Data Qualification and Data Summary Report: Intact Rock Properties Data on Tensile Strength, Schmidt Hammer Rebound Hardness, and Rock Triaxial Creep REV 00 

TDR-MGR-GE-000005
 
July 2003

EXECUTIVE SUMMARY 
An identification, review, and disposition was made of all potentially relevant Data Tracking 
Numbers (DTNs) that contained data related to tensile strength. Those DTNs that were 
identified as relevant in this activity and that required verification in accordance with AP-3.15Q, 
Managing Technical Product Inputs, were verified. One DTN was identified as relevant and 
unqualified and was included in the data requiring qualification or disposition in accordance with 
AP-SIII.2Q, Qualification of Unqualified Data. The report summarizes the test results presented 
in DTN: MO0306DQRIRPTS.002 by providing summary values using descriptive statistics in 
Table 5. The unqualified data in Table 6 (DTN: MO0301SETSTTST.000) will remain 
unqualified as a result of the evaluation in this report and will not be included in DTN: 
MO0306DQRIRPTS.002. 
An identification, review, and disposition of all potentially relevant DTNs that contained data 
related to Schmidt hammer rebound hardness was made. Those DTNs that were identified as 
relevant in this activity, and that required verification in accordance with AP-3.15Q, were 
verified as qualified. The report summarizes the test results presented in DTN: 
MO0306DQRIRPSH.001 by providing summary values using descriptive statistics in Table 7. 
An identification, review, and disposition of all potentially relevant DTNs that contained data 
related to rock triaxial creep was made. Those DTNs that were identified as relevant in this 
activity, and that required verification in accordance with AP-3.15Q, were verified as qualified. 
Unqualified data from one report and not currently in the Technical Data Management System 
(TDMS) was included in data requiring qualification or disposition in accordance with APSIII.
2Q. The report summarizes the test results presented in DTN MO0306DQRIRPTC.001 by 
providing summary values using descriptive statistics in Table 8 and Table 9. The unqualified 
data will remain unqualified as a result of the evaluation in this report and will not be included in 
summary DTN: MO0306DQRIRPTC.001. 



1. INTRODUCTION 
1.1 PURPOSE 
This report presents a systematic review of the available data in the TDMS that are relevant to 
the following intact rock properties: rock tensile strength, Schmidt hammer rebound hardness, 
and rock triaxial creep. Relevant data are compiled from qualified and unqualified sources into 
the summary DTNs and these DTNs are evaluated for qualification using the method of 
corroborating data as defined in AP-SIII.2Q, Qualification of Unqualified Data. This report also 
presents a summary of the compiled information in the form of descriptive statistics and 
recommended values that will be contained in a Reference Information Base (RIB) item prepared 
in accordance with AP-SIII.4Q, Development, Review, Online Placement, and Maintenance of 
Individual Reference Information Base Data Items. 
The primary purpose of this report is to produce qualified sets of data that include all relevant 
intact rock tensile strength, Schmidt hammer rebound hardness, and rock triaxial creep 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 using descriptive statistics. The 
immediate purpose of the report is to support the data needs of repository design; however, the 
products are designed 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 
Activities documented in this technical product are quality affecting activities. This report and 
associated activities have been prepared subject to the requirements of the Quality Assurance 
Requirements and Description document (DOE 2003) and implementing procedures. This 
document was developed, checked, and reviewed in accordance with AP-3.11Q, Technical 
Reports; and was prepared in accordance with the Technical Work Plan for Qualification of 
Intact Rock Properties Data on Tensile Strength, Schmidt Hammer Rebound Hardness and Rock 
Triaxial Creep (Cikanek et al., 2003). The technical work 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 contain 
data related to the intact rock properties under consideration was performed. Data related 
to the following parameters were reviewed and dispositioned: Rock Tensile Strength 
(Brazilian Method), Rock Tensile Strength (Direct Pull), Schmidt Hammer Rebound 
Hardness, and Rock Triaxial Creep. 
• Data from DTNs identified as containing relevant information were compiled into a 
single dataset and, upon approval of this report, a new DTN will be created for the 
summary dataset for each rock property. The data in the summary DTN will be verified 
or qualified as necessary. Those DTNs that were identified as relevant in the first 
activity, and that require verification using AP-3.15Q, Managing Technical Product 
Inputs, will be verified. If adequate documentation was not found to complete the 
verification process for a particular DTN, the relevant data from that DTN were reviewed 
as part of the qualification process. 
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• Data from those DTNs 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. 
Data that could not be qualified or were determined as not requiring qualification were 
dispositioned and the impact of unqualified data evaluated in this report. 
• Data from those DTNs verified as qualified were directly used in compiling the data 
summary DTNs. 
• This report summarizes the data listed in the new summary data DTNs through the use of 
descriptive statistics. Data gathered under different environmental conditions (e.g., 
temperature, saturation) were appropriately segregated in this report. 
• The final activity will be the preparation of RIB items based on this report and the data 
summary DTNs. The RIB items will be prepared 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 was Michael A. Jaeger. 
Chairperson: 
Mr. Edward M. Cikanek was 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. 
Technical Representatives: 
Mr. Robert Blakely was a Data Qualification Team member. He has a B.S. degree in mining 
engineering from Montana College of Mineral Science and Technology (1978). He has sixteen 
years of experience in mine planning, mine operations, tunnel operations, operations 
management, geological and geophysical investigations, and engineering. He has worked in 
mine planning for operating mines, in mine operations in Arizona, and in tunnel operations at the 
July 2003 2 TDR-MGR-GE-000005 REV 00
Nevada Test Site. Mr. Blakely has had no involvement with the collection or processing of the 
YMP data being qualified. 
Mr. Terry Grant was 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) in geology 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 (QA) programs. He has a 
broad background in data gathering activities of this type and is familiar with the documentation 
related to the DTN being reviewed. Mr. Grant has had no involvement with the collection or 
processing of the YMP data being qualified. 
Mr. Leslie Eugene Safley is a Data Qualification Team member. He has an M.S. degree (1989) 
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 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 U.S. Department 
of Energy’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. 
1.4 BACKGROUND 
The process of underground excavation design is being performed in several phases to satisfy 
increasingly focused requirements as the YMP progresses and more detailed site characterization 
data are acquired. Most of the data in this report were obtained from core obtained from vertical 
boreholes drilled at designated locations. The rock core data represent characteristics of the rock 
at that particular location. 
Commonly, the rock property data are displayed in terms of the mean parameter value and the 
standard deviation associated with the number of samples used to determine that parameter. The 
observed scatter of values reflects both the intrinsic variability of rock properties and the impact 
of the sampling and specimen preparation techniques and testing conditions. The sampling 
procedure used in the selection of test specimens, or the frequency of observations, reflect the 
purpose for which the particular parameter is being measured. The scatter is often used to 
estimate the upper and lower bound for the value of the particular parameter. 
The following are simple definitions for the parameters considered in this report: 
• Tensile strength is the ability of a material to resist a stress tending to stretch it or to pull 
it apart. 
• Schmidt hammer rebound hardness is a simple portable method of determining the 
hardness of a material by pushing a spring-loaded plunger against a material. 
• The amount of recoil is a measure of the hardness, which can be correlated to strength. 
July 2003 3 TDR-MGR-GE-000005 REV 00
• Rock triaxial creep is the time-dependent deformation due to constant sustained load. 
An integral part of the licensing procedure for the proposed nuclear waste repository at Yucca 
Mountain, Nevada, involves prediction of the in situ geology for the design and construction of 
the facility and the emplacement of canisters containing radioactive waste. The data used to 
model the thermal and mechanical behavior of the repository and surrounding environment 
includes the tensile strength as an important mechanical property for these design calculations. 
Tensile strength was obtained by the direct-pull tensile test and by the Brazil test method. 
Samples for the direct-pull tension tests were taken from drill cores that were cut and machined 
to specified right circular cylinders. The samples were glued to tension-loading fixtures that 
were bolted to the test apparatus loading platens. The upper fixture has a universal joint, which 
allows the sample to be aligned vertically and parallel with the axis of the load frame. Samples 
were failed in tension under dry, room temperature constant displacement rate (10-5 mm s-1) 
conditions. 
The splitting tensile test, or Brazil test, is a desirable alternative to direct-pull tests because it is 
much simpler and much less expensive. The Brazil test is a standard, routine test for indirectly 
determining tensile strength. Samples for the Brazil tests were taken from drill cores. The 
samples were tested following the methods described by Mellor and Hawkes (1971) or ASTM D 
3967-86. Both methods are comparable in the design of the test apparatus and in data reduction. 
In this test, short rock cylinders are machined from the core and compressed between two 
parallel platens that are oriented parallel to the axis of the cylinder. The platens extend for the 
full length of the sample cylinder. The loading causes a tensile stress to develop along a 
diameter of the cylinder. The specimen then fails by an extension fracture along the diametral 
loading plane. Samples were failed under saturated or room-dry conditions, room temperature, 
and a constant displacement rate (10-5 mm s-1). Indirect tensile strength is calculated using the 
following standard equation (Mellor and Hawkes 1971, p. 225 and ASTM D 3967-86): 
ó = 2P/(ð LD) 
Where: 
ó = indirect tensile strength or splitting tensile strength, psi 
P = maximum applied load indicated by the testing machine, pounds force 
L = sample length, inches 
D = sample diameter, inches 
The Schmidt hammer was originally developed as a simple field test to determine the surface 
hardness of concrete. Prior to each testing sequence, the Schmidt hammer should be calibrated 
using a calibration test anvil supplied by the manufacturer for that purpose. The average of 10 
readings on the test anvil should be obtained. Specimens obtained for laboratory tests must be 
representative of the rock to be studied. The test surface of all specimens, either in the 
laboratory or in the field, must be smooth and flat over the area covered by the plunger. This 
July 2003 4 TDR-MGR-GE-000005 REV 00
area, and the rock material beneath to a depth of 6 cm, should be free from cracks or any 
localized discontinuity of the rock mass. 
At least 20 individual impact tests should be conducted on any rock sample. Test locations 
should be separated by at least the diameter of the plunger. Any test that causes cracking or any 
other visible failure will cause that test and the specimen to be rejected. The mechanism of 
operation is simply a spring-driven plunger impacting against the rock surface. The rebound 
distance of the plunger is recorded as the test result and it is read directly from a unitless 
numerical scale reading 0 to 80. Calibration curves have been obtained experimentally relating 
the logarithm of the Schmidt hammer rebound number to the uniaxial compressive strength of 
rocks. 
Creep is the time dependent strain or deformation under sustained axial stress. Time-dependent 
rock deformation data were obtained using the triaxial creep test. This test is similar to a 
standard triaxial compression test in that a jacketed sample is loaded while under a confining 
pressure. The difference is that the system is set to maintain a constant axial load rather than a 
constant strain rate. The engineering stress will be constant while the true stress will decrease 
somewhat during the test as the cross-sectional area increases. Strain is then measured through 
time for the test. Results are usually presented as strain/elapsed time plots or stress-strain plots. 
Standard test requirements for specimens are that they shall be right circular cylinders with a 
length to diameter ratio of 2.0 to 2.5 and a diameter of not less than 48 mm. 
Three phases of creep are generally recognized in rocks: transient creep, secondary creep, and 
tertiary creep (Martin et al. 1995, pp. 4-5). Transient creep is characterized by strain that 
decelerates rapidly as the test progresses and may account for the observed strain at low stresses. 
Secondary (steady-state) creep may be observed at high stresses where strain is proportional to 
time. If secondary creep is allowed to continue, the strain eventually increases and failure 
occurs. Several mechanisms for creep have been put forward: the growth of microfractures or 
cracks (Martin et al. 1995, pp. 5-7), pore collapse, intracrystalline gliding, micropore crushing, 
and grain rotation and sliding (Senseny and Parrish 1981, pp. 14-18). 
The most important role of laboratory testing for repository characterization is to provide input 
for the development of material models that will be used in long-term computer simulations for 
both design and performance assessment. In addition, laboratory test results provide the 
opportunity for limited validation of the constitutive equations. The large variance of samples 
from the same locality, the relatively long time constants, and the difficulty of performing 
laboratory tests on jointed rock at a large enough scale to simulate an equivalent continuum, 
complicate the problem of rock characterization. 
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 rock tensile strength, Schmidt hammer rebound 
hardness, and rock triaxial creep based on laboratory testing of intact rock properties. DTNs 
linked to the following TDMS parameters were reviewed for relevant data: 
July 2003 5 TDR-MGR-GE-000005 REV 00
• Tensile strength 
• Schmidt rebound hardness 
• Intact rock tensile strength 
• Rock triaxial creep. 
The Technical Data Parameter Dictionary element of the TDMS provides definitions for the 
above parameters. The search identified 91 unique DTNs in TDMS as containing potentially 
relevant data related to one or more of the above parameters. Each DTN was reviewed to 
determine if the DTN contained data relevant to the intact rock properties considered by this 
report. The DTNs reviewed and the resulting dispositions are listed in Table 1. The 
qualification status, disposition, and verification represent the status at the beginning of the 
review process (August 2002) and may not represent the current status. 
2.2 DATA TRACKING NUMBERS IDENTIFIED AS RELEVANT 
Table 1 identifies 16 DTNs in TDMS as containing relevant data for the parameters discussed in 
this report. At the start of the review, two were qualified and verified, thirteen were qualified but 
not verified, and one was unqualified. Of the thirteen DTNs that were qualified but not verified, 
all were subsequently verified as qualified in accordance with AP-3.15Q (Table 2). The DTN 
that was unqualified and a related report that contains relevant data that was never submitted to 
TDMS, are identified in Table 3. The report was identified through the review of a DTN 
(SNL02040687004.001) that is related to the report but did not contain relevant data itself. 
These two unqualified datasets contain tensile strength and rock triaxial creep data, respectively, 
and were considered for qualification in accordance with AP-SIII.2Q. 
