- - 
19.24 8.37 
18.67 4.56 
18.90 0.70 
- - 
- - 
13.30 2.10 
- - 
8.26 2.35
Busted Butte 
15.47 
15.80 
3.15 
10.60 
10.9 
21.50 
10 
Maximum 
Value 
(GPa) 
Minimum 
Value 
(GPa) 
38.10 2.44 
44.40 16.60 
54.20 25.20 
16.80 16.10 
8.79 3.87 
14.02 7.29 
8.41 2.52 
31.00 21.95 
- - 
7.20 0.70 
- - 
28.90 13.10 
20.50 15.70 
15.80 2.03 
8.38 6.88 
- - 
22.10 6.37 
21.90 15.45 
19.40 18.40 
- - 
- - 
14.50 10.40 
- - 
13.40 5.17 
Borehole Values 
with One Busted 
Butte Value Used 
20.76 
20.40 
7.68 
27.30 
6.00 
33.30 
14 
June 2003
Table 8. Summary of Static Young’s Modulus Results (GPa) from Saturated Tptpmn Samples by Location 
Borehole values All values 
33.28 34.22 Mean 
34.00 34.17 Median 
5.01 5.93 Standard Deviation 
30.20 33.90 Range 
13.40 
43.60 
83 
13.40 
47.30 
149 
Minimum 
Maximum 
Count 
Table 9. Summary of Static Test Results for Young’s Modulus (GPa) under Room Temperature and 
Increasing Confining Pressure Conditions 
Room Temperature, 
Saturated, 5 MPa 
Confining Pressure 
Room Temperature, 
Saturated, Atmospheric 
Confining Pressure 
Mean 
Median 
33.66 
34.45 
5.48 Standard 
Deviation 
Minimum 
Maximum 
Count 
13.40 
40.70 
48 
Table 10. Summary of Static Test Results for Young’s Modulus under High Temperature (T150) and 
Increasing Confining Pressure Conditions. 
T150 C, Saturated, 
Atmospheric Confining 
T150 C, Saturated, 
5 MPa Confining 
Pressure Pressure 
31.37 35.04 Mean 
32.25 37.95 Median 
6.99 6.85 Standard 
Deviation 
16.00 14.00 Minimum 
39.90 42.00 Maximum 
16 Count 8 
Note: Includes data from Senseny and Mellegard (1987) 
90 TDR-MGR-GE-000004 REV 00 
Busted Butte 
35.40 
35.05 
6.78 
28.70 
18.60 
47.30 
66 
Room Temperature, 
Saturated, 10 MPa 
Confining Pressure 
36.04 
34.50 
3.47 
33.90 
43.60 
7 
T150 C, Saturated, 
10 MPa Confining 
Pressure 
32.70 
33.50 
4.63 
22.30 
37.50 
9 
Borehole Values 
with One Busted 
Butte Value Used 
33.31 
34.00 
4.98 
30.20 
13.40 
43.60 
84 
31.58 
34.00 
5.50 
21.40 
38.00 
9 
T150 C, Saturated, 
15 MPa Confining 
Pressure 
31.50 
31.00 
3.02 
27.70 
34.60 
5 
June 2003
Table 11. Summary of Static Test Results from Variation in Sample Size on Intact Cylindrical Samples of 
the Topopah Spring Member From Busted Butte. 
