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Data Report I: Rock Lab Test Data (Geo Test Unlimited) Diablo Canyon ISFSI
	ML020320047
Person / Time
Site:	Diablo Canyon
Issue date:	12/17/2001
From:	Page W, Sun J, White R; Pacific Gas & Electric Co
To:	; Office of Nuclear Reactor Regulation
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{{#Wiki_filter:DATA REPORT I ROCK LABORATORY TEST DATA (GeoTest Unlimited) DIABLO CANYON ISFSI PREPARED BY DATE / Joseph Sun PG&E Geosciences Department Printed Name Organization I* -,, ItL._i-:÷ VERIFIED BY DATE _% - /1 J01 Robert K. White PG&E Geosciences Department Printed Name Organization APPROVED BY DATE , b "William D. Page PG&E Geosciences Department Printed Name Organization Diablo Canyon ISFSI I- I of 203 Data Report I, Rev. I

DATA REPORT I ROCK LABORATORY TEST DATA (GeoTest Unlimited) DIABLO CANYON ISFSI Table of Contents Page 1.0 Introduction ....................................................................................................... 1-4 2 .0 P urpose ..................................................................................................................... 1-4 3.0 M ethodology ........................................................................................................... 1-5 4 .0 Results ...................................................................................................................... 1-8 5.0 References ............................................................................................................. 1-10 Lists of Tables Table I-1 Summary of Rock Laboratory Tests Performed for ISFSI Site ............. I-5 Table 1-2 Summary of Rock Laboratory Tests Performed in Borings ....................... 1-6 Table 1-3 Summary of Unconfined Compression Test Results ........................... I-11 Table 1-4 Summary of Single Stage Triaxial Tests without Pore Pressure M easurem ents ........................................................................................... 1-14 Table I-5 Summary of Multi-Stage Triaxial Tests without Pore Pressure M easurem ents ...................................................................................... I-15 Table 1-6 Summary of Multi-Stage Triaxial Tests with Pore Pressure M easurem ents ........................................................................................... 1 -16 Table 1-7 Summary of Small Strain Elastic Property Measurements for D olom ite and Sandstone ........................................................................... 1-17 Table 1-8 Summary of Small Strain Elastic Property Measurements for Friable Sandstone .................................................................................... 1-18 Table 1-9 Summary of Direct Shear Test Results .................................................... 1-19 Table 1-10 Summary of Unit Weight of Rock Core Samples ................................... 1-23 List of Figures Figure I-1 Location of Boreholes Sampled for Rock Strength Testing Diablo Canyon ISFSI 1-2 of 203 Data Report I, Rev. I

List of Attachments Attachment 1 Laboratory Rock Testing Report, Samples Collected from Borings OOBA-l and OOBA-2, Anders Bro of GeoTest Unlimited, December 30, 2000. Attachment 2 Laboratory Rock Testing Report, Samples collected from Borings 01-A through 01-I and 01-CTF-A, Anders Bro of GeoTest Unlimited, May 23, 2001. Diablo Canyon ISFSI 1-3 of 203 Data Report I, Rev. I

DATA REPORT I ROCK LABORATORY TEST DATA (GeoTest Unlimited) DIABLO CANYON ISFSI

1.0 INTRODUCTION

Engineering rock testing was performed on selected samples of drill core taken from the DCPP ISFSI site during two phases of investigation. The first phase testing program was conducted in December 2000 on samples obtained from borings OOBA-I and 0OBA-2 (Attachment 1). The second phase testing program was conducted in April and May 2001 on samples obtained from borings 01-A through 01-I and 01CTF-A (Attachment 2). Locations of these borings and the ISFSI project features are shown on Figure I-1. The data on these borings is presented in Diablo Canyon ISFSI Data Report B. Laboratory testing was performed by GeoTest Unlimited (GTU), of Nevada City, California under the supervision of Dr. Anders Bro. Interpretation of the test results was jointly performed by Jeff Bachhuber of William Lettis & Associates (WLA) and Joseph Sun of PG&E, Geosciences Department, with geological input to the interpretation provided by Dr. William'Page of PG&E, Geosciences Department. Independent technical review was performed by Robert White of PG&E, Geosciences Department. The preparation of this data report was performed under the WLA Work Plan (Rev. 2) Dated November 28, 2000 using data collected under that Work Plan and a second WLA Work Plan (Rev. 1) dated September 19, 2001. The laboratory sampling and testing was performed under Geo Test Unlimited Work Plans (both Rev. 0 and both dated April 20, 2001) and the Geomatrix Work Plan (Rev. 2, dated December 8, 2000). 2.0 PURPOSE The purpose of the tests was to determine the strengths, elastic properties at small strain levels, and bulk densities of intact rock cores, as well as contact strengths along rock discontinuities. Properties measured in the laboratory were used to characterize the strength and elastic properties of the rock mass for use in the evaluation of slope stability Diablo Canyon ISFSI 1-4 of 203 Data Report I, Rev. I