All relevant data for tensile strength, Schmidt hammer rebound hardness, and rock triaxial creep 
results were compiled from the 15 sources that were determined to be qualified by this report 
(Table 4, Sections 4 to 6). New DTNs were generated for the consolidated dataset of each 
property. The consolidated datasets include information on the results of testing and supporting 
information on the sample location, sample size, lithostratigraphic interval, test environmental 
conditions, and references to associated reports and records. In addition to the source DTNs, 
lithostratigraphic assignments were made using the contacts identified in DTN: 
MO0004QGFMPICK.000. The lithostratigraphic system used in this report follows that in 
DTNs MO0004QGFMPICK.000 and GS931208314211.049. Some lithostratigraphic zones for 
the Tiva Canyon tuff were taken from DTNs GS931008314211.039, GS931008314211.045, and 
GS931008314211.038. Units of measurement were converted to a common system so that 
comparisons and summarization of test results could be conducted. Table I-1 in Attachment I 
shows the lithostratigraphic system used in this report. The source DTNs also contain data for 
other properties that are not the focus of this report and those data were not carried forward. 
3. DATA SUMMARY 
This section summarizes the tensile strength, Schmidt hammer rebound hardness, and rock 
triaxial creep data by lithostratigraphic unit. The data are reviewed to evaluate trends and 
distributions, and to identify anomalies that require explanation. The discussion concentrates on 
those units for which a sufficient number of tests were run to allow this type of review. 
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3.1 TENSILE STRENGTH 
A summary of qualified Brazil tensile strength data by lithostratigraphic unit is shown in Table 5 
and DTN: MO0306DQRIRPTS.002. Descriptive statistics including mean, median, standard 
deviation, and minimum and maximum values are shown in Table 5, along with data status, 
number of tests conducted, formation, and lithostratigraphic units. These data do not include 
data from DTN: MO0301SETSTTST.000. 
The following is a brief discussion of the qualified Brazil tensile strength data summarized in 
Table 5. Table 5 shows that from the top toward the middle of the Tiva Canyon tuff there is a 
trend of increasing tensile strength, and decreasing tensile strength from the middle toward the 
base of the unit: 
• The crystal-rich nonlithophysal zone (Tpcrn) has low tensile strength (mean of 
7.75 MPa). 
• The crystal-poor upper lithophysal zone (Tpcpul) has slightly higher strength (mean of 
10.07 MPa). 
• The highest tensile strength (mean of 15.50 MPa) is measured in the crystal-poor middle 
nonlithophysal zone (Tpcpmn). 
• The crystal-poor lower nonlithophysal zone (Tpcplnh and Tpcplnc) and lower crystalpoor 
vitric zones (Tpcpv2) have lower tensile strength values (means of 8.96, 11.29, and 
3.60 MPa respectively). 
• The tensile strength values for the entire Tiva Canyon tuff ranged from a minimum of 
0.50 MPa to a maximum of 18.90 MPa. 
Tensile strength measurement results for the units below the Tiva Canyon tuff (Tpc) and above 
the Topopah Spring tuff (Tpt) are presented in Table 5. These units consist of a series of bedded 
air-fall tuffs and two thin ash-flow (ignimbrite) units, the Yucca Mountain tuff (Tpy) and the Pah 
Canyon tuff (Tpp), each of these units exhibits very low tensile strength, generally less than 
1 MPa: 
• Tensile strength for the Tpy unit is 3.0 MPa based on one test. 
• Mean tensile strength for bedded air-fall tuff (Tpbt2 & Tpbt3) is 0.20 to 0.30 MPa. 
• Tensile strength for the Pah Canyon tuff (Tpp) has a mean of 0.19 MPa. 
• The low tensile strength can be attributed to the high porosity (generally 30 to 
50 percent) and variable lithology of these units. 
The Topopah Spring tuff is zoned in a manner similar to the Tiva Canyon tuff. The tensile 
strength properties of these zones are also similar to those found in the Tiva Canyon tuff:
July 2003 7 TDR-MGR-GE-000005 REV 00
• The upper two zones with test results, the crystal-rich nonlithophysal zone (Tptrn) and 
the crystal-rich lithophysal zone (Tptrl), have relatively low tensile strength values 
(means of 5.49 and 4.81 MPa respectively). 
• Tensile strength results increase slightly in the crystal-poor upper lithophysal zone 
(Tptpul) with a mean of 5.57 MPa. 
• The highest tensile strengths are measured in the crystal-poor middle nonlithophysal 
zone (Tptpmn) and the crystal-poor lower lithophysal zone (Tptpll) with mean values of 
10.88 and 8.33 MPa, respectively. 
• Lower tensile strength values are observed near the base of the unit in the crystal-poor 
lower nonlithophysal zone (Tptpln) (mean of 7.92 MPa). 
• Even lower tensile strength values are observed in the uppermost vitric subzone 
(Tptpv3) (mean of 3.97 MPa). 
The Brazil tensile strength tests shown in Table 5 were conducted in accordance with ASTM D 
3967-86 and Mellor and Hawkes (1971), and were performed by the United States Bureau of 
Reclamation, New England Research, Inc. (NER), and Sandia National Laboratories. All the 
tests were conducted under ambient temperature and pressure conditions. Most samples were 
saturated prior to testing, but some samples (e.g., air-fall tuff) that might disintegrate when 
saturated were tested under room-dry (as-received) conditions. 
Additional tensile strength data from DTN MO0301SETSTTST.000 could not be qualified by 
this report. This source contains data obtained by both direct and indirect methods of measuring 
tensile strength. These data were collected as part of a preliminary study to compare the two 
techniques for determining the tensile strength of nonlithophysal, welded tuff of the Topopah 
Spring Member. The results of that testing are summarized in Table 6. Twenty-two tensile 
strength tests for the Topopah Spring tuff middle nonlithophysal zone (Tptpmn) were obtained 
from both direct and indirect tensile strength testing procedures. Samples for the direct-pull 
tension tests were taken from drill cores from the USW GU-3 drill hole and from a large block 
from an outcrop on the southwest flank of Busted Butte. Samples for the Brazil tests were taken 
from drill cores from the same large block from an outcrop on the southwest flank of Busted 
Butte. Samples for both tests were deformed in tension under dry, room temperature, constant 
displacement rate (10-5mm s-1) conditions. Samples for the direct-pull tension tests were tested 
following the procedure discussed in Section 1.4. 
Tensile strengths determined from direct-pull tests ranged from 1.94 to 11.53 MPa, with a mean 
of 6.07 MPa and standard deviation of 3.09 MPa. Tensile strengths determined from Brazil tests 
ranged from 16.01 to 26.26 MPa, with a mean of 21.69 MPa and standard deviation of 3.39 MPa. 
The resulting tensile strengths calculated from the Brazil tests are a factor of two higher than 
those measured on the same type of tuff by borehole Brazil tests in Table 5. There is also a 
substantial difference between the direct-pull tests and the Brazil tests from the same location. 
One explanation as to why the results in Table 6 indicate higher tensile strength from the Brazil 
tests, could be a relationship between porosity and tensile strength. The Brazil tensile strength 
July 2003 8 TDR-MGR-GE-000005 REV 00
test data in Table 5 have porosity values included for the Brazil test specimens. A comparison of 
the porosity and the Brazil tensile strength test data indicates a strong correlation with lower 
porosities producing higher strengths. The samples used in the testing for Table 6 did not have 
porosity measurements. However, other porosity measurements on cores from the same block 
(e.g., DTN SNL02040687004.001) indicate that porosities in the Busted Butte block may be 
relatively low when compared to the porosities for the samples in Table 5. Another factor may 
be that the samples for the Tptpmn zone in Table 5 were saturated prior to testing while the 
samples in Table 6 were tested in a dry state. Saturation may have the same effect of reducing 
tensile strength as it does with compressive strength testing. Although the differences in test 
environment are a complicating factor, the unqualified results indicate that the test results given 
on Table 5 may not capture the full range of variation in tensile strength for the zones tested. 
The difference between the results from the direct-pull testing and the Brazil tests are discussed 
by Teufel and McNamee (1991, Section 3). They indicate that the Brazil test produces failure in 
a biaxial stress field rather than the uniaxial stress field of the direct-pull tests. For this reason, 
the Brazil test generally shows a higher tensile strength than direct-pull tests. An additional 
related factor may be the presence of lithophysae and pumice clasts within the specimens tested. 
In the direct-pull test, failure may be initiated at such weak points resulting in a lower tensile 
strength than would be found in a specimen without such features. In the Brazil test, the 
compressive load is applied along the length of the specimen column, the break occurs on a 
predetermined plane that may not be the weakest surface, and internal weak points may be less 
of a factor in the result. Users of the Brazil test results in Table 5 should consider how the 
results may be related to the nature of the test in interpreting the values. 
The variability in the tensile strength test results for each of the lithostratigraphic units included 
in this report 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. 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. As the test results discussed above indicate, users of the 
data in Table 5 should consider the number of tests and spatial distribution of the sampling 
locations in determining how representative the results are for defining the variation that may be 
encountered in the repository block. 
3.2 SCHMIDT HAMMER REBOUND HARDNESS 
The summary of Schmidt hammer rebound hardness data is shown in Table 7 by 
lithostratigraphic unit. Each value in Table 7 represents the average of multiple impact tests 
conducted on each rock sample. The values shown are the “Schmidt Value” from DTN: 
MO0306DQRIRPSH.001 (mean of all tests with the most extreme value deleted). The DTN also 
gives a “Mean Value” which is the mean of all tests with no values deleted. All the tests were 
performed in accordance with the procedure described in Section 1.4, the suggested method for 
determination of the Schmidt rebound hardness by the International Society of Rock Mechanics. 
The Schmidt hammer rebound hardness tests were conducted in the field by the same laboratory 
July 2003 9 TDR-MGR-GE-000005 REV 00
under the same conditions using the same equipment and procedure. All of the field results in 
DTN: MO0306DQRIRPSH.001 have been compiled from sources that were verified as qualified 
in accordance with AP-3.15Q, Managing Technical Product Inputs. 
The mean values for Schmidt hammer rebound hardness are fairly uniform throughout much of 
the Tiva Canyon tuff. The mean and median values for the underlying Pah Canyon tuff (Tpp) 
and bedded tuffs (Tpbt2) were significantly lower than the Tiva Canyon tuff. The measured 
values range from 16.10 to 19.50 from only one value for each unit. The low hardness values 
can be attributed to the high porosity (generally 30 to 50 percent) of these units. 
Schmidt hammer rebound hardness values similar to the Tiva Canyon tuff were measured in the 
Topopah Spring tuff. Except for the vitric zones, the mean values generally range from about 42 
to almost 50. The measured values ranged from a minimum value of 11.70 to a maximum value 
of 58.95. Because the lithostratigraphic units have basically the same chemical composition, the 
wide overall range in values for all the tests of the Tptpul, Tptpmn, and Tptpll can be attributed 
to variation in the degree of crystallization, fracturing (mineralized or open), porosity, and 
lithophysal development. 
3.3 ROCK TRIAXIAL CREEP 
The summary of rock triaxial creep data is shown in Tables 8 and 9. Qualified results are 
presented for seven creep experiments performed on welded specimens of the Tptpmn unit 
recovered from borehole USW NRG-7/7A. The measurements were performed at nominal 
differential stresses of 40, 70, 100, and 130 MPa. The confining pressure and temperature for 
each of the experiments was 10 MPa and 225°C, respectively. All of the specimens were tested 
drained, in room-dry conditions. No attempt was made to maintain the pretest concentration of 
water in the specimen. Water was expelled from the specimen during initial heating and the 
water concentration presumably remained constant or close to zero for the remainder of the test. 
This condition is similar to that expected in the near-field rock in repository emplacement drifts. 
The duration of the experiments ranged from 2.6 million seconds to 5.9 million seconds. 
Martin et al. (1997, Section 2) documents the methods that were used in testing. The methods 
were adopted as ASTM D 4406-93, Standard Test Method for Creep of Cylindrical Rock Core 
Specimens in Triaxial Compression. The report included the source of samples, including 
project name and location (by drill hole), and the depth of sample from the collar of the hole. 
The lithologic description of the rock and the load direction with respect to lithology were given. 
The moisture condition of the sample before testing was reported as room dry. The testing was 
performed on seven samples from drill hole NRG-7/7A from various depths, but seismic velocity 
data was obtained from only six samples. Test specimens were right circular cylinders within the 
tolerances specified by Preparing Cylindrical Samples, Including Inspection of Dimensional and 
Shape Tolerances (TP-51 1990). The specimens had a length of 101.6 mm and a diameter of 
50.8 mm. The compression wave velocity, orthogonal polarized shear wave velocity, and radial 
wave velocities were measured for each of the six sample locations. 
The compression and shear wave velocity measurements were performed to test specimen 
anisotropy by comparing the compression and shear wave velocities measured both parallel and 
normal to the core axis. The axial strain values and the compressive stress in the test specimen 
July 2003 10 TDR-MGR-GE-000005 REV 00
can be calculated from the compressive load on the specimen and the initial cross-sectional area 
of samples. The stress level at which the test was performed is shown in Table 8. 
Tabulations of strain and time data for the creep tests are shown in Table 9. The time duration of 
tests varied between 29.5 days and 68.3 days. All of the tests displayed the same general pattern. 
Most strain was observed to occur immediately upon loading of the sample as indicated by the 
strain value at 1,000 seconds on Table 9. After initial loading, no time-dependent strain is 
observed at a stress difference of 40 MPa. At stress differences of 70, 100, and 130 MPa, the 
rate of strain at constant stress generally increases with increasing stress. However, there is 
scatter in the results and the test with a stress difference of around 130 MPa and the longest 
duration showed no appreciable strain accumulation during the time interval between 1,000 and 
5.9 x 106 seconds. All of the tests showed transient creep with the strain rate continually 
decreasing through time (Martin et al. 1997, p. 34). The following paragraphs provide a short 
discussion of each of the seven individual tests summarized from Martin et al. (1997, Section 3). 