Young’s Modulus 
(GPa) 
Diameter 
(mm) 
43.7 ± 4.7 25.4 
37.1 ± 4.3 50.8 
41.5 ± 4.4 82.6 
35.3 ± 5.6 127.0 
39.7 ± 3.3 228.6 0.21 ± 0.00 
Note: Each value is the mean ± one standard deviation 
Table 12. Summary of Dynamic Test Results for Poisson’s Ratio from Shear Wave Measurements under 
Dry and Wet Conditions 
Lithostratigraphic 
Condition Unit 
Saturation Number of 
Tests Formation 
Dry Tpcrn Tpc 
Dry Tpcpul 
Dry Tpcpmn 
Dry Tpcpll 
Dry Tpcpln 
Tpcpv -
Dry Tpbt4 
Dry Tpy 
Dry Tpbt3 
- Tpp 
Dry. Tpbt2 
- Tpt 
Dry Tptrv2 
Dry Tptrn 
Tptrl -
Dry Tptpul 
Dry Tptpmn 
Sat 
Dry Tptpll 
Dry Tptpln 
Dry Tptpv3 
Dry Tptpv1 
Dry Tac 
Dry Tacbt 
Dry Tcp 
Sat 0.37 
Note: Test conditions were at Room Temperature and Confining Pressure varied from atmospheric to 0.7 MPa 
TDR-MGR-GE-000004 REV 00 
Poisson’s Ratio 
0.19 ± 0.03 
0.21 ± 0.01 
0.22 ± 0.02 
0.21 ± 0.03
Mean 
Value 
(GPa) 
0.341 6 
0.322 16 
0.292 14 
0.05 1 
0.135 3
- - - - - - 
0.15 1 
0.15 1 
0.19 1
- - - - - - 
0.30 1
- - - - - - 
0.09 1 
0.17 5
- - - - - - 
0.112 6 
0.195 10 
0.222 36 
0.101 5 
0.142 4 
0.18 1 
0.07 1 
0.13 7 
0.04 1 
0.183 10 
0.317 4 
91 
Ultimate Strength 
(MPa) 
193.8 ± 61.8 
140.8 ± 35.4 
119.6 ± 31.7 
97.7 ± 30.6 
90.1 ± 4.6 
Median 
Value 
(GPa) 
Standard 
Deviation 
0.345 0.014 
0.32 0.034 
0.285 0.030 
- - 
0.13 0.011 
- - 
- - 
- - 
- - 
- - 
0.182 0.037 
0.104 0.064 
0.21 0.037 
0.225 0.020 
0.112 0.071 
0.141 0.012 
- - 
- - 
0.129 0.028 
- - 
0.177 0.149 
0.31 0.041 
Count 
Axial Strain 
(milli) 
6 4.9 ± 0.9 
6 4.1 ± 0.6 
9 3.5 ± 0.4 
11 3.3 ± 0.5 
2 2.7 ± 0.4 
Maximum 
Value 
(GPa) 
Minimum 
Value 
(GPa) 
0.36 0.32 
0.38 0.27 
0.35 0.24 
- - 
0.149 0.127 
- - 
- - 
- - 
- - 
- - 
0.207 0.123 
0.189 0.015 
0.238 0.124 
0.280 0.180 
0.199 0.021 
0.155 0.132 
- - 
- - 
0.175 0.098 
- - 
0.221 -0.159 
0.28 
June 2003
Table 13. Summary of Dynamic Test Results for Young’s Modulus from Shear Wave Measurements 
under Dry and Wet Conditions 
Lithostratigraphic 
Formation Unit 
Tpcrn Tpc 
Tpcpul 
Tpcpmn 
Tpcpll 
Tpcpln 
Tpcpv - 
Tpbt4 
Tpy 
Tpbt3 
Tpp 
Tpbt2 
Tpt 
Tptrv2 
Tptrn 
Tptrl - 
Tptpul 
Tptpmn 
Tptpll 
Tptpln 
Tptpv3 
Tptpv1 
Tac 
Tacbt 
Tcp 
39.1 
Note: Test conditions were at Room Temperature and Confining Pressure varied from atmospheric to 0.7 MPa 
TDR-MGR-GE-000004 REV 00 
Condition 
Saturation Number of 
Tests 
Dry 
Dry 
Dry 
Dry 
Dry 
Dry 
Dry 
Dry
-
Dry. 