of the cut slope behind the ISFSI pads, the hillslope above the ISFSI, and the foundation stability of the ISFSI pads and CTF. The testing program for strengths consisted of unconfined-compression (UC) tests, triaxial tests (including both single-stage and multi-stage tests, with and without pore pressure measurements), and direct-shear tests along discontinuities. Some small strain elastic property measurements were obtained as part of the UC and triaxial tests. In addition, bulk density was measured for each UC and triaxial test samples. The types and number of tests performed under each phase is summarized in Table I-1 shown below: Table 1-1 Summary of Rock Laboratory Tests Performed for ISFSI Site Number of tests Number of Test Description performed in tests Total performed in 2000 2001 Unconfined Compression 8 20 28 Small Strain Elastic Properties 24 24 Triaxial (single stage without pore pressure measurements) - Triaxial (multi-stage without pore 4 5 9 pressure measurements) Triaxial (multi-stage with pore 4 4 pressure measurements) Direct Shear 7 14 21 3.0 METHODOLOGY The borings were made with truck mounted drill rigs and core samples were retrieved using HQ wire line triple core barrels (Diablo Canyon ISFSI Data Report B). Samples selected for testing were sealed in shrink-wrap plastic, placed in protective containers, and delivered to the testing facility in Nevada City. Most tests were performed within 1 to 2 weeks upon delivery at GTU. The number of tests performed on samples by boring is indicated in Table 1-2 below; triaxial compression tests were performed without pore pressure measurements unless otherwise indicated. Diablo Canyon ISFSI 1-5 of 203 Data Report I, Rev. I

Table 1-2 Summary of Rock Laboratory Tests Performed in Borings Unconfined Small Strain Triaxial Boring Number Compression Elastic Compression Direct Shear Properties 0OBA-1 7 -- 4 (ss) 7 OOBA-2 1 -- 4 (ms) - 01-A 2 3 1 (ms) - 01-B 2 2 1 01-C 1 1 I(ms, pwp) 2 1 (ms) 01-D 2 3l (ms, pwp) 01-E 2 2 1(ms, pwp) 1 01-F 1 2 1 (ms) 2 01-G 2 2 .... 01-H 2 3 1 (ms) 1 01-I 4 3 -- 6 1 (ms) 1 01-CTF-A 231(ms, pwp) Total 28 24 ] 17 21 Notes: ss: single stage triaxial tests, ms: multi-stage triaxial tests, pwp: pore pressure measurements. Unconfined Compression Tests Unconfined compression tests were performed on the core samples to help estimate the unconfined compressive strength of intact hard dolomite and cemented sandstone. The measured strengths of the intact rock samples are used, in conjunction with other geological indices describing discontinuity properties of the rock mass, to develop the overall strength envelopes for jointed rock mass at the DCPP ISFSI using the Hoek Brown semi-empirical approach (Hoek and Brown, 1988; Hoek, 2000). The tests were performed in general accordance with ASTM Test Method D-2938. Small Strain Elastic Properties Small strain values of Young's moduli and Poisson's ratios of intact rock cores were obtained from samples subjected to unconfined compressive tests and triaxial tests in the second phase of the laboratory testing program. These elastic properties were measured at the middle third of each core sample using local strain measurement devices under the unconfined stage of the tests. The lab-measured elastic properties, along with in-situ wave velocity based elastic properties, form the basis for selecting spring constants for use in ISFSI pad finite element load/displacement analyses. Diablo Canyon ISFSI 1-6 of 203 Data Report I, Rev. I

Triaxial Compression Tests Without Pore Pressure Measurements The undrained strengths of a number of friable (altered) sandstone samples were tested in a Hoek triaxial cell. This cell, which is not designed to measure pore pressures, is commonly used for testing of rock samples. Samples were tested under "as received" conditions without artificial saturation. Samples thus tested reflect their in-place strength under their current corresponding consolidation stresses. The strength envelope thus derived was interpreted as the unsaturated, unconsolidated, undrained (UUU) strength envelope. When possible, multi-stage procedures were used to test the strengths of the samples under increasing confining pressures. Since the samples were not saturated and thus no excess pore water pressure from consolidation was generated, only limited time was allowed for the sample to consolidate between stages. The tests were performed in general accordance with ASTM Test Method D-2664. Consolidated-Undrained Triaxial Compression Tests With Pore Pressure Measurements The effective and total strength parameters for friable (altered) sandstone were measured by performing consolidated-undrained triaxial compression tests in a modified triaxial cell that allowed pore pressure measurements. The samples were artificially saturated prior to testing. Multi-stage procedures were used to test the strengths of the samples under increasing confining pressures and sufficient time was allowed for samples to consolidate between stages. The tests were performed in general accordance with ASTM Test Method D-4767. Direct Shear Direct shear tests were performed to measure shear strengths along rock discontinuities. These discontinuities include joints, bedding planes, and clay seams or clay beds. Multi stage tests were performed to define shear strength with increasing normal loads. After the initial peak strength for the final normal load was reached, the sample was unloaded to its lowest normal load and a second load cycle was performed to evaluate the post peak strength properties. The tests were performed in general accordance with ASTM Test Method D-5607. Diablo Canyon ISFSI 1-7 of 203 Data Report I, Rev. 1