Specimens NRG-7-776.6, 807.6, and 858.4 (all Tptpmn) were tested simultaneously at 
differential axial stresses of 70, 40, and 100 MPa, respectively; there was no visible evidence of 
damage to the specimens. All three experiments were terminated simultaneously at 3,700,000 
seconds: 
• Specimen NRG-7-807.6, with a differential stress of 40 MPa, developed a strain of 
1.08 millistrain during loading. No additional significant strain accumulation was 
detected after 1,000 seconds (accumulated strain between 1,000 and 3.7 x 106 was 0.08 
millistrain). An O-ring on the loading piston failed at nearly 1,500,000 seconds into the 
test causing the strain to drop to near zero. On reloading, the specimen exhibited nearly 
the same strain as prior to the O-ring failure. 
• Specimen NRG-7-776.6 was tested at a differential axial stress of 70 MPa. Initial 
loading produced a strain of 2.34 millistrain. The specimen continued to shorten 
throughout the test (accumulated strain between 1,000 and 3.7 x 106 seconds was 0.18 
millistrain). The strain rate continually decreased with time. At approximately 
3,700,000 seconds the test was terminated due to a jacket failure. 
• Specimen NRG-7-858.4 was tested at a differential axial stress of 100 MPa. Initial 
loading produced an axial strain of 2.69 millistrain. Strain accumulation continued 
throughout the experiment test (accumulated strain between 1,000 and 3.7 x 106 seconds 
was 0.19 millistrain). The rate of strain accumulation was not constant. The strain rate 
was greatest in the first 1,000 seconds. Subsequently, the strain accumulation decreased 
to a low rate. 
The test on specimen NRG-7-808.3 (Tptpmn) was conducted in a four-post frame at a nominal 
differential stress of 130 MPa. The experiment was terminated prior to failure after 5,900,000 
seconds. The strain change with time is extremely small after initial loading (accumulated strain 
between 1,000 and 5.9 x 106 seconds is 0.04 millistrain). 
July 2003 11 TDR-MGR-GE-000005 REV 00
Another suite of experiments was conducted on three specimens from the Tptpln zone (NRG-7- 
1264.5, NRG-7-1281.4, and NRG-7-1400.5) at differential axial stresses of 98, 131, and 132 
MPa (Martin et al. 1997, Section 3): 
• Specimen NRG-7-1264.5 shows a significant transient strain upon initial loading. The 
inelastic strain change was greatest in the first several thousand seconds. After the 
specimen was subjected to stress for approximately 1,000 seconds, the strain rate 
decreased markedly. At approximately 2,570,000 seconds the jacket on the specimen 
failed and the experiment was terminated. An examination of specimen NRG-7-1264.5 
showed no apparent damage to the specimen. 
• Specimens NRG-7-1281.4 and NRG-7-1400.5 were tested at a nominal stress difference 
of 130 MPa. The behavior of both samples was very similar. Both showed significant 
transient strain at times less than one thousand seconds. The strain rate was not 
constant. Strain accumulated throughout the experiment, but the rate decreased with 
time. Specimen NRG–7-1400.5 showed no external indication of damage. A post-test 
examination of specimen NRG-7-1281.4 shows spalling and cracking around a 
vapor-phase altered zone. This suggested to Martin et al. (1997, p. 34) that 
microcracking was occurring during testing. 
Prior to the constant rate creep tests discussed above, a group of other creep tests was conducted 
by the YMP. These tests are discussed in Senseny and Parrish (1981), Martin et al. (1991), and 
Martin et al. (1995). All of these tests are unqualified. The creep results from these tests are 
presented graphically rather than numerically and, therefore, the data were not submitted to 
TDMS. However, the sonic velocity results from these tests were submitted to TDMS and are 
identified in DTN SNL02040687004.001. Because this DTN identifies no creep data, it is not 
considered further in this report. The creep results in Martin et al. (1995) were evaluated for 
qualification to determine if they supported the findings from the qualified tests. The earlier data 
in Senseny and Parrish (1981) are described below but were not evaluated for qualification 
because a different stratigraphic unit was tested. The earlier data in Martin et al. (1991) are also 
described below, but were not evaluated for qualification because only one sample was tested 
and the sample was subjected to multiple testing cycles. 
Senseny and Parrish (1981, Section 2) tested four specimens from the Bullfrog Member of the 
Crater Flat tuff taken from the UE-25 A#1 borehole. These welded tuff samples were tested at 
100°C and at axial stresses near the unconfined compressive strength. Three tests were 
conducted on oven-dried samples at confining pressures of 0.7 to 3.5 MPa. One test was 
conducted on a saturated specimen at a confining pressure of 1.4 MPa, a pore pressure of 0.7 
MPa, and an axial stress difference of 60 percent of dry unconfined compressive strength. The 
duration of the tests ranged from 21 to 34 days. Results were similar to that observed in the 
qualified tests. Only transient creep was observed with the strain rate decreasing through time. 
Total axial creep strains at the end of tests were variable between the samples tested, but were all 
low (about 0.5 millistrain). Creep rates in the saturated specimen were substantially higher than 
those in the oven-dried specimens. While Martin et al. (1997, pp. 34-42) favored microfracturing 
and cracking as the creep mechanism for their samples, Senseny and Parrish (1981, p. 
17) suggested that micropore crushing may have been the creep mechanism based on 
microscopic examination. 
July 2003 12 TDR-MGR-GE-000005 REV 00
Martin et al. (1991, Section 5.3) performed creep testing on one sample from a surface outcrop at 
Busted Butte (Tptpmn zone). Several creep tests were performed on the same specimen. The 
specimen was saturated and tested at a confining pressure of 5 MPa and a pore pressure of 4.5 
MPa. The sample was first tested at room temperature and a differential stress of 49 MPa. No 
change in axial strain was observed after initial loading during the 181-hour test. The differential 
stress was removed and the sample was again tested at a temperature of 250°C and a differential 
stress of 50 MPa. Two initial tests at this temperature encountered mechanical problems and 
were terminated. The third test ran for 168 hours and recorded no axial strain after initial 
loading. A final test was run at 250°C and differential stress of 70 MPa. After initial loading, 
the specimen showed no or very little (less than 0.1 millistrain) axial strain until the sample 
failed at about 62 hours due to jacket failure. These tests again tend to corroborate the qualified 
tests in that very low creep strains were recorded. 
Martin et al. (1995, Section 3.0) conducted tests to determine the effects of elevated temperature 
and stress on the creep deformation of welded tuffs recovered from Busted Butte in the vicinity 
of Yucca Mountain, Nevada. Water saturated specimens of tuff were tested in creep at a 
confining pressure of 5.0 MPa, a pore pressure of 4.5 MPa, and temperatures of 25 and 250 °C. 
These tests were primarily scoping in nature and the method used to evaluate the creep response 
of the tuff was conducted in a reconnaissance mode. The tests did not adhere to conventional 
American Society for Testing and Materials standards, and insufficient data were collected to 
determine the relationship between temperature, stress creep deformation to failure, and total 
failure time at a fixed creep stress. However, a variation of constant strain rates during 
conventional triaxial creep has been used as a method to describe time-dependent deformation. 
Specimen BB-10AE-36Z-SNL (Martin et al. 1995, Section 3.1) was tested at ambient and 250°C 
temperature. In the ambient temperature test, Specimen BB-10AE-36Z-SNL was subjected to 
increasing differential stresses of 50, 60, 70, and finally 80 MPa. The load was removed after 
1.45 x 106 seconds. About 0.1 millistrain of permanent strain was noted after this loading cycle. 
The elevated temperature test had an initial differential axial stress of 58 MPa applied to the 
specimen. At periodic intervals the stress was increased to 69 and finally 79 MPa. After a 
cumulative duration of 3.2 million seconds, the specimen was unloaded because of furnace 
failure. The large majority of the deformation occurred during the loading of the specimen. 
Small amounts of time-dependent axial strain were noted during the constant stress segments of 
the time history (strain rate of approximately 10-10s-1). The time-dependent deformation 
occurred almost exclusively as transient creep. 
Specimen BB-9394-SNL-A (Martin et al. 1995, Section 3.1) was tested at ambient temperature. 
Specimen BB-9394-SNL-A had an initial 50 MPa differential axial stress applied to the 
specimen. The load on the specimen was incremented by 10 MPa at intervals until the rock 
failed at a differential axial stress of 130 MPa. The total duration of the test was almost 79 days. 
At stresses below 100 MPa, almost all of the strain accumulation occurs during the incremental 
loading. After the stress was increased to 110 MPa, a small axial strain rate was detected. 
Subsequent stress increases were made to 120 MPa and finally 130 MPa. The strain rate during 
the constant stress portion of the curve increased further. As with specimen BB-10AE-36ZSNL-
A, this data can be plotted as conventional stress-strain curves where the curve is similar to 
those in a constant rate experiment. 
July 2003 13 TDR-MGR-GE-000005 REV 00
Specimen BB-10AE-22Y-SNL (Martin et al. 1995, Section 3.2) was initially tested in creep at 
room temperature and a differential axial stress of 80 MPa. After the specimen was unloaded, 
the temperature was increased and the specimen was tested once again at a temperature of 
250°C. The confining and pore pressures were the same as for the room temperature conditions. 
The differential axial stress on the sample was 79 MPa. The experiment was terminated after 
approximately 17 hours when the specimen failed. Most axial and radial strain occurred during 
loading and at failure of the specimen. Axial strains during the constant stress segment of the 
test were less than 0.1 millistrain. 
The general results from the previous unqualified tests tend to corroborate the results of the 
qualified tests that creep rates are very low in welded tuffs. 
4. DATA QUALIFICATION METHODS 
The basic review of data in this report identified both qualified and unqualified sources. In 
accordance with AP-SIII.2Q, the following sections document the data qualification task that 
evaluated some of the unqualified sources. The qualification method of corroboration will be 
used to assess whether the unqualified tensile strength and triaxial creep data should be included 
in DTNs MO0306DQRIRPTS.002 and MO0306DQRIRPTC.001. All data in DTN: 
MO0306DQRIRPSH.001 for Schmidt hammer rebound hardness tests were verified as qualified 
based on AP-3.15Q. 
The corroborating data method involves comparing different datasets to evaluate the consistency 
between sets of independently acquired data. As stated in AP-SIII.2Q, the corroborating data 
approach may include comparisons between qualified and unqualified data. A requirement for 
using the corroboration method is that a sufficient quantity of corroborating data is available for 
comparison with the unqualified dataset(s). 
4.1 EVALUATION CRITERIA 
The unqualified data will be evaluated for qualification based on consideration of the following 
criteria. This criteria was selected to incorporate the considerations in AP-SIII.2Q, Attachment 
2; the applicable qualification process attributes listed in AP-SIII.2Q, Attachment 3; and the 
data-specific considerations identified in Sections 3 and 5 of this report. The selected criteria 
have been modified from those stated in the Technical Work Plan to accommodate changes in 
procedures and response to BSC(O)-03-D-129. The following are the criteria used for 
consideration of unqualified data for inclusion in DTNs MO306DQRIRPTS.002 and 
MO0306DQRIRPTC.001. The first four criteria relate to the initial evaluation of the data quality 
and correctness that is required by AP-SIII.2Q. The last criterion relates to the application of the 
corroborating data method. 
• Are the data collection methods reasonable in view of standard measurement and 
instrumentation practice at the time the data were collected? 
• 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? 
July 2003 14 TDR-MGR-GE-000005 REV 00
• Are these data, or similarly collected data, generally accepted by the technical 
community for use in non-YMP applications? 
• Is the documentation associated with the data sufficient to allow an assessment of the 
methods used and the results obtained? 
• Does analysis of comparable qualified and unqualified datasets indicate a reasonable 
level of accuracy for the testing? 
4.2 RECOMMENDATION CRITERIA 
Qualification of data is to be based on a determination by the qualification team that the data 
respond to the evaluation criteria in a substantially positive manner, and are found by the team to 
be adequate for generalized use by the YMP. The inherent variability in earth science data 
means that a qualification review cannot assess the accuracy or precision of individual data 
points with certainty. A generalized use of data is, therefore, a use wherein conclusions are not 
based on the precise value of a single data point, but are based on the cumulative evidence of 
many corroborating data points. This report attempts to summarize the available data for such a 
generalized use by focusing on general trends or ranges of values rather than on individual 
points. A generalized use of data is, therefore, most appropriate for data points with mixed 
origin and pedigree. 
5. DATA QUALIFICATION RESULTS 
The Sandia National Laboratories, U.S. Geological Survey, and a group of commercial 
laboratories were contracted to collect the data on tensile strength and rock creep. An initial 
evaluation of the quality and correctness of the unqualified data will first be made through a 
review of the documentation and methods used. This will be followed by a comparison of the 
unqualified datasets to the qualified data. 
5.1 TENSILE STRENGTH DATA 
A summary of qualified data for tensile strength by lithostratigraphic unit is shown in Table 5. 
Descriptive statistics including mean, median, standard deviation and minimum and maximum 
values are shown, along with the number of tests conducted, the formation, and lithostratigraphic 
units. This dataset will be used to compare with the unqualified tensile strength dataset in Table 
6. All of the tensile strength data in Table 5 have been classified as verified and qualified in 
accordance with AP-3.15Q. The collection of the data in Table 5 was conducted in accordance 
with the applicable portions of ASTM D-3967-86 and ASTM D-3967-92. Table 5 contains data 
from 14 Brazil tensile strength tests in the Tptpmn lithostratigraphic unit. The descriptive 
statistics shown in Table 5 for tensile strength tests ranged from 4.30 to 16.80 MPa with a mean 
of 10.88 MPa and standard deviation of 4.02 MPa. 
Table 6 contains data from 22 tensile strength tests obtained from both direct and indirect tensile 
strength testing methods. These tests were conducted by Sandia National Laboratories (SNL) 
and are reported in DTN: MO0301SETSTTST.000. The tests were conducted to compare the 
two techniques for determining the tensile strength for the Tptpmn lithostratigraphic unit. 
July 2003 15 TDR-MGR-GE-000005 REV 00
Samples for the 11 direct-pull tension tests were taken from drill holes in the Tptpmn unit from 
the USW GU-3 borehole and from a large outcrop block on the southwest flank of Busted Butte. 