-
Dry 
Dry 
Dry 
Dry 
Sat 
Dry 
Dry 
Dry 
Dry 
Dry 
Dry 
Dry 
Sat 
Mean 
Value 
(GPa) 
20.09 6 
22.24 16 
31.31 14 
43.10 1 
42 3
- - - - - - 
2.95 2 
6.00 1 
6.36 1
- - - - - - 
3.69 1
- - - - - - 
2.26 1 
23.56 3
- - - - - - 
30.03 6 
43.36 9 
39.94 36 
33.38 5 
40.9 4 
53.30 1 
18.90 1 
14.35 7 
18.70 1 
17.66 6 
23.30 4 
92 
Median 
Value 
(GPa) 
Standard 
Deviation 
19.51 2.00 
22.51 2.57 
31.75 4.46 
- - 
43.6 2.85 
2.95 0.23 
- - 
- - 
- - 
- - 
24.1 1.56 
29.45 7.20 
43.2 3.11 
39.4 2.16 
34.4 2.72 
40.9 0.87 
- - 
- - 
14.5 2.76 
- - 
13.4 11.67 
22.1 13.11 
Maximum 
Value 
(GPa) 
Minimum 
Value 
(GPa) 
22.75 17.93 
25.72 16.62 
37.16 19.51 
- - 
43.7 38.7 
3.12 2.79 
- - 
- - 
- - 
- - 
24.8 21.8 
39.7 20.8 
50.2 39.0 
45.3 36.2 
35.7 28.7 
41.9 39.9 
- - 
- - 
19.4 11.2 
- - 
37.3 7.51 
9.92 
June 2003
Table 14. Summary of Dynamic Test Results on Poisson’s Ratio Obtained from Downhole Seismic 
Surveys in the Vicinity of Yucca Mountain 
Lithostratigraphic 
Formation 
or Group Unit 
Tmbt1 Tmr 
Tpki Tp 
Tpbt5 
Tpcrn Tpc 
Tpcpul 
Tpcpmn 
Tpcpll 
Tpcpln 
TDR-MGR-GE-000004 REV 00 
Poisson’s Ratio based on suspension velocity profiles 
Mean 
Value 
(GPa) Condition 
Saturation Number of 
Tests 
0.31 443 Ambient 
0.29 694 Ambient 
0.31 55 Ambient 
0.30 736 Ambient 
0.28 778 Ambient 
0.26 234 Ambient 
0.27 66 Ambient 
0.23 194 Ambient 
93 
Median 
Value 
(GPa) 
Standard 
Deviation 
0.31 0.056 
0.29 0.072 
0.32 0.060 
0.30 0.077 
0.30 0.092 
0.28 0.095 
0.29 0.091 
0.25 0.083 
Maximum 
Value 
(GPa) 
Minimum 
Value 
(GPa) 
0.43 0.10 
0.46 0 
0.42 0.18 
0.47 0 
0.47 0 
0.44 0 
0.47 0.04 
0.37 0 
June 2003
LABORATORY 
SNL 
TDR-MGR-GE-000004 REV 00 
Table 15. Available Documentation for Unqualified Sources 
DTN 
SN0108SD821723.001 
SNSAND83164600.000 
SNSAND80145300.000 
SNL02030180001.001 
SNSAND81166400.000 
SNSAND82048100.000 
SNSAND82131400.000 MOY-930304-05-01 
SNSAND85070900.000 
SNSAND84086000.000 MOY-921116-11-05 
MOY-970402-03-01 
MOY-970310-02-05 
MOY-970310-02-09 
MOY-930304-06-01 
NNA.19870601.0013 
MOY-930304-04-01 
SNSAND86113100.000 MOY-930304-04-02 
ACCESSION/ 
PACKAGE NUMBER 
NNA.19870406.0063 
MOY-961126-38-03 
NNA.19870406.0252 
MOL.19990129.0222 
MOY-921118-06-07 
HQS.19880517.1690 
MOY-961213-02-01 
HQS.19880517.1690 
MOY-930316-03-01 
NNA.19930316.0044 
NNA.19870406.0498 
MOY-960809-05-03 
NNA.19870406.0036 
MOY-960809-02-01 
NNA.19900810.0480 
MOY-961126-38-01 
NNA.19870406.0156 
MOY-921116-11-03 