Density Measurement of sample bulk densities was performed on UC and triaxial samples. These tests were conducted as part of the respective tests noted above. 4.0 RESULTS Unconfined Compression Tests A total of 28 UC tests were performed for the ISFSI site. Results are summarized in Table I-3. Some of the tests showed failure in shear along existing joints or discontinuities as indicated on the laboratory test data sheets, and these results do not represent the strength of intact rock mass. Tests on weakly cemented friable sandstone indicated that the cementation is so weak that material becomes friable upon test loading. Test results on these samples typically show unrealistically low unconfined compressive strengths. Unconfined compression test results thus measured do not reflect the in-place strength of this type of material whose strength will be dependent on confining pressures. This type of rock was subsequently tested using triaxial test procedures. Triaxial Test Results Single Stage Triaxial Tests without Pore Pressure Measurements Single-stage, undrained triaxial tests were performed on four samples under confining pressures of between 40 and 80 psi and results are presented on Table 1-4. Axial stresses at failure did not show a consistent strength increase with higher confining pressure and ranged from 3800 to 6800 psi. The average peak axial stress is about 5,000 psi for the four samples tested. Multi-Stage Triaxial Tests without Pore Pressure Measurements Multi-stage, undrained triaxial tests without pore pressure measurements were performed on nine samples. Each sample was tested under two to three different confining pressures, ranging from 10 to 296 psi and results are summarized on Table 1-5. Upon application of the maximum confining stress to measure initial peak strength, the samples were unloaded to the initial confining stress and reloaded to measure the post-peak strength. Two samples (2B and 2C from boring OOBA-2) indicated a reduction in strength (hereafter referred to as the post-peak strength) with continued straining beyond Diablo Canyon ISFSI 1-8 of 203 Data Report I, Rev. 1

the initial peak strengths. All other samples behaved in a more ductile strain-hardening manner, and no post-peak strengths were measured. Multi-Stage Triaxial Tests with Pore Pressure Measurements Multi-stage, undrained triaxial tests with pore pressure measurements were performed on four samples. Each sample was tested under two to three different confining pressures, ranging from 80 to 160 psi and results are summarized in Table 1-6. Small Strain Elastic Property Measurements Lab-based small strain values of Young's modulus and Poisson's ratio were obtained from axial stress, axial strain, and radial strain measurements made in the second phase unconfined compression and triaxial tests by applying small amplitude axial loads on samples. The elastic properties were measured without applying the confining stresses on samples. Axial strains were measured with local strain measurement devices clamped to the middle third of the samples. The strains at which these elastic properties were measured are generally between 0.05% to 0.1%. Test results are summarized in Table 1-7. The lab measurement procedure is well suited for well-cemented material such as dolomite and dolomitic sandstone whose elastic properties are relatively insensitive to the confining pressure range of interest to this project. Young's moduli of the poorly cemented altered sandstone measured in a way similar to an unconfined compression test are very low and do not represent their in-place conditions as summarized in Table 1-8. Direct Shear Tests Table 1-9 summarizes the 21 direct shear tests performed in the 2000 and 2001 testing programs, samples tested included clean rock-to-rock contacts, clay-rock contacts or joints with clay coating, and clay seams or clay beds. Clay beds and clay seams typically are thicker than 1/4 inch. Failure envelopes for fractures with rock-rock contacts do not show significant differences, suggesting that the test results are fairly reliable and the in-situ variation of the strengths along clean rock discontinuities may not be significant. Many of the clay coatings in the clay coated joints tested were not visible when the sample was selected from the core box in the field, but were only visible after the tests when samples were Diablo Canyon ISFSI 1-9 of 203 Data Report I, Rev. I

taken apart to expose the joints. Four clay bed samples failed in compression when the normal loads were applied and the soil-like material was squeezed out of the rock shear box. The rock testing equipment and procedure used were not suitable for testing clay bed samples which produced inconsistent or unreasonable results. Strengths for clay beds were determined using a soil testing procedure as documented in Data Report G. Unit Weight Tests The unit weight of the rock ranges from 128.9 to 161.4 pounds per cubic foot (pcf) and results are presented on Table 1-10. The samples do not show a consistent variation between rock units, with the exception of the two highest density values of 160.9 and 161.4 pcf, which were sandstone. The remaining samples typically fall within the range of 135 to 145 pcf.