Samples for the 11 Brazil tests were also taken from the same outcrop block on the southwest 
flank of Busted Butte. Samples for both tests were deformed in tension under dry, room 
temperature constant displacement rate (10-5 mm s-1) conditions. The data in Table 6 were 
collected in accordance with the applicable portions of ASTM D-3967-86 and ASTM D-3967- 
92. These supporting records for the procedures and testing process are documented in the 
records shown in Table 10. This documentation indicates that the data were collected under 
standard procedures and can be considered technically correct. 
The results shown in Table 6 for tensile strength determined from direct-pull tests ranged from 
1.94 to 11.53 MPa with a mean of 6.07 MPa and standard deviation of 3.09 MPa. Tensile 
strengths determined from Brazil tests ranged from 16.01 to 26.26 MPa with a mean of 21.69 
MPa and a standard deviation of 3.39 MPa. The combined mean tensile strength value for 22 
tensile strength tests is 13.88 MPa with a median tensile strength value of 13.77 MPa. 
Comparing the two Brazil tensile strength test datasets shows only a small number of values 
(three) in the 16.0 MPa range that appear in common between the two sets of tensile strength 
data. Table 5 data has a range of values from 4.30 to 16.80 MPa and Table 6 data has a range of 
values from 16.01 to 26.26 MPa. The resulting mean tensile strength for Table 6 data calculated 
from the Brazil tests is a factor of two higher than those measured on the same type of tuff from 
borehole samples in Table 5 (21.69 Vs 10.88 MPa). There appears to be very little corroboration 
between Table 5 and Table 6 Brazil tensile strength data with only approximately sixteen percent 
of the values intersecting the range between the two datasets. There are no corroborating 
datasets for the direct-pull tests. 
5.2 ROCK TRIAXIAL CREEP 
A review of the rock triaxial creep data in Tables 8 and 9 shows that the testing was conducted in 
accordance with the applicable portions of ASTM D 4406-93, which was in the approval process 
at the time of testing. The data and reports document that the standard was followed. The 
testing for acquiring the data in Martin et al. (1995) was not fully conducted in accordance with 
the applicable portions of ASTM D 4406-84 (i.e., differential stress was varied through the 
course of the test), this is also documented in the record. The data from Tables 8 and 9 were 
verified in accordance with AP-3.15Q, and were included in the summary DTN: 
MO0306DQRIRPTC.001. The data in Martin et al. (1995) (not verified under AP-3.15Q) were 
collected by NER and have been included in the data to be considered for qualification in 
accordance with AP-SIII.2Q. 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. 
Surveys of the QA program implemented by NER were conducted during the time frame that the 
work by Martin et al. (1995) was completed (Hawkinson 1993; Hawkinson 1994). These 
surveys indicate that the QA program was in compliance with the Quality Assurance 
Requirements and Description requirements in place at the time that work was conducted. These 
surveys also included a review of the qualifications of the personnel who generated the data, and 
July 2003 16 TDR-MGR-GE-000005 REV 00
they were judged to meet the qualification requirements for generating data under a 10 CFR 60, 
Subpart G, QA program. These procedures and testing processes are documented in Table 10. 
As discussed in Section 3.3, the unqualified and qualified data corroborate each other in a 
general sense, but more detailed comparisons are difficult because of the different testing 
methods used. 
6. DATA QUALIFICATION EVALUATION 
6.1 TENSILE STRENGTH DATA 
The conclusions from the Data Qualification Team's review of the unqualified tensile strength 
data in Table 6 are presented below in terms of the five evaluation criteria presented in Section 
4.1. 
A. Are the data collection methods reasonable in view of standard measurement and 
instrumentation practice at the time the data were collected? 
The review in Section 5.1 and the records in Table 10 demonstrate that the data in 
Tables 5 and 6 were acquired in conformance with testing standards in place at the time 
the data were collected. Busted Butte and borehole samples of the Tptpmn 
lithostratigraphic unit were deformed in tension under dry, room temperature, constant 
displacement rate (10-5 mm s-1) conditions. Standard methods were used for both 
direct-pull-tension tests and Brazil tests of tensile strength and are documented by 
submitted records. Thus, the data collection methods appear reasonable in view of the 
standard measurement and instrumentation practice at the time the data were collected. 
B. 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 organization generating the data (SNL) is judged to meet the qualification 
requirements for generating data under a 10 CFR 60, Subpart G, QA program. SNL 
currently has acceptable QA programs in place that use basically the same staff, 
procedures, and equipment that were used for the qualified and unqualified testing. 
C. Are these data, or similarly collected data, generally accepted by the technical 
community for use in non-Yucca Mountain Project applications? 
Tensile strength testing in Table 6 was conducted under industry standard procedures 
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 engineering and technical communities accept the 
products of this laboratory for similar collected data. 
D. Is the documentation associated with the data sufficient to allow an assessment of the 
methods used and the results obtained? 
July 2003 17 TDR-MGR-GE-000005 REV 00
The unqualified sources have substantial documentation on the procedures used, 
calibration techniques used, and the data obtained. The documentation is comparable 
to the critical documents that would be expected for a qualified program. The 
documentation in Teufel and McNamee (1991) and the records listed in Table 10 are 
sufficient to allow assessment of the methods used and results obtained. 
E. Does analysis of comparable qualified and unqualified datasets indicate a reasonable 
level of accuracy for the testing? 
The comparisons discussed in Section 5.1 indicate that the qualified and unqualified 
data for the same lithostratigraphic unit, tested under similar conditions, do not yield a 
similar range of results. Such comparisons must be tempered with the knowledge that 
the 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. With these restrictions in mind, the comparisons 
between data in Tables 5 and 6 indicate an indeterminate judgment on whether there are 
substantial differences between the datasets that are presented in Table 5 and Table 6. 
6.2 ROCK TRIAXIAL CREEP 
The conclusions from the Data Qualification Team’s review of the rock triaxial creep data are 
presented below in terms of the five evaluation criteria presented in Section 4.1. 
A. Are the data collection methods reasonable in view of standard measurement and 
instrumentation practice at the time the data were collected? 
The review in Section 5.2 and the records in Table 10 demonstrate that the data 
collection and equipment calibration techniques for rock triaxial creep data in the 
unqualified dataset were not conducted in accordance with the applicable portions of 
ASTM D 4406-84 and D 4406-93. However, the data collection methods appear 
reasonable in view of the scoping nature of study. 
B. 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 organization generating the data (NER) is judged to meet the qualification 
requirements for generating data under a 10 CFR 60, Subpart G, QA program. QA 
programs were in place that use basically the same staff, procedures, and equipment 
that were used for the qualified and unqualified testing. A survey of NER’s QA 
programs was conducted during the time frame that work was completed by the 
organization that contracted the work (SNL). Hawkinson 1993 and Hawkinson 1994 
indicate that the QA program was in compliance with U.S. Department of Energy 
standards in place at the time work was conducted. These surveys also included a 
review of the qualifications of the personnel who generated the data, and they were 
judged to meet the qualification requirements for generating data under a 10 60, 
Subpart G, QA program. 
July 2003 18 TDR-MGR-GE-000005 REV 00
C. Are these data, or similarly collected data, generally accepted by the technical 
community for use in non-Yucca Mountain Project applications? 
Rock triaxial creep testing is an industry standard test that is used in civil and mining 
projects. The testing procedures have a long and extensive history of development and 
use and are not considered experimental or unique. The commercial laboratory being 
evaluated (NER) routinely conducts this type of testing for industry clients. The 
engineering and technical community for other projects generally accepts the products 
of this laboratory for use in non-Yucca Mountain Project applications. 
D. Is the documentation associated with the data sufficient to allow an assessment of the 
methods used and the results obtained? 
The documentation associated with Martin et al. (1995) is sufficient to allow an 
assessment of the methods used and results obtained. The unqualified sources have 
substantial documentation on the procedures followed, calibration techniques used, and 
the data obtained. However, the documentation indicates that the data were from a 
scoping study on creep and that it was not the intent of the study to gather quasi-static 
data. There were not enough data gathered to warrant confident presentation of the 
rock triaxial creep parameter even though the data collected did appear to compare well 
with some of the qualified data. 
E. Does analysis of comparable qualified and unqualified datasets indicate a reasonable 
level of accuracy for the testing? 
The rock triaxial creep testing data contained in DTN: MO0306DQRIRPTC.001 and 
summarized in Tables 8 and 9 can only be compared to the results in Martin et al. 
(1995) in a general sense. The data show the same trend of varying strain rates during 
creep testing, but the differences in testing methods do not allow a more detailed 
comparison. The data collected in Martin et al. (1995) were collected in a 
reconnaissance mode. The tests did not adhere to conventional American Society for 
Testing and Materials standards and insufficient data were collected to determine the 
relationship between temperature, stress creep deformation to failure, and total failure 
time at a fixed creep stress. 
7. CONCLUSIONS 
The Data Qualification Team compiled the qualified tensile strength data in DTN: 
MO0306DQRIRPTS.002 and summarized the data by lithostratigraphic unit in Table 5. Based 
on the results of the evaluation in Sections 5 and 6, the unqualified data in Table 6 were found 
not to be corroborated by the data in Table 5. Therefore, the data in DTN: 
MO301SETSTTST.000 was not determined to be qualified and was not included in data 
compiled in DTN: MO0306DQRIRPTS.002. Since the data collection methods and 
documentation appear to be adequate for the tensile strength data in MO301SETSTTST.000, 
users should consider the impact of these tests when evaluating the range of variation that may 
be present in the Tptpmn lithostratigraphic zone. 
July 2003 19 TDR-MGR-GE-000005 REV 00
The qualification team compiled Schmidt rebound hardness data in DTN: 
MO0306DQRIRPSH.001. All relevant data were qualified and verified at the beginning of the 
data review. The recommended values that were developed from the compiled data in the form 
of descriptive statistics are shown in Table 7. 
The Data Qualification Team compiled qualified rock triaxial creep data in DTN: 
MO0306DQRIRPTC.001 and summarized the data in Tables 8 and 9. The unqualified data in 
Martin et al. (1995) were found not to be corroborated by other datasets and are not included in 
DTN: MO0306DQRIRPTC.001. However, the unqualified data from Martin et al. (1995) and 
earlier studies provide increased confidence that the low creep rates documented in the limited 
number of qualified tests are reasonably representative of the welded tuff units. 
These summaries and supporting information and discussion will be included in a RIB data item 
that summarizes the output from this report. Depending on their need, individual users may use 
individual test results from the summary DTNs 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 
intact rock property data when applying these results to specific problems. 
8. REFERENCES 
8.1 DOCUMENTS CITED 
Cikanek, E.M.; Blakely, R.J.; Grant, T.A.; and Safley, L.E. 2003. Technical Work Plan for: Data 
Qualification and Summary Report of Intact Rock Properties Data on Tensile Strength, Schmidt 
Hammer Rebound Hardness, and Rock Triaxial Creep. TWP-MGR-GE-000003 REV 01. Las 
Vegas, Nevada: Bechtel SAIC Company. ACC: DOC.20030616.0001 
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 
Radioactive Waste Management. ACC: DOC.20030422.0003. 
Hawkinson, D.R. 1993. Quality Assurance Annual Evaluation. QA Evaluation No. NER-E93-1. 
[White River Junction, Vermont]: New England Research. ACC: NNA.19931215.0074. 
Hawkinson, D.R. 1994. Quality Assurance Annual Evaluation. QA Evaluation No. NER-E94-1. 
White River Junction, Vermont: New England Research. ACC: MOL.19950208.0064. 
Martin, R.J., III.; Boyd, P.J.; Noel, J.S.; and Price, R.H. 1991. Procedure Development Study: 
Low Strain Rate and Creep Experiments. SAND91-0527. Albuquerque, New Mexico: Sandia 
National Laboratories. ACC: NNA.19911010.0047. 
Martin, R.J.; Price, R.H.; Boyd, P.J.; and Noel, J.S. 1994. Bulk and Mechanical Properties of the 
Paintbrush Tuff Recovered from Borehole USW NRG-6: Data Report. SAND93-4020. 
Albuquerque, New Mexico: Sandia National Laboratories. ACC: MOL.19940811.0001. 
July 2003 20 TDR-MGR-GE-000005 REV 00
Martin, R.J., III; Price, R.H.; Boyd, P.J.; and Noel, J.S. 1995. Creep in Topopah Spring Member 
Welded Tuff. SAND94-2585. Albuquerque, New Mexico: Sandia National Laboratories. ACC: 
MOL.19950502.0006. 
Martin, R.J.; Noel, J.S.; Boyd, P.J.; and Price, R.H. 1997. Creep Properties of the Paintbrush 
Tuff Recovered from Borehole USW NRG-7/7A: Data Report. SAND95-1759. Albuquerque, 
New Mexico: Sandia National Laboratories. ACC: MOL.19971017.0661. 
Mellor, M. and Hawkes, I. 1971. “Measurement of Tensile Strength by Diametral Compression 
of Discs and Annuli.” Engineering Geology, 5, 173-225. Amsterdam, The Netherlands: 
Elsevier. TIC: 253847. 
Senseny, P. E. and Parrish, D. K. 1981. Creep Experiments on Welded Tuff from the Bullfrog 
Member of the Crater Flat Tuff, Nevada Test Site. RSI-0136. Rapid City, South Dakota: 
RE/SPEC Inc.. ACC: NNA.19940608.0307. 
Teufel L.W. and McNamee M.J. 1991. Tensile Strength Testing of Topopah Spring Tuff. 
SAND91-0044. Albuquerque, New Mexico: Sandia National Laboratories. 
ACC: NNA.19910322.0056. 
TP-51, Rev. A. 1990. Preparing Cylindrical Samples, Including Inspection of Dimensional and 
Shape Tolerences. [Albuquerque, New Mexico]: Sandia National Laboratories. ACC: 
NNA.19900628.0101. 