MOY-961126-35-07 
MOY-970310-02-07 
94 
RECORDS CONTENTS 
Report SAND82-1723 
Records package with supporting records 
(some completed after testing) 
Report SAND83-1646 
Method description and list of sample IDs 
Records package with supporting records 
(some completed after testing) 
Report SAND80-1453 
Records package with supporting records 
(some completed after testing) 
Report SAND80-1453 
Compressive Test Data and Summaries 
Method description and list of sample IDs 
Report SAND81-1664 
Records package with supporting records 
(some completed after testing) 
Report SAND82-0481 
Records package with supporting records 
(some completed after testing) 
Report SAND82-1314 
Raw data files and plots 
Records package with supporting records 
(some completed after testing) 
Report SAND84-860 
Laboratory data sheets 
Raw data files and plots 
Sample prep., calibrations 
Raw data, data plots, calibrations 
Sample prep., calibrations 
Raw data, data plots 
Report SAND86-1131 
Raw data, data plots 
Raw data, data plots 
Sample descriptions 
Sample prep., calibrations 
June 2003
LABORATORY 
RE/SPEC 
NER 
Terra Tek 
USGS/USBR 
TDR-MGR-GE-000004 REV 00 
Table 15. Available Documentation for Unqualified Sources (Continued) 
DTN 
SNL02033084002.001 
SNL02072983003.001 
SNL02040687003.001 
SNL02072983001.001 
SNSAND82105500.000 MOY-960809-03-03 
SNSAND84110100.000 MOY-930330-07-03 
SNSAND85070300.000 MOY-970402-02-03 
GS921283114220.009 
ACCESSION/ 
PACKAGE NUMBER 
NNA.19930304.0146 
NNA.19930304.0147 
NNA.19890825.0178 
MOY-930922-08-01 
NNA.19930304.0074 
MOY-930922-08-01 
NNA.19930728.0088 
MOY-931208-02-01 
NNA.19900410.0127 
MOL.19980209.0968 
NNA.19930304.0078 
MOL.19990111.0107 
MOY-981215-16-04 
MOL.19970428.0083 
MOL.19961002.0162 
MOL.19961002.0163 
NNA.19870406.0062 
MOY-931112-03-02 
HQS.19880517.1686 
MOY-960724-05-01 
NNA.19891019.0289 
NNA.19900813.0521 
NNA.19930614.0026 
NNA19930614.0024 
NNA.19930607.0020 
95 
RECORDS CONTENTS 
Test system description, test results , and 
data plots. 
Raw data files 
Contractor report and test results. 
Procedures for testing 
Contractor report and test results. 
Procedures for testing 
Report SAND-92-1810 
Review package for report 
Procedure 
Raw data files 
Test results and data plots. 
Sample collection. 
Sample collection information. 
Contractor's final report, test results, test 
criteria 
Procedure 
Procedure 
Report SAND82-1055 
Procedures, raw data, data plots. 