5.0 REFERENCES

ASTM, 1998, Test D2216-98, Standard Test Method for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass ASTM, 1995, Test D2664-95a, Standard Test Method for Triaxial Compressive Strength of Undrained Rock Core Specimens without Pore Pressure Measurements ASTM, 1995, Test D2938-95, Standard Test Method for Unconfined Compressive Strength of Intact Rock Core Specimens ASTM, 1985, Test D4543-85(1991)el, Standard Practice for Preparing Rock Core Specimens and Determining Dimensional and Shape Tolerances ASTM, 1995, Test D4767-95, Standard Test Method for Consolidated Undrained Triaxial Compression Test for Cohesive Soils. ASTM, 1995, Test D5607-95, Standard Test Method for Performing Laboratory Direct Shear Strength Tests of Rock Specimens Under Constant Normal Force Diablo Canyon ISFSI Data Report B, Borings in ISFSI Site Area, prepared by William Lettis & Associates, Inc., November 5, 2001. Hoek, E., and Brown, E.T., 1988, The Hoek-Brown failure criterion - a 1988 update: Proceedings, 15th Canadian Rock Mechanics Symposium. Ed. Curran, J.H., Civil Engineering Department, University of Toronto, pp. 31-38. Hoek, E., 2000, Rock Engineering Course Notes: on-line Web Page document at www.rocscience.com, latest revision date December 2000. Diablo Canyon ISFSI 1-10 of 203 Data Report I, Rev. I

Geomatrix Consultants, Inc. Work Plan, Laboratory Testing Of Soil And Rock Samples, Slope Stability Analyses, And Excavation Design For The Diablo Canyon Power Plant Independent Spent Fuel Storage Installation Site, Rev. 2, December 8, 2000, Geotest Unlimited Work Plan, Laboratory Testing Of Rock Samples For DCPP ISFSI Site, Rev. 0, April 20, 2001. Geotest Unlimited Work Plan, Rock Sample Selection For Rock Testing, DCPP ISFSI Site, Rev. 0, April 20, 2001. William Lettis & Associates Work Plan, Additional Geologic Mapping, Exploratory Drilling, and Completion of Kinematic Analyses for the Diablo Canyon Power Plant, Independent Spent Fuel Storage Installation Site, Rev. 2, November 28, 2000. William Lettis & Associates Work Plan, Additional Exploratory Drilling and Geologic Mapping for the DCPP ISFSI Site, Rev. 1, signed by NQS on September 19, 2001. Diablo Canyon ISFSI I-1I of 203 Data Report I, Rev. 1

( Table 1-3 Summary of Unconfined Compression Test Results (1 of 3) Boring Sample Depth DCPP ISFSI Sample Lab Feature Unit Wt. Failure Strength No. _____R No. (ft) Data Report ock Unit' B Description 2 in Sample (pcf) Mode (psi) Brown fine grained No discernible OOBA-1 1-8B 146.6 - 147.1 TOfb-i dolomitic sandstone noted 146.6 Shear 5133 OOBA-I 1-9B 149.5 - 150.0 Tofb.I grained Gray to bo ie brown fine No N discernible icril 140.6 axial splitting 2625 ganddoitcfractures 106 ailsltig 22 sandstone OOBA-1 1-10 12.2 -12.7 Tofb., Tan fine grained dolomitic No discernible 138.4 axial splitting and 5284 sandstone fractures shear Tan fine grained dolomitic No discernible axial splitting, OOBA-1sandstone fractures 142.4 shear, and 7190 bending Tan Fine grained No discernible axial splitting, OOBA-1 1-12 22.6 - 23.1 Tofb_1 dolomitic sandstone fractures 134.5 shear, and 4523 bending Ta ieganddlmtc Healed and Shear on existing 27 OOBA-1 1-13 40.9 -41.4 Tofb Tan fine grained dolomitic partially healed 128.9 sandstone joints joint Bedding 80' from Axial splitting OOBA- 1 1-14 49.1-49.6 TOfb-, Brown to tan dolomite core axis; no 143.1 and bending 8649 apparent fractures Healed Dolomenon soing Axial splitting OOBA-2 2-E 50.9 51.4 Tofb-2 Dolomite sandstone w/ through going 160.9 and shear on 10921 slight porosity joints - 400 from existing joints I core axis It Io Ints Notes: 'Rock unit description from William Lettis & Associates, Inc. (2001) Diablo Canyon ISFSI Data Report B. Sample lab description is not always consistent with the Data Report B descriptions that are more current and supercede the laboratory descriptions. Tofb., - dolomite, clayey dolomite, dolomitic siltstone to fine-grained dolomitic sandstone, and limestone Tofb-la - friable dolomite and dolomitic siltstone Tofb. 2 - fine- to coarse-grained dolomitic sandstone and sandstone 2LaboratoryTofb-2a - friable sandstone sample description from GTU. Diablo Canyon ISFSI 1-12 of 203 Data Report 1, Rev. 1