8.2 CODES, STANDARDS, REGULATIONS: 
10 CFR 60. Energy: Disposal of High-Level Radioactive Wastes in Geologic Repositories. 
Readily available. 
ASTM D 3967-86. 1986. Standard Test Method for Splitting Tensile Strength of Intact Rock 
Core Specimens. Philadelphia, Pennsylvania: American Society for Testing and Materials. 
TIC: 231530. 
ASTM D 3967-92 (Reapproved 1992). Standard Test Method for Splitting Tensile Strength of 
Intact Rock Core Specimens. Philadelphia, Pennsylvania: American Society for Testing and 
Materials. TIC: 104130. 
ASTM D 4406-84. 1984. Standard Test Method for Creep of Cylindrical Rock Core Specimens 
in Triaxial Compression. Philadelphia, Pennsylvania: American Society for Testing and 
Materials. TIC: 231530. 
ASTM D 4406-93 (Reapproved 1998). 1993. Standard Test Method for Creep of Cylindrical 
Rock Core Specimens in Triaxial Compression. West Conshohocken, Pennsylvania: American 
Society for Testing and Materials. TIC: 247124. 
July 2003 21 TDR-MGR-GE-000005 REV 00
8.3 PROCEDURES 
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 02. Managing Technical Product Inputs. Washington, D.C.: 
U.S. Department of Energy, Office of Civilian Radioactive Waste Management. ACC: 
DOC.20030627.0002. 
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: MOL.20020102.0201. 
8.4 SOURCE DATA, LISTED BY DATA TRACKING NUMBER 
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. 
GS921283114220.007. Direct Shear Test Results - Intact Rock and Sliding Friction, Borehole 
UE-25 NRG#1. Submittal date: 12/03/1992. 
GS921283114220.010. Splitting Tensile Strength of Intact Rock Core Specimens from UE-25 
NRG#1. Submittal date: 12/04/1992. 
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. 
July 2003 22 TDR-MGR-GE-000005 REV 00
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 Bore Hole USW NRG-6. Submittal date: 
10/07/1993. 
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. 
LL940800104244.000. Compilation of Insulating Material Properties for Use in the Large Block 
Test. Submittal date: 08/09/1994. 
LL960905005911.010. Engineered Materials Characterization Report for the Yucca Mountain 
Site Characterization Project. Submittal date: 09/20/1996. 
LL981112505924.050. Stress Corrosion Cracking of NI-Base and TI Alloys under Controlled 
Potential. Submittal date: 11/30/1998. 
LL981212005924.062. Degradation Mode Survey Candidate Titanium-Base Alloys for Yucca 
Mountain Project Waste Package Materials. Submittal date: 12/22/1998. 
LL990201804243.031. Geomechanical Analysis of the Large Block Test (MOL-236). 
Submittal date: 02/08/1999. 
LL990704905924.085. Cracking of Titanium Alloys Under Cathodic Applied Electrochemical 
Potential. Submittal date: 07/20/1999. 
MO0001SEPSRMPC.000. Summary of Rock Mass Properties for Confining Stress Ranging 
from 0 to 42 MPA. Submittal date: 01/11/2000. 
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. 
MO0003RIB00079.000. Rock Mechanical Properties. Submittal date: 03/30/2000. 
July 2003 23 TDR-MGR-GE-000005 REV 00
MO0004QGFMPICK.000. Lithostratigraphic Contacts from MO9811MWDGFM03.000 to be 
Qualified Under the Data Qualification Plan, TDP-NBS-GS-000001. Submittal date: 
04/04/2000. 
MO0103SEPSMRMP.000. Summary of Rock Mass Properties. Submittal date: 03/13/2001. 
MO0109RIB00049.001. Waste Package Material Properties: Neutron Absorbing Materials. 
Submittal date: 09/17/2001. 
MO0204EBSPYMPG.017. Physical and Mechanical Properties of Grout. Submittal date: 
04/23/2002. 
MO0204RIB00133.000. Rock Tensile Strength (Brazilian Method). Submittal date: 04/03/2002. 
MO0204RIB00135.000. Rock Tensile Strength (Direct Pull). Submittal date: 04/04/2002. 
MO0204RIB00146.000. Schmidt Rebound Hardness. Submittal date: 04/03/2002. 
MO0205UCC024KZ.019. Results of Tensile Testing of Alloy C22 Under Various Strain Rates. 
Submittal date: 05/29/2002. 
MO0205UCC024KZ.020. Results of Tensile Test of Stainless Steel 316L Under Various Strain 
Rates. Submittal date: 05/29/2002. 
MO0205UCC024KZ.021. Results of Tensile Testing of Titanium Alloy Grade 7 Under Various 
Strain Rates. Submittal date: 05/29/2002. Imaging in Process 
MO0301SETSTTST.000. Tensile Strength Testing of Topopah Spring Tuff. Submittal 
Date: 01/09/2003. 
MO9808RIB00041.000. Reference Information Base Data Item: Rock Geomechanical 
Properties. Submittal date: 08/05/1998. 
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. 
July 2003 24 TDR-MGR-GE-000005 REV 00
MO9906RIB00054.000. Waste Package Material Properties: Structural Materials. Submittal 
date: 06/17/1999. 
MO9911SEPGRP34.000. Geotechnical Rock Properties. Submittal date: 11/10/1999. 
SNF29041993002.010. Schmidt Hammer Test Data from NRG Drillholes Core. Submittal 
date: 12/17/1993. 
SNF29041993002.024. Schmidt Hammer Test Data from USW NRG-7/7A Drillhole. Submittal 
date: 04/18/1994. 
SNF29041993002.031. Rock Mass Mechanical Properties Estimates for Boreholes UE25 NRG- 
1, NRG-2, NRG-2A, NRG-3, NRG-4, NRG-5, USW NRG-6, and NRG-7/7A (Revision 2). 
Submittal date: 12/05/1994. 
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. 
SNL02030180001.001. Matrix Compressive Tests to Characterize Tuffs from UE-25A#1 and the 
Laser Drift in G-Tunnel. Submittal date: 08/20/1985. 
SNL02030193001.002. 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. 
SNL02030193001.009. Mechanical Properties Data for Drill Hole UE-25 NRG#5 Samples from 
Depth 781.0 ft. to 991.9 ft. Submittal date: 11/18/1993. 
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. 
July 2003 25 TDR-MGR-GE-000005 REV 00
SNL02030193001.017. Mechanical Properties Data for Drillhole USW NRG-7/7A Samples 
from Depth 18.0 ft. to 495.0 ft. 
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. 
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. 
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. 
SNL02071596001.001. Creep Properties of the Paintbrush Tuff Recovered From Borehole 
USW NRG-7/7a. Submittal Date: 10/01/1997. 
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. 
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. 
SNL23100198001.001. Laboratory Testing of Concrete Properties at Elevated Temperatures 
(Including Aggregate Characterization). Submittal date: 12/22/1998. 
July 2003 26 TDR-MGR-GE-000005 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. 
SNSAND92045000.000. Rock Mass Mechanical Property Estimations for the Yucca Mountain 
Site Characterization Project. Submittal date: 01/10/1994. 
SNSAND95048800.000. Geotechnical Characterization of the North Ramp of the Exploratory 
Studies Facility, Volume I: Data Summary, and Volume II: NRG Corehole Data Appendices. 
Submittal date: 01/08/1996. 
UN0109SPA024MT.001. Batch #1 MTS Test Results for Titanium Grade 7 Under Low Strain 
Rate Tensile Testing. Submittal date: 09/21/2001. 
UN0109SPA024MT.002. Batch #2 MTS Test Results for Titanium Grade 7 Under Low Strain 
Rate Tensile Testing. Submittal date: 09/21/2001. 
UN0109SPA024MT.003. Batch #3 MTS Test Results for Titanium Grade 7 Under Low Strain 
Rate Tensile Testing. Submittal date: 09/21/2001. 
UN0109SPA024MT.004. Batch #4 Instron Dynatup Tensile Test Results for Titanium Grade 7 
Under Impact Loading. Submittal date: 09/21/2001. 
UN0109SPA024MT.005. Batch #5 Instron Dynatup Tensile Test Results for Titanium Grade 7 
Under Impact Loading. Submittal date: 09/21/2001. 
UN0110SPA024MT.006. MTS Test Results for Steel 316L Under Low Strain Rate Tensile 
Testing (Batch #1). Submittal date: 10/15/2001. 
UN0110SPA024MT.007. MTS Tensile Test Results for Steel 316L Under High Strain Rate 
loading (Batch #2). Submittal date: 10/15/2001. 
UN0110SPA024MT.008. MTS Tensile Test Results of Steel 316L Under High Strain Rate 
Loading (Batch #3). Submittal date: 10/15/2001. 
UN0110SPA024MT.009. MTS Tensile Test Results of Alloy C22 Under Low Strain Rate 
Loading (Batch #1). Submittal date: 10/16/2001. 
UN0110SPA024MT.010. MTS Tensile Test Results of Alloy C22 Under High Strain Rate 
Loading (Batch #2). Submittal date: 10/16/2001. 
UN0110SPA024MT.011. MTS Tensile Test Results of Alloy C22 Under High Strain Rate 
Loading (Batch #3). Submittal date: 10/16/2001. 
UN0201SPA024MT.012. Instron Tensile Test Results for Alloy C22 Under Moderate Strain 
Rate (Batch #4). Submittal date: 01/24/2002. 
July 2003 27 TDR-MGR-GE-000005 REV 00
UN0201SPA024MT.013. Instron Tensile Test Results for Alloy C22 Under Moderate Strain 
Rate (Batch #5). Submittal date: 01/24/2002. 
UN0201SPA024MT.014. Instron Tensile Test Results for Stainless Steel 316L Under Moderate 
Strain Rate Specimen 10S. Submittal date: 01/24/2002. 
UN0201SPA024MT.015. Instron Tensile Test Results for Stainless Steel 316L Under Moderate 
Strain Rate, Specimen 12S. Submittal date: 01/24/2002. 
UN0201SPA024MT.016. Instron Tensile Test Results for Stainless Steel 316L Under Moderate 
Strain Rate, Specimen 15S. Submittal date: 01/24/2002. 
UN0201SPA024MT.017. Instron Tensile Test Results for Stainless Steel 316L Under Moderate 
Strain Rate, Specimen 20S. Submittal date: 01/24/2002. 
UN0201SPA024MT.018. MTS Tensile Test Results for Alloy C22 Under Low Strain Rate 
(Batch #6). Submittal date: 01/24/2002. 
8.5 OUTPUT DATA, LISTED BY DATA TRACKING NUMBER 
MO0306DQRIRPTS.002. Intact Rock Properties Data for Tensile Strength. 
MO0306DQRIRPSH.001. Intact Rock Properties Data for Schmidt Rebound Hardness. 
MO0306DQRIRPTC.001. Intact Rock Properties Data for Rock Triaxial Creep. 
8.6 SOFTWARE 
Only YMP standard software (MS Word and Excel) was used to generate the information 
contained in this technical report. 
July 2003 28 TDR-MGR-GE-000005 REV 00
Table 1. Disposition of DTNs Found Linked to Potentially Relevant Parameters 
DTN 
GS920983114220.001 
GS920983114220.002 
GS921283114220.003 
GS921283114220.004 
GS921283114220.005 
GS921283114220.006 
GS921283114220.007 
GS921283114220.010 
GS921283114220.014 
TDR-MGR-GE-000005 REV 00 
TITLE 
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. 
DRILL HOLE UE-25 NRG-1 ROCK 
CORE TESTS. 
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. 
PHYSICAL PROPERTIES AND 
DIMENSIONAL TOLERANCE 
CONFORMANCE OF ROCK CORE 
TEST SPECIMENS. 
PULSE VELOCITIES AND 
ULTRASONIC ELASTIC CONSTANTS 
OF INTACT ROCK CORE TEST 
SPECIMENS. 
DIRECT SHEAR TESTS RESULTS - 
INTACT ROCK AND SLIDING 
FRICTION BOREHOLE UE-25 
NRG#1. 
SPLITTING TENSILE STRENGTH OF 
INTACT ROCK CORE SPECIMENS 
FROM UE-25 NRG#1. 
SOIL AND ROCK GEOTECHNICAL 
INVESTIGATIONS, FIELD AND 
LABORATORY STUDIES, NORTH 
RAMP SURFACE FACILITY, 
EXPLORATORY STUDIES FACILITY, 
YUCCA MOUNTAIN PROJECT. 
29 
STATUS 
(start 
TYPE of review) DISPOSITION VERIFICATION 
A Q other sources 
Repeats or Requires 
summarizes verification 
values taken from and/or 
qualification. 
that were 
evaluated, not 
used.. 
Repeats or Requires 
summarizes verification 
values taken from and/or 
qualification. A Q other sources 
that were 
evaluated, not 
used. 
A Q 
Material not Requires 
related to verification 
property of and/or 
interest, not used. qualification. 
A Q 
Material not Requires 
related to verification 
property of and/or 
interest, not used. qualification. 
A Q 
Material not Requires 
related to verification 
property of and/or 
interest, not used. qualification. 
A Q 
Material not Requires 
related to verification 
property of and/or 
interest, not used. qualification. 
A Q 
Material not Requires 
related to verification 
property of and/or 
interest, not used qualification 
Directly used. 
A Q 
Requires 
verification 
and/or 
qualification. 
No relevant data Requires 
presented or out verification 
of area of and/or D Q interest, not used. qualification 
July 2003
Table 1. Disposition of DTNs Found Linked to Potentially Relevant Parameters (Continued) 
DTN 
LL940800104244.000 
LL960905005911.010 
LL981112505924.050 
LL981212005924.062 
LL990201804243.031 
LL990704905924.085 
MO0001SEPSRMPC.000 
MO0003RIB00071.000 
TDR-MGR-GE-000005 REV 00 
TITLE 
COMPILATION OF INSULATING 
MATERIAL PROPERTIES FOR USE 
IN THE LARGE BLOCK TEST. 