QA Manual 
Report SAND84-1101 
Raw data, data plots 
Sample preparation 
Report SAND85-0703 
Sample prep., data plots, calibration, 
contractor report 
Test requirements 
Raw data, data plots, results 
Raw data, data plots, results 
Report 
June 2003
Table 16. Summary of Static Poisson’s Ratio Results from Saturated Tptpmn Samples by Laboratory 
Terra Tek 
Busted Butte 
Unqualified 
Terra Tek 
Boreholes 
Unqualified 
0.18 0.22 Mean 
0.18 0.21 Median 
Standard 
Deviation 0.027 0.051 
0.08 0.19 Range 
0.12 0.11 Minimum 
0.21 0.30 Maximum 
9 19 Count 
Table 17. Summary of Static Poisson’s Ratio Results from Unsaturated Tptpmn Samples by Laboratory 
NER 
Busted Butte 
Unqualified 
0.21 Mean 
0.23 Median 
0.039 Standard Deviation 
0.07 Range 
0.16 Minimum 
0.23 Maximum 
3 Count 
Table 18. Summary of Static Young’s Modulus Results (GPa) for Saturated Tptpmn Samples by 
Laboratory 
Terra Tek 
Boreholes 
Unqualified 
NER 
Boreholes 
Qualified 
36.18 32.30 Mean 
35.90 33.80 Median 
3.09 7.66 Standard 
Deviation 
11.4 27.1 Range 
32.2 13.4 Minimum 
43.6 40.5 Maximum 
16 16 Count 
TDR-MGR-GE-000004 REV 00 
SNL 
Boreholes 
Qualified 
RE/SPEC 
Busted Butte 
Unqualified 
0.20 0.13 
0.20 0.14 
0.035 0.038 
0.23 0.13 
0.10 0.07 
0.33 0.20 
46 8 
SNL 
ESF 
Qualified 
Re/SPEC 
Busted Butte 
Unqualified 
0.18 0.10 
0.17 0.12 
0.044 0.041 
0.27 0.11 
0.12 0.04 
0.39 0.15 
52 7 
RE/SPEC 
Busted Butte 
Unqualified 
Terra Tek 
Busted Butte 
Unqualified 
25.57 30.56 
25.15 30.75 
5.71 2.07 
14.4 6.1 
18.6 28.0 
33.0 34.1 
8 9
96 
SNL 
Busted Butte 
Unqualified 
SNL 
Boreholes 
Unqualified 
0.20 0.21 
0.21 0.21 
0.023 0.033 
0.13 0.13 
0.14 0.16 
0.27 0.29 
47 10 
SNL 
Busted Butte 
Unqualified 
0.19 
0.18 
0.046 
0.20 
0.12 
0.32 
14 
SNL 
Busted Butte 
Unqualified 
SNL 
Boreholes 
Qualified 
37.89 33.18 
37.10 34.05 
5.48 4.34 
22.0 23.1 
25.3 16.8 
47.3 39.9 
49 38 
June 2003
Table 19. Summary of Static Young’s Modulus Results (GPa) for Unsaturated Tptpmn Samples by 
Laboratory 
NER 
ESF 
Qualified 
32.40 Mean 
32.65 Median 
Standard 
Deviation 2.93 
11.0 Range 
25.7 Minimum 
36.7 Maximum 
22 Count 
Table 20. Summary of Static Poisson’s Ratio Results for Saturated Tptpmn Samples by Location 
Qualified Boreholes 
Mean 
Median 
Standard Deviation 
Range 
Minimum 
Maximum 
Count 
Table 21. Summary of Static Poisson’s Ratio Results for Unsaturated Tptpmn Samples by Location 
Qualified, ESF 
Mean 
Median 
Standard Deviation 
Range 
Minimum 
Maximum 
Count 
TDR-MGR-GE-000004 REV 00 
NER 
Busted Butte 
Unqualified 
47.27 
47.27 
1.18 
1.7 
46.4 
48.1 
2 
0.20 
0.20 
0.033 
0.23 
0.10 
0.33 
70 
0.18 
0.17 
0.044 
0.27 
0.12 
0.39 
52 
RE/SPEC 
Busted Butte 
Unqualified 
37.84 
37.50 
1.82 
5.5 