( Table 1-3 Summary of Unconfined Compression Test Results (2 of 3) Boring Sample Depth DCPP ISFSI Sample Lab Feature Unit Wt. Failure Strength No. No. (ft) Data R ockReport U nit' B Description 2 in Sample (pcf) _Mode _ _ _ _ (psi) 01-A 1 19.5 TOfb. 2 Tan well cemented Numerous healed medium grained sandstone fractures 01-A 2 24.5 Tofb. 2 Tan medium grained No fractures noted 146.6 Axial splitting 1113 sandstone and crushing Tan fine to medium 01-B 18 26.5 Tofb.2 /Tofb. 2a grained dolomitic No visible fractures 147.3 Shear 4778 sandstone 01-B 19 38.0 Tofb.2 Tan medium grained sandstone Joint at one end 132.4 Shear existing(not on joint) 452 01-C 22 24.0 Tofb.2 Tan fine grained dolomitic Axial fracture 155.0 Axial splitting 4504 sandstone 01-D 4 25.5 Tofb. 2a Tan weak clayey medium No features noted 142.3 splitting, shear 207 grained sandstone Tan fine to medium One joint about 320 Shear on existing 01-D 6 48.5 Tofb-i/Tofb-2 grained dolomitic from core axis and 1 147.1 joint959 sandstone axial fracture 01-E 26 22.0 Tofb.l Tan fine grained dolomitic Few healed shears 129.4 Shear on healed 437 sandstone shears 01-E 28 49.0 Tofb_1 Tan fine sandstone grained dolomitic -34'Healed fromfracture core axis 135.8 Shear existingnot on joint 2958 01-F 30 57.6 Light tan medium grained Intact joint 60' from 138.9 Shear not on 2543 01-_3057. Tofb. 2 dolomite sandstone core axis existingjoint Notes: 'Rock unit description from William Lettis & Associates, Inc. (2001) Diablo Canyon ISFSI Data Report B. Sample lab description is not always consistent with the Data Report B descriptions that are more current and supercede the laboratory descriptions. Tofb_, - dolomite, clayey dolomite, dolomitic siltstone to fine-grained dolomitic sandstone, and limestone TOfb-la - friable dolomite and dolomitic siltstone Tofb.2 - fine- to coarse-grained dolomitic sandstone and sandstone TOfb-2a - friable sandstone 2Laboratory sample description from GTU. Diablo Canyon ISFSI 1-13 of 203 Data Report I, Rev. I

( Summary of Unconfined Compression Test Results (3 of 3) Table 1-3 Boring Sample Depth DCPP ISFSI Sample Lab Feature Unit Wt. Failure Strength No. ________No. (ft) ~~Rock Data Unit1 B Repoit Description 2 in Sample __ (pc) __ Mode (psi) Axial splitting Tan fine grained dolomitic 01-G 9 28.8 Tofb.I sandstone 2 axial fractures 138.2 along existing 3702 sandstone_ _fractures 01-G 10 69.0 Tofb. Gray friable clayey No features noted 130.7 Shear and Axial 136 Tf22 Tan fine grained 10 splitting 136 01-H 1 01-G 1069.0 52.5Tofb. 2 medium dolomitic Nofeatures ntd grained sandstone 01-H 12 52.5 sandstone No visible fractures 155.1 multiple shears 10252 01-H 11 1Tofb grained dolomitic Tan fine sandstone apparent Nofractures 138.9 Shear 2434 01-I 38 159.5 Tof4, Dark gray fine grained Healed joint 270 144.2 Axial splitting 1834 01-I 38195dolomitic sandstone from core axis Tan fine to medium Open joint 12' from Shear (not on 01-I 39A 130.4 Tofb-i grained sandstone core axis 140.3 existing joint) 505 Tan thinly bedded fine Bedding at 690 from Axial splitting 01-I 40A 88.4 Tofb., grained dolomitic 142.0 6373 sandstone core axis and bending 01-I 42 44.0 TOfb.* Tan fine grained dolomitic Axial splitting 3504 sandstoneNo features noted 141.5 and shear TOfb-2a Gray fine to medium 01-CTF-A 14 8.8 grained soft sandstone No features noted 128.8 Shear 29 01-CTF-A 15 13.5 Tan clayey friable Possible healed 138.3 Shear 400 01-CTF-A 15___ 13.5_ _ Tofb. 2 medium grained sandstone joints I 38.3 Shear 400 Notes: 'Rock unit description from William Lettis & Associates, Inc. (2001) Diablo Canyon ISFSI Data Report B. Sample lab description is not always consistent with the Data Report B descriptions that are more current and supercede the laboratory descriptions. Tofb-i - dolomite, clayey dolomite, dolomitic siltstone to fine-grained dolomitic sandstone, and limestone TOfb-la - friable dolomite and dolomitic siltstone Tofb.2 - fine- to coarse-grained dolomitic sandstone and sandstone 2Laboratory TOfb.2a - friable sandstone sample description from GTU. Diablo Canyon ISFSI 1-14 of 203 Data Report I, Rev. I