ENGINEERED MATERIALS 
CHARACTERIZATION REPORT FOR 
THE YUCCA MOUNTAIN SITE 
CHARACTERIZATION PROJECT. 
STRESS CORROSION CRACKING 
OF NI-BASE AND TI ALLOYS UNDER 
CONTROLLED POTENTIAL. 
DEGRADATION MODE SURVEY 
CANDIDATE TITANIUM-BASE 
ALLOYS FOR YUCCA MOUNTAIN 
PROJECT WASTE PACKAGE 
MATERIALS. 
GEOMECHANICAL ANALYSIS OF 
THE LARGE BLOCK TEST (MOL- 
236). VA SUPPORTING DATA. 
CRACKING OF TITANIUM ALLOYS 
UNDER CATHODIC APPLIED 
ELECTROCHEMICAL POTENTIAL 
TITANIUM GRADES 7 AND 12 WERE 
PLACED IN AN AQUEOUS 
ENVIRONMENT AND SUBJECTED 
TO CHANGES IN CATHODIC 
POTENTIAL. 
SUMMARY OF ROCK MASS 
PROPERTIES FOR CONFINING 
STRESS RANGING FROM 0 TO 42 
MPa. 
PHYSICAL AND CHEMICAL 
CHARACTERISTICS OF ALLOY 22 
30 
DISPOSITION VERIFICATION 
STATUS 
(start of 
review) TYPE
A U 
No relevant data Requires 
presented or out verification 
of area of and/or 
interest, not used. qualification. 
A U verification and/ 
or qualification. 
No relevant data Requires 
presented or out 
of area of 
interest, not used 
A U 
No relevant data Requires 
presented or out verification 
of area of and/or 
interest, not used. qualification. 
No relevant data Requires 
presented or out 
A U of area of 
verification 
and/or 
interest, not used. qualification 
D U 
No relevant data Requires 
presented or out verification 
of area of and/or 
interest, not used. qualification 
No relevant data Requires 
presented or out verification 
of area of and/or 
interest, not used. qualification A Q 
D U 
No relevant data Requires 
presented or out verification 
of area of and/or 
interest, not used qualification. 
D Q other sources 
Repeats or Verified using 
summarizes AP-3.15Q 
values taken from Checklist for 
Principle 
Factors. that were 
evaluated, not 
used. 
July 2003
Table 1. Disposition of DTNs Found Linked to Potentially Relevant Parameters (Continued) 
DTN 
MO0003RIB00072.000 
MO0003RIB00073.000 
MO0003RIB00076.000 
MO0003RIB00079.000 
MO0109RIB00049.001 
MO0204EBSPYMPG.017 
TDR-MGR-GE-000005 REV 00 
TITLE 
PHYSICAL AND CHEMICAL 
CHARACTERISTICS OF STEEL, 
A 516 
PHYSICAL AND CHEMICAL 
CHARACTERISTICS OF TI GRADES 
7 AND 16. 
PHYSICAL AND CHEMICAL 
CHARACTERISTICS OF TYPE 316N 
GRADE 
ROCK MECHANICAL PROPERTIES 
WASTE PACKAGE MATERIAL 
PROPERTIES: NEUTRON 
ABSORBING MATERIALS 
PHYSICAL AND MECHANICAL 
PROPERTIES OF GROUT 
31 
STATUS 
(start of 
review) TYPE DISPOSITION VERIFICATION 
Repeats or Developed 
summarizes (acquired) 
values taken from under PVAR 
other sources 
D Q that were 
evaluated, not 
used. 
procedures or 
expert elicitation 
- No data 
verification is 
required 
D Q 
Repeats or Developed 
summarizes (acquired) 
values taken from under PVAR 
other sources 
that were 
evaluated, not 
used. 
procedures or 
expert elicitation 
No data 
verification is 
required. 
D Q other sources 
Repeats or Verified using 
summarizes AP-3.15Q 
values taken from Checklist for 
Principle 
Factors that were 
evaluated, not 
used. 
Repeats or Requires 
summarizes verification 
values taken from and/or 
D U other sources qualification. 
that were 
evaluated, not 
used. 
D Q 
Repeats or Developed 
summarizes (acquired) 
values taken from under PVAR 
other sources 
that were 
evaluated, not 
used. 
procedures or 
expert elicitation 
No data 
verification is 
required. 
A Q 
Material not Developed 
related to (acquired) 
property of under PVAR 
interest, not used. procedures or 
expert elicitation 
No data 
verification is 
required 
July 2003
Table 1. Disposition of DTNs Found Linked to Potentially Relevant Parameters (Continued) 
DTN 
MO0204RIB00133.000 
MO0205UCC024KZ.019 
MO0205UCC024KZ.020 
MO0205UCC024KZ.021 
MO9808RIB00041.000 
MO9906RIB00048.000 
MO9906RIB00049.000 
MO9906RIB00050.000 
MO9906RIB00052.000 
MO9906RIB00053.000 
TDR-MGR-GE-000005 REV 00 
TITLE 
ROCK TENSILE STRENGTH 
(BRAZILIAN METHOD) BASED ON 
THE RESEARCH THAT HAS BEEN 
ACCOMPLISHED BY THE 
SUBSURFACE DESIGN 
ORGANIZATION. 
RESULTS OF TENSILE TESTING OF 
ALLOY C22 UNDER VARIOUS 
STRAIN RATES 
RESULTS OF TENSILE TESTING OF 
STAINLESS STEEL 316L UNDER 
VARIOUS STRAIN RATES. 
RESULTS OF TENSILE TESTING OF 
TITANIUM ALLOY GRADE 7 UNDER 
VARIOUS STRAIN RATES 
REFERENCE INFORMATION BASE 
DATA ITEM: ROCK 
GEOMECHANICAL PROPERTIES. 
WASTE PACKAGE MATERIAL 
PROPERTIES: WASTE FORM 
MATERIALS. 
WASTE PACKAGE MATERIAL 
PROPERTIES: NEUTRON 
ABSORBING MATERIALS. 
WASTE PACKAGE MATERIAL 
PROPERTIES: CERAMIC COATING 
MATERIALS. 
WASTE PACKAGE MATERIAL 
PROPERTIES: CORROSION 
RESISTANT MATERIALS. 
WASTE PACKAGE MATERIALS: 
CORROSION ALLOWANCE AND 
BASKET MATERIALS 
32 
STATUS 
(start of 
review) TYPE DISPOSITION VERIFICATION 
D Q procedures or 
expert elicitation 
Repeats or Developed 
summarizes (acquired) 
values taken from under PVAR 
other sources 
that were 
evaluated, not No data 
used. verification is 
required 
D U not contain 
Model Requires 
input/output, does verification 
and/or 
measured values, qualification. 
not used. 
Model Requires 
input/output, does verification 
D U not contain and/or 
measured values, qualification. 
not used. 
Model Requires 
input/output, does verification 
D U not contain and/or 
measured values, qualification. 
not used. 
Superseded data, To be verified, 
TBV# 3143 A Q not used. 
D Q 
Material not Requires 
related to verification 
property of and/or 
interest, not used qualification 
Superseded data, 
not used. D Q 
Requires 
verification 
and/or 
qualification. 
D Q 
Material not Requires 
related to verification 
property of and/or 
interest, not used. qualification. 
D Q 
Material not Requires 
related to verification 
property of and/or 
interest, not used. qualification. 
D Q 
Material not Requires 
related to verification 
property of and/or 
interest, not used. qualification 
July 2003
Table 1. Disposition of DTNs Found Linked to Potentially Relevant Parameters (Continued) 
DTN 
MO9906RIB00054.000 
MO9911SEPGRP34.000 
SNL02000000011.000 
SNL02000000012.000 
SNL02030180001.001 
SNL02030193001.002 
SNL02030193001.003 
SNL02030193001.005 
SNL02030193001.004 
SNL02030193001.006 
SNL02030193001.009 
SNL02030193001.013 
TDR-MGR-GE-000005 REV 00 
TITLE 
WASTE PACKAGE MATERIAL 
PROPERTIES: STRUCTURAL 
MATERIALS. 
GEOTECHNICAL ROCK 
PROPERTIES 
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. 
MECHANICAL PROPERTIES DATA 
FOR DRILL HOLE USW NRG-6 
SAMPLES FROM DEPTH 22.2 FT TO 
427.0 FT. 
MECHANICAL PROPERTIES DATA 
FOR DRILL HOLE UE-25 NRG#2 
SAMPLES FROM DEPTH 150.4 FT 
TO 200.0 FT. 
MECHANICAL PROPERTIES DATA 
FOR DRILL HOLE UE-25 NRG#3 
SAMPLES FROM DEPTH 15.4 FT TO 
297.1 FT. 
MECHANICAL PROPERTIES DATA 
FOR DRILL HOLE USW-NRG-6 
SAMPLES FROM DEPTH 462.3 FT to 
1,085 FT. 
MECHANICAL PROPERTIES DATA 
FOR DRILL HOLE UE-25 NRG#2A 
SAMPLES FROM DEPTH 90.0 FT TO 
254.5 FT. 
MECHANICAL PROPERTIES DATA 
FOR DRILL HOLE UE25 NRG-5 
SAMPLES FROM DEPTH 781.0 FT 
TO 991.9 FT. 
MECHANICAL PROPERTIES DATA 
FOR DRILL HOLE UE25 NRG-2B 
SAMPLES FROM DEPTH 2.7 FT TO 
87.6 FT. 
33 
STATUS 
(start of 
review) TYPE DISPOSITION VERIFICATION 
Material not 
related to 
D Q property of 
interest, not used. principle factors. 
Material not 
related to D Q property of 
interest, not used principle factors 
No relevant data Requires 
presented or out A U verification 
of area of and/or 
interest, not used. qualification 
No relevant data Requires 
presented or out A U verification 
of area of and/or 
interest, not used qualification 
No relevant data Requires 
presented or out A U verification 
of area of and/or 
interest, not used. qualification. 
Directly used 
A Q 
Directly used 
A Q 
Directly used 
A Q 
Directly used 
A Q 
Directly used 
A Q 
Directly used 
A Q 
Directly used 
A Q 
Requires 
verification for 
use with 
Requires 
verification for 
use with 
Requires 
verification 
and/or 
qualification. 
Requires 
verification 
and/or 
qualification. 
Requires 
verification 
and/or 
qualification. 
Requires 
verification 
and/or 
qualification 
Requires 
verification 
and/or 
qualification 
Requires 
verification 
and/or 
qualification. 
Requires 
verification 
and/or 
qualification. 
July 2003
Table 1. Disposition of DTNs Found Linked to Potentially Relevant Parameters (Continued) 
DTN 
SNL02030193001.014 
SNL02030193001.017 
SNL02030193001.019 
SNL02030193001.020 
SNL02033084001.001 
SNL02033084002.001 
SNL02040687003.001 
SNL02040687004.001 
SNL02062685001.001 
TDR-MGR-GE-000005 REV 00 
TITLE 
MECHANICAL PROPERTIES DATA 
FOR DRILL HOLE UE25 NRG-4 
SAMPLES FROM DEPTH 378.1 FT 
TO 695.8 FT. 
MECHANICAL PROPERTIES DATA 
FOR DRILL HOLE UE25 NRG-4 
SAMPLES FROM DEPTH 18.0 FT TO 
495.0 FT. TENSILE STRENGTH, 
AVERAGE GRAIN DENSITY, & 
POROSITY. 
MECHANICAL PROPERTIES DATA 
FOR DRILL HOLE USW NRG-7/7A 
SAMPLES FROM DEPTH 507.4 FT 
TO 881.0 FT. 
MECHANICAL PROPERTIES DATA 
FOR DRILL HOLE USW NRG-7/7A 
SAMPLES FROM DEPTH 554.7 FT 
TO 1450.1 FT. 
MATRIX COMPRESSIVE TESTS OF 
THE TOPOPAH SPRING MEMBER IN 
USW G-2. 
PARAMETER EFFECTS ON MATRIX 
COMPRESSIVE PROPERTIES OF 
THE TOPOPAH SPRING MEMBER 
AT BUSTED BUTTE. 
MECHANICAL PROPERTY DATA TO 
ANALYZE THE RESPONSE OF 
SAMPLES OF UNIT TSw2 TO HIGH 
TEMPERATURE AND/OR LOW 
STRAIN RATES 
CREEP IN TOPOPAH SPRING 
MEMBER WELDED TUFF 
DETERMINATIONS OF THE EFFECT 
OF SAMPLE SIZE ON THE 
MECHANICAL PROPERTIES OF THE 
WELDED TOPOPAH SPRING 
MEMBER, BUSTED BUTTE. 
34 
STATUS 
(start of 
review) TYPE DISPOSITION VERIFICATION 
Directly used 
A Q 
Directly used 
A Q 
Directly used 
A Q 
Directly used 
A Q 
No relevant data Requires 
presented or out A U verification 
of area of and/or 
interest, not used. qualification. 
No relevant data Requires 
presented or out 
A U 
verification 
of area of and/or 
interest, not used qualification. 
No relevant data Requires 
presented or out 
A U of area of 
verification 
and/or 
interest, not used. qualification. 
A Q 
No relevant data Requires 
presented, 
related report 
contains data but 
not the DTN, not 
used. 
No relevant data Requires 
presented or out verification 
of area of A U and/or 
interest, not used. qualification. 
Requires 
verification 
and/or 
qualification 
Requires 
verification 
and/or 
qualification 
Verified using 
AP-3.15Q 
Checklist for 
Principle 
Factors. 
Verified using 
AP-3.15Q 
Checklist for 
Principle 
Factors 
verification and/ 
or qualification. 
July 2003
Table 1. Disposition of DTNs Found Linked to Potentially Relevant Parameters (Continued) 
DTN 
SNL02071596001.001 
SNL02072983001.001 
SNL02072983002.001 
SNL02072983003.001 
SNL02100181001.001 
SNL02120584001.001 
SNL04021384001.001 
SNL23100198001.001 
SNSAND86713000.000 
SNSAND92045000.000 
TDR-MGR-GE-000005 REV 00 
TITLE 
CREEP PROPERTIES OF THE 
PAINTBRUSH TUFF RECOVERED 
FROM BOREHOLE USW NRG-7/7A: 
DATA REPORT. 