36.3 
41.8 
7 
Unqualified Boreholes 
0.21 
0.21 
0.045 
0.19 
0.11 
0.30 
29 
Unqualified, Borehole 
0.19 
0.19 
0.049 
0.07 
0.15 
0.22 
2 
97 
SNL Busted 
Butte 
Unqualified 
SNL 
ESF 
Qualified 
38.07 34.34 
39.25 34.50 
4.35 4.86 
13.6 23.0 
32.1 20.1 
45.7 43.1 
14 30 
Unqualified Busted Butte 
0.18 
0.20 
0.048 
0.28 
-0.01 
0.27 
70 
Unqualified, Busted Butte 
0.17 
0.18 
0.061 
0.28 
0.04 
0.32 
24 
June 2003
Table 22. Summary of Static Young’s Modulus Values (GPa) from Saturated Tptpmn Samples by 
Location 
Unqualified 
Boreholes 
Qualified 
Boreholes 
33.71 32.92 Mean 
33.55 34.05 Median 
3.88 5.47 Standard Deviation 
15.5 27.1 Range 
28.1 13.4 Minimum 
43.6 40.5 Maximum 
28 54 Count 
Table 23. Summary of Static Young’s Modulus Values (GPa) from Unsaturated Tptpmn Samples by 
Location 
Qualified, ESF 
33.52 
34.10 
4.23 
23.0 
20.1 
43.1 
52 
Mean 
Median 
Standard Deviation 
Range 
Minimum 
Maximum 
Count 
Table 24. Summary of Static Young’s Modulus Values (GPa) for Saturated Tptpll Samples by Laboratory 
Unqualified, SNL Qualified, NER 
Mean 
Median 
Standard Deviation 
Range 
Minimum 
Maximum 
26.77 
27.40 
7.81 
20.7 
16.9 
37.6 
7 Count 
27.59 
25.55 
5.90 
18.9 
19.2 
38.1 
10 
98 TDR-MGR-GE-000004 REV 00 
Unqualified Busted 
Butte 
Qualified Busted 
Butte 
35.40 38.2 
35.05 36.9 
6.78 3.71 
28.7 9.3 
18.6 34.7 
47.3 44.0 
66 5 
Unqualified Busted Butte 
38.80 
37.70 
4.39 
16.0 
32.1 
48.1 
23 
Unqualified, Terra Tek 
27.50 
30.60 
7.93 
35.5 
2.4 
38.0 
28 
June 2003
Table 25. Summary of Dynamic Poisson’s Ratio Results for Tptpmn Samples by Saturation and Location 
Mean 
Median 
Standard Deviation 
Range 
Minimum 
Maximum 
Count 
Table 26. Summary of Dynamic Young’s Modulus Results (GPa) for Tptpmn Samples by Saturation and 
Location 
Mean 
Median 
Standard Deviation 
Range 
Minimum 
Maximum 
Count 
TDR-MGR-GE-000004 REV 00
Qualified, Dry, 
Borehole, from 
USBR 
0.126 
0.126 
0.003 
0.005 
0.124 
0.129 
2 
Qualified, Dry, 
Borehole, from 
USBR 
40.70 
40.70 
2.40 
3.4 
39.0 
42.4 
2 
Unqualified, 
Saturated, 
Busted Butte, 
Unqualified, Dry, 
Busted Butte, 
from NER 
from NER 
0.240 0.212 
0.230 0.210 
0.020 0.012 
0.05 0.03 
0.23 0.20 
0.28 0.23 
6 8 
Unqualified, 
Saturated, 
Busted Butte, 
Unqualified, Dry, 
Busted Butte, 
from NER 
from NER 
42.89 44.12 
43.61 44.10 
2.54 2.99 
6.8 9.4 
38.5 40.8 
45.3 50.2 
6 7 
99 
Unqualified, 
Saturated, 
Borehole, from 
SNL 
0.218 
0.220 
0.018 
0.07 
0.18 
0.25 
30 
Unqualified, 
Saturated, 
Borehole, from 
SNL 
39.35 
39.15 
1.54 
6.4 
36.2 
42.6 
30 
June 2003
STRATIGRAPHIC COLUMN OF THE YUCCA MOUNTAIN VICINITY 
TDR-MGR-GE-000004 REV 00 
APPENDIX A 
100 June 2003
Table A-1. Stratigraphic Column of the Yucca Mountain Vicinity 