k / f Table 1-4 Summary of Single Stage Triaxial Tests without Pore Pressure Measurements Boring Sample Depth DCPP ISFSI Sample Lab Unit Wt. Failure Con. Peak Axial Strain No. I.D. (ft) Data RockReport Unit' B Description (pc) Mode Pressure Stress (psi) (%) _Desriptin_ (psi) Tan fine grained OOBA-1 1-5B 84.0 Tofb. dolomitic sandstone 134.9 Axial 40.2 5070 0.48 84.5 with brown splitting oxidation stains 77BA- Tan fine grained Conical 00BA-1 1-15 Tofb.1 sandstone to 140.3 shear and 80.6 6807 0.88 78.0 dolomite splitting OOBA-1 1-16 107.3- Tofb-i Tan fine grained 132.8 Axial 40.3 4483 0.6 107.8 dolomitic sandstone splitting 116.4 ~ Tofb-2 Tan fine grained 133.1 Shear 80.3 3787 0.4 OOBA-1 1-17 dolomitic sandstone 133.1 Shear_80.3_3787_0. 116.9 Notes: 'Rock unit description from William Lettis & Associates, Inc. (2001) Diablo Canyon ISFSI Data Report B. Sample lab description is not always consistent with the Data Report B descriptions that are more current and supercede the laboratory descriptions. Tofb-, - dolomite, clayey dolomite, dolomitic siltstone to fine-grained dolomitic sandstone, and limestone TOfb-la - friable dolomite and dolomitic siltstone Tofb.2 - fine- to coarse-grained dolomitic sandstone and sandstone Toft-2a - friable sandstone 2Laboratory sample description from GTU. Diablo Canyon ISFSI 1-15 of 203 Data Report I, Rev. 1

Table 1-5 Summary of Multi-Stage Triaxial Tests without Pore Pressure Measurements Boring Sample Depth DCPP ISFSI Data Sample Lab Feature Unit Wt. Cell. P. Axial Stress No. I.D. (ft) Report B Rock Unit'j Description 2 in Sample (pcf) (psi) (psi) 65 705 one fracture 145.3 98 870 Gray medium grained 01-A 3 35.5 Tofb2.2 weak friable sandstone 131 1020 58 693 01-D 5 28.0 Tofb.2a Tan medium grained Two healed clayey weak sandstone axial fractures 144.5 87 788 116 844 87 472 01-H 13 57.0 TOfb. 2a Gray medium grained none noted 131.7 130 574 clayey friable sandstone 174 664 Gray fine to medium 148 387 01-F 32 117.7 TOfb-2a grained soft clayey none noted 135.8 222 475 friable sandstone 296 572 Gray medium grained 84 290 CTF-A 17 53.8 Toft- 2a altered clayey friable none noted 127.1 126 348 sandstone 168 402 Tan fine to med. 20 87 37.0-OOBA-2 2-A 37.5 Tofb.2 Grained dolomitic none noted 130.1 40 142 sandstone 80 183 10 600 20 600 00BA-2 2-B 37.5 - Tofb-2 Fine to med grained none noted 139.7 40 644 38.0 dolomitic sandstone 10 187* 20 270* 40 398* 10 863 20 887 43.1- Tofb. 2a gray, medium grained 40 898 OOBA-2 2-C 43.6 sandstone, friable none noted 141.1 10 170* 20 242* 40 385* 20 184 46.0- Tofb- 2a gray fine to med. Small tan 40 283 OOBA-2 2-DB 46.5 Grained clayey sandstone zone 135.2 sandstone 80 332

Post-peak strength Notes: 'Rock unit description from William Lettis & Associates, Inc. (2001) Diablo Canyon ISFSI Data Report B. Sample lab description is not always consistent with the Data Report B descriptions that are more current and supercede the laboratory descriptions.

Tofb.I - dolomite, clayey dolomite, dolomitic siltstone to fine-grained dolomitic sandstone, and limestone Tofb.ia - friable dolomite and dolomitic siltstone Tofb.2 - fine- to coarse-grained dolomitic sandstone and sandstone 2 Tofb-2a - friable sandstone Laboratory sample description from GTU. Diablo Canyon ISFSI 1-16 of 203 Data Report I, Rev. 1

K ( Table 1-6 Summary of Multi-Stage Triaxial Tests with Pore Pressure Measurements DCPP ISFSI Boring Sample Depth Data Repor Sample Lab Feature Unit Wt. Cell. Press. P.W.P. Axial Stress Strain c' No. I.D. (t) Data RockReport Unit' B Description 2 in Sample (pcf) (psi) (psi) (psi) (%) (psi) (degrees) Tan clayey altered Weak joint 57 80 50 200 5.30 01-D 7 55.5 Tofb-,/ Tofb. 2 medium grained deg from axis 100 60 235 5.30 25 25 sandstone _ Tan friable clayey 85 73 378 1.87 01-CTF-A 16 48.8 TOfb. 2a altered medium 133.2 110 68 436 2.43 95 22 grained sandstone 160 85 524 2.82 Gray friable weak 80 57 239 4.70 01-C 21 9.5 Toffb-.2 medium grained 132.5 41 24 sandstone caps 120 67 321 4.70 Tan fractured and 80 59 231 3.40 sheared clayey 01-E 25 7.0 Tofb.la altered weak fine 135.8 12 44 grained dolomitic 100 68 305 3.40 sandstone Notes: 'Rock unit description from William Lettis & Associates, Inc. (2001) Diablo Canyon ISFSI Data Report B. Sample lab description is not always consistent with the Data Report B descriptions that are more current and supercede the laboratory descriptions. Tofb dolomite, clayey dolomite, dolomitic siltstone to fine-grained dolomitic sandstone, and limestone Tofb-,a - friable dolomite and dolomitic siltstone Tofb fine- to coarse-grained dolomitic sandstone and sandstone 2 TOfb.2a - friable sandstone Laboratory sample description from GTU. Diablo Canyon ISFSI 1-17 of 203 Data Report I, Rev. I