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 BUSTED BUTTE 
OUTCROP SAMPLES. 
LABORATORY COMPARISON OF 
MECHANICAL COMPRESSIVE DATA 
FROM MATRIX COMPRESSIVE 
TESTS USING THE BUSTED BUTTE 
OUTCROP SAMPLES. 
LABORATORY COMPARISON OF 
MATRIX COMPRESSIVE TESTS 
USING THE CALICO HILLS MEMBER 
IN USW G-1. 
MATRIX COMPRESSIVE TESTS TO 
DETERMINE PARAMETER 
EFFECTS. 
CHARACTERIZATION OF SAMPLES 
IN SUPPORT OF MECHANICAL 
TESTING ON DENSELY WELDED 
SAMPLES OF THE TOPOPAH 
SPRING MEMBER FROM BUSTED 
BUTTE. 
LABORATORY TESTING OF 
CONCRETE PROPERTIES AT 
ELEVATED TEMPERATURES 
(INCLUDING AGGREGATE 
CHARACTERIZATION). 
LABORATORY DETERMINATION OF 
THE MECHANICAL, ULTRASONIC 
AND HYDROLOGIC PROPERTIES 
OF WELDED TUFF FROM THE 
GROUSE CANYON HEATED BLOCK 
SITE. 
ROCK MASS MECHANICAL 
PROPERTY ESTIMATIONS FOR THE 
YUCCA MOUNTAIN SITE 
CHARACTERIZATION PROJECT.
35 
DISPOSITION VERIFICATION 
STATUS 
(start of 
review) TYPE 
Directly used 
A Q 
Requires 
verification and/ 
or qualification 
No relevant data Requires 
presented or out 
A U of area of 
verification 
and/or 
interest, not used. qualification. 
No relevant data Requires 
presented or out 
A U of area of 
verification 
and/or 
interest, not used. qualification. 
verification 
No relevant data Requires 
presented or out 
A U of area of and/or 
interest, not used. qualification. 
A U 
No relevant data Requires 
presented or out verification 
of area of and/or 
interest, not used. qualification. 
A U 
No relevant data Requires 
presented or out verification 
of area of and/or 
interest, not used. qualification. 
No relevant data Requires 
presented or out verification 
of area of and/or A U interest, not used. qualification. 
Material not 
related to 
A Q property of 
Requires 
verification 
and/or 
interest, not used. qualification. 
No relevant data Requires 
presented or out verification 
of area of and/or D U interest, not used. qualification. 
D U 
No relevant data Requires 
presented or out verification 
of area of and/or 
interest, not used. qualification. 
July 2003
Table 1. Disposition of DTNs Found Linked to Potentially Relevant Parameters (Continued) 
DTN 
UN0109SPA024MT.001 
UN0109SPA024MT.002 
UN0109SPA024MT.003 
UN0109SPA024MT.004 
UN0109SPA024MT.005 
UN0110SPA024MT.006 
TDR-MGR-GE-000005 REV 00 
TITLE 
BATCH #1 MTS TEST RESULTS FOR 
TITANIUM GRADE 7 UNDER LOW 
STRAIN RATE TENSILE TESTING 
BATCH #2 MTS TEST RESULTS FOR 
TITANIUM GRADE 7 UNDER LOW 
STRAIN RATE TENSILE TESTING. 
BATCH #3 MTS TEST RESULTS FOR 
TITANIUM GRADE 7 UNDER LOW 
STRAIN RATE TENSILE TESTING. 
BATCH #4 INSTRON DYNATUP 
TENSILE TEST RESULTS FOR 
TITANIUM GRADE 7 UNDER IMPACT 
LOADING 
BATCH #5 INSTRON DYNATUP 
TENSILE TEST RESULTS FOR 
TITANIUM GRADE 7 UNDER IMPACT 
LOADING 
MTS TEST RESULTS FOR STEEL 
316L UNDER LOW STRAIN RATE 
TENSILE TESTING (BATCH #1) 
36 
STATUS 
(start of 
review) TYPE DISPOSITION VERIFICATION 
Material not 
related to 
property of 
Developed 
(acquired) 
under PVAR 
interest, not used. procedures or A Q expert elicitation 
No data 
verification is 
required. 
Material not 
related to 
property of 
Developed 
(acquired) 
under PVAR 
interest, not used. procedures or A Q expert elicitation 
No data 
verification is 
required 
Material not 
related to 
property of 
Developed 
(acquired) 
under PVAR 
interest, not used. procedures or A Q expert elicitation 
No data 
verification is 
required 
Material not 
related to 
property of 
Developed 
(acquired) 
under PVAR 
interest, not used. procedures or A Q expert elicitation 
No data 
verification is 
required 
Material not 
related to 
property of 
Developed 
(acquired) 
under PVAR 
interest, not used. procedures or A Q expert elicitation 
No data 
verification is 
required 
Material not 
related to 
property of 
Developed 
(acquired) 
under PVAR 
interest, not used. procedures or A Q expert elicitation 
No data 
verification is 
required 
July 2003
Table 1. Disposition of DTNs Found Linked to Potentially Relevant Parameters (Continued) 
DTN 
UN0110SPA024MT.007 
UN0110SPA024MT.008 
UN0110SPA024MT.009 
UN0110SPA024MT.010 
UN0110SPA024MT.011 
UN0201SPA024MT.012 
TDR-MGR-GE-000005 REV 00 
TITLE 
MTS TENSILE TEST RESULTS FOR 
STEEL 316L UNDER HIGH STRAIN 
RATE LOADING (BATCH #2) 
MTS TENSILE TEST RESULTS OF 
STEEL 316L UNDER HIGH STRAIN 
RATE LOADING (BATCH #3) 
MTS TENSILE TEST RESULTS OF 
ALLOY C22 UNDER LOW STRAIN 
RATE LOADING (BATCH #1) 
MTS TENSILE TEST RESULTS OF 
ALLOY C22 UNDER HIGH STRAIN 
RATE LOADING (BATCH #2) 
MTS TENSILE TEST RESULTS OF 
ALLOY C22 UNDER HIGH STRAIN 
RATE LOADING (BATCH #3) 
INSTRON TENSILE TEST RESULTS 
FOR ALLOY C22 UNDER 
MODERATE STRAIN RATE (BATCH 
#4) 
37 
STATUS 
(start of 
review) TYPE DISPOSITION VERIFICATION 
Material not 
related to 
property of 
Developed 
(acquired) 
under PVAR 
interest, not used. procedures or A Q expert elicitation 
No data 
verification is 
required 
Material not 
related to 
property of 
Developed 
(acquired) 
under PVAR 
interest, not used. procedures or A Q expert elicitation 
No data 
verification is 
required 
Material not 
related to 
property of 
Developed 
(acquired) 
under PVAR 
interest, not used. procedures or A Q expert elicitation 
No data 
verification is 
required 
Material not 
related to 
property of 
Developed 
(acquired) 
under PVAR 
interest, not used. procedures or A Q expert elicitation 
No data 
verification is 
required 
Material not 
related to 
property of 
Developed 
(acquired) 
under PVAR 
interest, not used. procedures or A Q expert elicitation 
No data 
verification is 
required 
Material not 
related to 
property of 
interest, not used. A Q 
Developed 
(acquired) 
under PVAR 
procedures or 
expert elicitation 
No data 
verification is 
required 
July 2003
Table 1. Disposition of DTNs Found Linked to Potentially Relevant Parameters (Continued) 
DTN 
UN0201SPA024MT.013 
UN0201SPA024MT.014 
UN0201SPA024MT.015 
UN0201SPA024MT.016 
UN0201SPA024MT.017 
UN0201SPA024MT.018 
TDR-MGR-GE-000005 REV 00 
TITLE 
INSTRON TENSILE TEST RESULTS 
FOR ALLOY C22 UNDER 
MODERATE STRAIN RATE (BATCH 
#5) 
INSTRON TENSILE TEST RESULTS 
FOR STAINLESS STEEL 316L 
UNDER MODERATE STRAIN RATE, 
SPECIMEN 10S 
INSTRON TENSILE TEST RESULTS 
FOR STAINLESS STEEL 316L 
UNDER MODERATE STRAIN RATE, 
SPECIMEN 12S 
INSTRON TENSILE TEST RESULTS 
FOR STAINLESS STEEL 316L 
UNDER MODERATE STRAIN RATE, 
SPECIMEN 15S. 
INSTRON TENSILE TEST RESULTS 
FOR STAINLESS STEEL 316L 
UNDER MODERATE STRAIN RATE, 
SPECIMEN 20S. 
MTS TENSILE TEST RESULTS FOR 
ALLOY C22 UNDER LOW STRAIN 
RATE (BATCH #6) 
38 
STATUS 
(start of 
review) TYPE DISPOSITION VERIFICATION 
Material not 
related to 
property of 
Developed 
(acquired) 
under PVAR 
interest, not used. procedures or A Q expert elicitation 
No data 
verification is 
required. 
Material not 
related to 
property of 
interest, not used. A Q 
Developed 
(acquired) 
under PVAR 
procedures or 
expert elicitation 
No data 
verification is 
required. 
Material not 
related to 
property of 
Developed 
(acquired) 
under PVAR 
interest, not used. procedures or A Q expert elicitation 
No data 
verification is 
required. 
Material not 
related to 
property of 
Developed 
(acquired) 
under PVAR 
interest, not used. procedures or A Q expert elicitation 
No data 
verification is 
required. 
Material not 
related to 
property of 
Developed 
(acquired) 
under PVAR 
interest, not used. procedures or A Q expert elicitation 
No data 
verification is 
required. 
Material not 
related to 
property of 
Developed 
(acquired) 
under PVAR 
interest, not used. procedures or 
A Q expert elicitation 
No data 
verification is 
required 
July 2003
Table 1. Disposition of DTNs Found Linked to Potentially Relevant Parameters (Continued) 
DTN 
MO0204RIB00135.000 
MO0204RIB00146.000 
MO0103SEPSMRMP.000 
SNF29041993002.031 
SNSAND95048800.000 
SNF29041993002.010 
SNF29041993002.024 
MO0301SETSTTST.000 
A = Acquired Data; D = Developed Data; S = Superseded Data TYPE Column: 
STATUS Column: Q = Qualified Data; U = Unqualified Data 
TDR-MGR-GE-000005 REV 00 
TITLE 
ROCK TENSILE STRENGTH (DIRECT 
PULL) 
SCHMIDT REBOUND HARDNESS 
SUMMARY OF ROCK MASS 
PROPERTIES 
ROCK MASS MECHANICAL 
PROPERTIES ESTIMATES FOR 
BOREHOLES UE25 NRG-1, NRG-2, 
NRG-2A, NRG-3, NRG-4, NRG-5; 
USW NRG-6, AND NRG-7/7A 
(REVISION 2). 
GEOTECHNICAL 
CHARACTERIZATION OF THE 
NORTH RAMP OF THE 
EXPLORATORY STUDIES FACILITY, 
VOLUME I: DATA SUMMARY, AND 
VOLUME II: NRG BOREHOLE DATA 
APPENDICES 
SCHMIDT HAMMER TEST DATA 
FROM NRG DRILL HOLES CORE. 
SCHMIDT HAMMER TEST DATA 
FROM USW NRG-7/7A DRILL HOLE. 
TENSILE STRENGTH TESTING OF 
TOPOPAH SPRING TUFF 
39 
STATUS 
(start of 
review) TYPE DISPOSITION VERIFICATION 
qualification. 
Repeats or Requires 
summarizes verification 
values taken from and/or 
D U other sources 
that were 
evaluated, not 
used. 
Repeats or Requires 
summarizes verification 
values taken from and/or 
qualification. D Q other sources 
that were 
evaluated, not 
used. 
Model 
input/output, does 
Requires 
verification 
and/or D U not contain 
measured values, qualification. 
not used. 
D Q 
Requires 
No relevant data verification 
presented or out and/or 
of area of qualification. 
interest, not used. 
Repeats or 
summarizes 
values taken from 
D Q other sources 
Requires 
verification for 
use with 
principle factors. 
that were 
evaluated, not 
used. 
Q A Directly used Requires 
verification 
and/or 
qualification. 
Q A Directly used 
Requires 
verification 
and/or 
qualification. 
A U 
Corroborating Requires 
(evaluated for verification 
qualification). Not and/or 
used, data qualification. 
remains 
unqualified. 
July 2003
Table 2. DTNs That Required Verification in Accordance With AP-3.15Q at Start of the Process 
DTNs 
GS921283114220.010 
SNL02030193001.002 
SNL02030193001.003 
SNL02030193001.004 
SNL02030193001.005 
SNL02030193001.006 
SNL02030193001.009 
SNL02030193001.013 
SNL02030193001.014 
SNL02030193001.017 
SNF29041993002.010 
SNF29041993002.024 
SNL02071596001.001 
Source: Table 1 
Table 3. DTNs/Reports Whose Data Will Be Reviewed for Qualification in Accordance With AP-SIII.2Q 
for Use in the Data Summary DTNs 
DTN 
MO0301SETSTTST.000 TENSILE STRENGTH TESTING OF TOPOPAH SPRING TUFF 
SNL02040687004.001 
Source: Table 1 
TDR-MGR-GE-000005 REV 00 
TITLE 
SPLITTING TENSILE STRENGTH OF INTACT ROCK CORE SPECIMENS FROM UE- 
25 NRG#1. 
MECHANICAL PROPERTIES DATA FOR DRILL HOLE USW NRG-6 SAMPLES FROM 
DEPTH 22.2 FT TO 427.0 FT. 
MECHANICAL PROPERTIES DATA FOR DRILL HOLE UE-25 NRG#2 SAMPLES 
FROM DEPTH 170.4 FT. TO 200.0 FT. 
MECHANICAL PROPERTIES DATA FOR DRILL HOLE USW-NRG-6 SAMPLES FROM 
DEPTHS. 