Definition/Name 
Timber Mountain Group 
Rainier Mesa Tuff 
Paintbrush Group 
Post tuff unit "x" bedded tuff 
Tuff unit "x" 
Pre-tuff unit "x" bedded tuff 
Tiva Canyon Tuff 
Crystal-Rich Member 
Vitric zone 
Nonlithophysal zone 
Lithophysal zone 
Crystal-Poor Member 
Upper lithophysal zone 
Middle nonlithophysal zone 
Lower lithophysal zone 
Lower nonlithophysal zone 
Vitric zone 
Pre-Tiva Canyon bedded tuff 
Yucca Mountain Tuff 
Pre-Yucca Mountain bedded tuff 
Pah Canyon Tuff 
Pre-Pah Canyon bedded tuff 
Topopah Spring Tuff 
Crystal-Rich Member 
Vitric zone 
Nonlithophysal zone 
Lithophysal zone 
TDR-MGR-GE-000004 REV 00 
Formation Group 
Tm 
Tmr 
Tp 
Tpc 
Tpy 
Tpp 
Tpt 
101 
Zone Member 
Tpbt6 
Tpki 
Tpbt5 
Tpcr 
Tpcrv 
Tpcrn 
Tpcrl 
Tpcp 
Tpcpul 
Tpcpmn 
Tpcpll 
Tpcpln 
Tpcpv 
Tpbt4 
Tpbt3 
Tpbt2 
Tptr 
Tptrv 
Tptrn 
Tptrl 
June 2003
Table A-1. Stratigraphic Column of the Yucca Mountain Vicinity (Continued) 
Definition/Name 
Crystal-Poor Member 
Lithic-rich zone 
Upper lithophysal zone 
Middle nonlithophysal zone 
Lower lithophysal zone 
Lower nonlithophysal zone 
Vitric zone 
Pre-Topopah Spring bedded tuff 
Calico Hills Formation 
Bedded tuff 
Crater Flat Group 
Prow Pass 
Upper vitric nonwelded to partially welded zone 
Upper crystallized nonwelded to partially welded 
zone 
Crystallized moderately to densely welded zone 
Lower crystallized nonwelded to partially welded 
zone 
Lower vitric nonwelded to partially welded zone 
Bedded tuff 
Bullfrog Tuff 
Upper vitric nonwelded to partially welded zone 
Upper crystallized nonwelded to partially welded 
zone 
Crystallized moderately to densely welded zone 
Lower crystallized nonwelded to partially welded 
zone 
Lower vitric nonwelded to partially welded zone 
Bedded tuff 
Tram Tuff 
Bedded tuff 
Lava and flow breccia (informal) 
Bedded tuff 
102 TDR-MGR-GE-000004 REV 00 
Formation Group 
Tac 
Tc 
Tcp 
Tcb 
Tcbuv 
Tcbuc 
Tcbm 
Tcblc 
Tcblv 
Tct 
Zone Member 
Tptp 
Tptpf or 
Tptrf 
Tptpul 
Tptpmn 
Tptpll 
Tptpln 
Tptpv 
Tpbt1 
Tacbt 
Tcpuv 
Tcpuc 
Tcpm 
Tcplc 
Tcplv 
Tcpbt 
Tcbbt 
Tctbt 
Tll 
Tllbt 
June 2003
Table A-1. Stratigraphic Column of the Yucca Mountain Vicinity (Continued) 
Lithic Ridge Tuff 
Bedded tuff 
Lava and flow breccia (informal) 
Bedded tuff 
Lava and flow breccia (informal) 
Bedded tuff 
Older tuffs (informal) 
Unit a (informal) 
Unit b (informal) 
Unit c (informal) 
Sedimentary rocks and calcified tuff (informal) 
Tuff of Yucca Flat (informal) 
Lone Mountain Dolomite 
Roberts Mountain Formation 
Modified from DTN MO0004QGFMPICK.000 and GS931208314211.049 
103 TDR-MGR-GE-000004 REV 00 
Tr 
Tlrbt 
Tll2 
Tll2bt 
Tll3 
Tll3bt 
Tt 
Tta 
Ttb 
Ttc 
Tca 
Tyf 
Slm 
Srm 
June 2003