Table 1-7 Summary of Small Strain Elastic Property Measurements for Dolomite and Sandstone DCPP ISFSI Unit Pisn Boring Sample Depth Data Repor Sample Lab Weit Modulus Poisson's No. No. (ft) Rock Data UnitI'ecipin Report B Description 2 (pcf0 Weight (x 106 psi) Ratio Tan well cemented 01-A 1 19.5 Tofb.2 medium grained 161.4 1.52 0.08* sandstone 01-A 2 24.5 Tofb. 2 Tan medium grained 146.6 0.65 sandstone 0.55* Tan fine to medium 01-B 18 26.5 TOf- 2 grained dolomitic 147.3 2.33 0.23 sandstone 01-c 22 24.0 Tofb.2 Tan fine grained 155.0 4.92 0.23 dolomitic sandstone Tan fine to medium 01-D 6 48.5 Tofb-l /Tofb.2 grained dolomitic 147.1 0.63 0.30 sandstone Tan fine grained 129.4 0.14 0.20 01-E 26 22.0 Tofb] dolomitic sandstone 49.0 Tofb., Tan fine grained 135.8 0.85 0.15 01-E 28 49.0 T~fbq dolomitic sandstone 01-G 9 28.8 Tofb., Tan fine grained 138.2 1.67 0.18 0 I-G 9 28.8 T~fbq dolomitic sandstone 01-H 11 11.0 Tof, to Tofb.2 Tan finessandstone dolomitic grained 138.9 1.09 0.13 Tan fine grained 4.00 0.33 01-H 12 52.5 TOf. 2 dolomitic sandstone 155.1 01-F 30 57.6 TOfb- 2 to Tofb. 2a Light tan medium grained 138.9 1.25 0.20 sandstone 13._12_02 01-1 38 159.5 Tofb, Dark gray fine grained 144.2 0.79 0.30 dolomitic sandstone Tan thinly bedded fine 01-I 40A 88.4 Toflb, grained dolomitic 142.0 2.14 0.17 sandstone 01-1 42 44.0 Tofb., Tan fine grained 141.5 0.79 0.1* 01-_ 42_ 44.0_ Tof- _ dolomitic sandstone 01- Tan clayey friable CTF-A 15 13.5 Tof. 2 medium grained 138.3 0.12 0.17 sandstone Average 144.0 1.53 0.22

Questionable values of Poisson's ratio not used in averages Notes: 'Rock unit description from William Lettis & Associates, Inc. (2001) Diablo Canyon ISFSI Data Report B. Sample lab description is not always consistent with the Data Report B descriptions that are more current and supercede the laboratory descriptions.

Tofbl - dolomite, clayey dolomite, dolomitic siltstone to fine-grained dolomitic sandstone, and limestone Tofbqa - friable dolomite and dolomitic siltstone Tofb.2 - fine- to coarse-grained dolomitic sandstone and sandstone 2 Toft-2a - friable sandstone Laboratory sample description from GTU.. Diablo Canyon ISFSI 1-18 of 203 Data Report I, Rev. 1

Table I-8 Summary of Small Strain Elastic Property Measurements for Friable Sandstone Boring Sample Depth DCPP ISFSI Data Report Sample Lab Unit Modulus Poisson's No. No. (ft) B Rock Unit' Description 2 Weight (Xpi) Ratio Tan medium grained 01-B 19 38.0 TOfb- 2a sandstone with claystone 132.4 0.21 0.23 clasts 01 -D 4 25.5 TOfb- 2a Tan weak clayey medium 142.3 0.075* 0.15 grained sandstone 01-G 10 69.0 TOfC-2a Gray friable clayey medium 130.7 0.015* 0.03** grained sandstone 01- Gray fine to medium grained 128.8 0.004* 0.29 CTF-A 14 8.8 TOfb-2 asoft sandstone 01- 16 48.8 Tofb-2a Tan Clayey friable altered 133.2 0.061* 0.17 CTF-A medium grained sandstone 01-A 3 35.5 Tofb-2. Gray friablemedium grained weak sandstone 145.3 0.033* NA** 5 S 28.0 Tofi, 2a Tan weakmedium grained clayey sandstone 144.5 0.063* 0.06** 01-H 13 57.0 TOfb. 2a Gray clayey friable medium 131.7 0.009* 0.16 grained sandstone Gray clayey friable soft fine 01-F 32 117.7 Tofb- 2a to medium grained 135.8 0.008* 0.32 sandstone Representative Value 134.9 0.21 0.23

Moduli measured in the unconfined compression test set up are too low to represent in-situ moduli for the confining pressure sensitive friable sandstone.