MECHANICAL PROPERTIES DATA FOR DRILL HOLE UE-25 NRG#3 SAMPLES 
FROM DEPTH 15.4 FT. TO 297.1 FT. 
MECHANICAL PROPERTIES DATA FOR DRILL HOLE UE-25 NRG#2A SAMPLES 
FROM DEPTH 90.0 FT. TO 254.5 FT. 
MECHANICAL PROPERTIES DATA FOR DRILL HOLE UE25 NRG-5 SAMPLES FROM 
DEPTH 781.0 FT. TO 991.9 FT. 
MECHANICAL PROPERTIES DATA FOR DRILL HOLE UE25 NRG-2B SAMPLES 
FROM DEPTH 2.7 FT. TO 87.6 FT. 
MECHANICAL PROPERTIES DATA FOR DRILL HOLE UE25 NRG-4 SAMPLES FROM 
DEPTH 378.1 FT. TO 695.8 FT. 
MECHANICAL PROPERTIES DATA FOR DRILLHOLE USW NRG-7/7A SAMPLES 
FROM DEPTH 18.0 FT. TO 495.0 FT. 
SCHMIDT HAMMER TEST DATA FROM NRG DRILLHOLES CORE. 
SCHMIDT HAMMER TEST DATA FROM USW NRG-7/7A DRILLHOLE. 
CREEP PROPERTIES OF THE PAINTBRUSH TUFF RECOVERED FROM 
BOREHOLE USW NRG-7/7A. 
DTN/REPORT TITLE 
CREEP IN TOPOPAH SPRING MEMBER WELDED TUFF (Martin et al. 1995)
July 2003 40
Table 4. DTNs That Will Supply Qualified and Verified Data for the Data Summary DTNs 
DTN 
GS921283114220.010 
SNL02030193001.002 
SNL02030193001.003 
SNL02030193001.004 
SNL02030193001.005 
SNL02030193001.006 
SNL02030193001.009 
SNL02030193001.013 
SNL02030193001.014 
SNL02030193001.017 MECHANICAL PROPERTIES DATA FOR DRILL HOLE USW NRG-7/7A SAMPLES 
SNL02030193001.019 
SNL02030193001.020 
SNF29041993002.010 SCHMIDT HAMMER TEST DATA FROM NRG DRILL HOLES CORE. 
SNF29041993002.024 SCHMIDT HAMMER TEST DATA FROM USW NRG-7/7A DRILL HOLE 
SNL02071596001.001 
Source: Table 1 
TDR-MGR-GE-000005 REV 00 
TITLE 
SPLITTING TENSILE STRENGTH OF INTACT ROCK CORE SPECIMENS FROM UE- 
25 NRG#1. 
MECHANICAL PROPERTIES DATA FOR DRILLHOLE USW NRG-6 SAMPLES FROM 
DEPTH 22.2 FT TO 427.0 FT. 
MECHANICAL PROPERTIES DATA FOR DRILLHOLE UE-25NRG#2 SAMPLES FROM 
DEPTH 170.4 FT. TO 200.0 FT. 
MECHANICAL PROPERTIES DATA FORDRILLHOLE USW-NRG-6 SAMPLES FROM 
DEPTH 462.3 FT. TO 1085.0 FT. 
MECHANICAL PROPERTIES DATA FOR DRILLHOLE UE-25NRG#3 SAMPLES FROM 
DEPTH 15.4 FT. TO 297.1 FT. 
MECHANICAL PROPERTIES DATA FOR DRILL HOLE UE-25NRG#2A SAMPLES 
FROM DEPTH 90.0 FT. TO 254.5 FT. 
MECHANICAL PROPERTIES DATA FOR DRILLHOLE UE25 NRG-5 SAMPLES FROM 
DEPTH 781.0 FT. TO 991.9 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 NRG-4 SAMPLES FROM 
DEPTH 378.1 FT. TO 695.8 FT. 
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. 
CREEP PROPERTIES OF THE PAINTBRUSH TUFF RECOVERED FROM 
BOREHOLE USW NRG-7/7A. 
July 2003 41
Table 5. Summary of Qualified Test Results for Brazil Tensile Strength Data by Lithostratigraphic Unit 
Formation 
Rainier Mesa Tuff 
Tuff Unit “x” 
Tiva Canyon Tuff 
Yucca Mountain Tuff 
Pah Canyon Tuff 
Topopah Spring Tuff 
Source: DTN MO0306DQRIRPTS.002 
Table 6. Summary of Test Results for Unqualified Tensile Strength Data by Lithostratigraphic Unit 
Lithostratigraphic 
Unit Formation 
Tptpmn 
Topopah 
Spring Tuff 
Source: DTN: MO0301SETSTTST.000 
TDR-MGR-GE-000005 REV 00 
Unit 
Standard 
Lithostratigraphic Number Mean Value Deviation 
of Tests (MPa) (MPa) 
Tmr 3
6 Tpki 
1 Tpcrv 
16 Tpcrn 
19 Tpcpul 
13 Tpcpmn 
25 Tpcplnh 
8 Tpcplnc 
3 Tpcpv2 
3 Tpcpv1 
1 Tpy 
2 Tpbt3 
12 Tpp 
5 Tpbt2 
53 Tptrn 
7 Tptrl 
19 Tptpul 
14 Tptpmn 
24 Tptpll 
13 Tptpln 
3 Tptpv3 
Number 
Test Type of Tests 
22 All 
11 Direct-Pull 
11 Brazil 
Tests 
1.27 1.23 
0.24 0.70 
- 8.70 
3.40 7.75 
1.81 10.07 
3.01 15.50 
3.42 8.96 
1.70 11.29 
2.10 3.60 
3.65 3.27 
- 3.00 
0.14 0.20 
0.19 0.19 
0.29 0.30 
2.09 5.49 
1.36 4.81 
3.10 5.57 
4.02 10.88 
2.93 8.33 
2.55 7.92 
0.32 3.97 
Standard 
Deviation 
Mean 
Value 
(MPa) 
8.60 13.88 
3.09 6.07 
3.39 21.69 
42 
Median 
Value 
(MPa) 
0.60 
0.70 
8.70 
8.32 
10.00 
15.70 
9.60 
11.55 
4.50 
1.90 
3.00 
0.20 
0.15 
0.20 
5.10 
5.10 
4.30 
12.05 
8.25 
7.60 
4.10 
Median 
Value 
(MPa) 
13.77 
6.19 
22.33 
Maximum 
Value (MPa) 
Minimum 
Value 
(MPa) 
2.70 0.40 
1.00 0.40 
8.70 8.70 
13.44 2.70 
13.58 6.23 
18.90 7.20 
14.80 2.60 
13.40 8.20 
5.10 1.20 
7.40 0.50 
3.00 3.00 
0.30 0.10 
0.70 0.02 
0.80 0.10 
10.50 1.60 
7.30 3.40 
12.90 1.90 
16.80 4.30 
14.30 3.20 
13.70 4.80 
4.20 3.60 
Maximum 
Value 
(MPa) 
Minimum 
Value 
(MPa) 
26.26 1.94 
11.53 1.94 
26.26 16.01 
July 2003
Table 7. Summary of Test Results for Schmidt Hammer Rebound Hardness Values by Lithostratigraphic 
Unit 
Lithostratigraphic 
Unit Formation 
(Tmr) Rainier Mesa Tuff 
Tpcrv 
Tpcrn 
Tpcpul 
Tpcpmn 
Tpcpll 
Tpcplnh Tiva Canyon Tuff 
Tpcplnc 
Tpcpv3 
Tpcpv2 
Tpcpv1 
Tpp 
Pah Canyon Tuff 
Tpbt2 
Tptrv 
Tptrn 
Tptrl 
Topopah Spring Tuff Tptpul 
Tptpmn 
Tptpll 
Tptpln 
Source: DTN MO0306DQRIRPSH.001 
TDR-MGR-GE-000005 REV 00 
Number 
of Tests 
4
2 
13 
4
5
5
6
9 
13 
2
1
1
1
1 
33 
6 
19 
25 
12 
6 
Mean 
Value 
35.10 
33.80 
26.39 
48.13 
45.64 
52.92 
47.17 
46.69 
46.78 
41.10 
34.20 
19.50 
16.10 
36.50 
49.72 
48.33 
47.93 
42.52 
49.35 
46.23 
43 
Median 
Value 
Standard 
Deviation 
34.20 19.60 
33.80 14.28 
22.30 11.76 
47.80 4.15 
47.70 4.26 
51.20 5.51 
47.10 1.68 
46.80 3.46 
47.20 3.13 
41.10 6.79 
34.20 - 
19.50 - 
16.10 - 
36.50 - 
49.30 4.68 
48.51 3.89 
51.06 8.84 
48.01 13.11 
50.55 8.87 
45.84 2.79 
Maximum 
Value 
Minimum 
Value 
55.10 17.10 
43.90 23.70 
48.50 11.20 
53.10 43.80 
49.00 39.20 
58.90 47.20 
49.90 44.70 
51.90 40.20 
50.60 38.40 
45.90 36.30 
34.20 34.20 
19.50 19.50 
16.10 16.10 
36.50 36.50 
58.95 41.97 
53.50 42.40 
56.75 27.30 
58.57 11.70 
58.00 24.30 
49.42 43.43 
July 2003
Table 8. Summary of Test Results for Seismic Velocity Values Measured for Creep Calculations 
Compressive 
Sample Number Stress (MPa) Velocity (Km/s) 
70 NRG-7/7A- 
776.6-SNL 
40 NRG-7/7A- 
807.6-SNL 
129 NRG-7/7A- 
808.3-SNL 
100 NRG-7/7A- 
858.4-SNL 
98 NRG-7/7A- 
1264.5-SNL 
132 NRG-7/7A- 
1281.4-SNL
DTN MO0306DQRIRPTC.001 Source: 
Table 9. Summary of Test Results for Maximum Axial Strain Calculated for Creep Calculations 
Sample Number 
Strain at Strain at 
1,000s termination 
(millistrain) (millistrain) 
2.34 NRG-7/7A-776.6- 
SNL 
NRG-7/7A-807.6- 1.08 SNL 
3.02 NRG-7/7A-808.3- 
SNL 
NRG-7/7A-858.4- 2.69 SNL 
3.01 NRG-7/7A-1264.5- 
SNL 
NRG-7/7A-1281.4- 3.70 SNL 
3.47 NRG-7/7A-1400.5- 
SNL 
Source: DTN: MO0306DQRIRPTC.001 
TDR-MGR-GE-000005 REV 00
Compression 
Wave 
Orthogonal 
polarized shear 
wave S1 Velocity 
(Km/s) 
2.774 4.357 
2.775 4.426 
2.800 4.455 
2.816 4.488 
2.563 4.064 
N/A 4.431 
Stress 
Difference 
(MPa) 
Sample 
Lithostratigraphic Diameter 
(mm) 
70 2.52 
40 1.16 
129 3.06 
100 2.88 
98 3.25 
132 4.04 
131 3.84 
44 
Orthogonal 
polarized shear 
wave S2 
Velocity(Km/s) 
2.730 
2.712 
2.848 
2.769 
2.510 
N/A 
Unit 
50.8 Tptpmn 
50.8 Tptpmn 
50.8 Tptpmn 
50.8 Tptpmn 
50.8 Tptpln 
50.8 Tptpln 
50.8 Tptpln 
Radial 
polarized 
shear wave 
Radial 
Polarized 
Compression 
Wave 
Velocity(Km/s) Velocity(Km/s) 
2.808 4.388 
2.836 4.418 
2.824 4.471 
2.847 4.465 
2.703 4.450 
2.815 4.618 
Sample 
Length 
(mm) 
Cumulative Test 
Duration (days) 
43.5 101.6 
43.5 101.6 
68.3 101.6 
43.5 101.6 
29.5 101.6 
29.5 101.6 
29.5 101.6 
July 2003
DTN/Report 
MO0301SETSTTST.000 
Martin et al. 1995 
TDR-MGR-GE-000005 REV 00 
Table 10. Available Documentation for Unqualified Sources 
Accession/Package Number 
MOY-030716-14-01 
NNA.19910322.0056 
MOY-910808-03-04 
MOL.19950502.0006 
MOY-950831-19-03 
MOY-980803-05-02 
MOY-030304-05-03 
45 
Contents 
Record Package for data 
submittal 
Report SAND91-0044 
Record Package for report 
SAND91-0044 
Report SAND94-2585 
Record Package for SAND94- 
2585 including draft, 
correspondence, and review 
documents 
Record package for SAND94- 
2585 including report and review 
documents 
Report and work agreement for 
SAND94-2585 
July 2003
INTENTIONALLY LEFT BLANK 
July 2003 46 TDR-MGR-GE-000005 REV 00
STRATIGRAPHIC COLUMN AND SYMBOLS USED IN REPORT 
TDR-MGR-GE-000005 REV 00 
ATTACHMENT I 
I-1 July 2003
INTENTIONALLY LEFT BLANK 
July 2003 I-2 TDR-MGR-GE-000005 REV 00
Table I-1. Stratigraphic Column and Symbols Used in Report 
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-000005 REV 00 
Formation Group 
Tm 
Tmr 
Tp 
Tpc 
Tpy 
Tpp 
Tpt 
I-3 
Zone Member 
Tpbt6 
Tpki 
(informal) 
Tpbt5 
Tpcr 
Tpcrv 
Tpcrn 
Tpcrl 
Tpcp 
Tpcpul 
Tpcpmn 
Tpcpll 
Tpcpln 
Tpcpv 
Tpbt4 
Tpbt3 
Tpbt2 
Tptr 
Tptrv 
Tptrn 
Tptrl 
July 2003
Table I-1. Stratigraphic Column and Symbols Used in Report (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 
Source: MO0004QGFMPICK.000 
TDR-MGR-GE-000005 REV 00 
Zone Member Formation Group 
Tptp 
Tptpf or 
Tptrf 
Tptpul 
Tptpmn 
Tptpll 
Tptpln 
Tptpv 
Tpbt1 
July 2003 I-4