Questionable values of Poisson's ratio Notes: 1Rock unit description from William Lettis & Associates, Inc. (2001) Diablo Canyon ISFSI Data Report B. Sample lab description is not always consistent with the Data Report B descriptions that are more current and supercede the laboratory descriptions.

Tofb-l - dolomite, clayey dolomite, dolomitic siltstone to fine-grained dolomitic sandstone, and limestone Tofb-la - friable dolomite and dolomitic siltstone Tofb fine- to coarse-grained dolomitic sandstone and sandstone 2 Tofb-2a - friable sandstone Laboratory sample description from GTU.. Diablo Canyon ISFSI 1-19 of 203 Data Report I, Rev. 1

Table 1-9 Summary of Direct Shear Test Results (1 of 4) Discontinuity Boring Sample Depth Inclination DCPP ISFSI Normal Peak Shear Post Peak 2 No. I.D. M from Data Report B Sample Stress Stress Shear Stress horizontal Rock Unit' (psi) (psi) (psi) (degrees) 13.0 11.8 - 18.0 14.0 - 25.0 17.0 - 01-B 20 48.8 50 Tofb.2 Clay coated 40.0 25.0 - joint 55.0 30.5 - 15.0 -- 12.0 20.0 14.0 28.0 -- 17.0 20.2 4.5 - 40.0 7.8 - 01-C 23 41.4 44 Tofb 2a Clay coated 62.3 11.7 - joint 21.4 -- 6.0 41.3 9.0 66.2 -- 11.8 20.8 4.5 - 41.2 6.2 - 01-C 24 44.3 30 Tofb-2. Clay coated 61.0 7.8 - joint 22.5 -- 5.8 45.2 7.3 66.3 -- 10.0 17.0 19.0 - 30.0 30.2 - Rc-ok 46.8 44.5 - 01-E 29 51.8 6 Tofb.I contact bedding joint 17.5 -- 16.0 34.0 31.0 50.2 -- 45.0 12.5 4.0 - 20.4 3.9 - 38.7 3.4 - 01-F 31 117 15 Tofb-,.aTOfb_2a Clay bed 3.2 3.1 13.2 -- 5.1 21.6 4.7 40.3 -- 4.0 18.5 8.0 - 35.0 11.0 - 72.0 20.0 - 01-F 33 1183 reported notlab in Clay coated 20 20.. sheets Tofb-2/TOfb. 2 joint 20.5 -- 1i_0.5 40.0 -- 14.0 81.0 -- 21.0 174.0 -- 36.0 Diablo Canyon ISFSI 1-20 of 203 Data Report I, Rev. 1

Table 1-9 Summary of Direct Shear Test Results (2 of 4) Discontinuity Inclination DCPP ISFSI Feature Normal Peak Shear Post Peak Boring Sample Depth 2eature Stress Stress Shear Stress No. S pD e from Data Report B N horizontal Rock Unit' (psi) (psi) (psi) (degrees) 15.5 14.0 - 01-CTF-A 34 32.6 3.23Tf, 23 Tofb2 2 Clayjoint coated 31.5 24.2 - 60.5 39.5 - 14.0 2.6 - 24.3 2.6 - 01-H 35 94.5 4 Tof04-a Clay coated 47.2 3.5 - joint 16.0 -- 6.5 29.0 -- 6.5 53.2 -- 8.8 86.0 76.0 - 175.0 144.0 - Rock-rock 352.0 264.0 - 01-1 36 174 14 Tofb.La contact 93.0 61.0 bedding joint 190.0 -- 121.0 384.0 -- 237.0 16.2 6.8 - 27.5 9.6 - 14 Tofb, 8 Clay coated 52.3 18.5 - 01-I 37 168.5 1bedding joint 16.5 -- 7.9 28.1 -- 11.1 54.5 -- 20.0 13.1 4.8 - 25.6 7.2 - 47.8 10.6 - 8 Tofb-,a Clay bed 14.2 -- 5.5 01-[ 39B 130.4 28.1 -- 7.3 52.2 -- 11.0 47.0 42.0 - 90.0 73.0 - Rock-rock 178.0 133.0 - 01-1 40B 88.8 16 Tofb.I contact 49.0 32.0 bedding joint 96.0 -- 59.0 194.0 -- 113.0 9.5 8.0 - 13.5 9.0 - 26.5 14.0 - 17 Tofb-, Clay bed 10.5 -- 7.0 01-I 41A 45.6 16.5 -- 9.0 28.5 -- 12.0 Diablo Canyon ISFSI 1-21 of 203 Data Report I, Rev. I

Table 1-9 Summary of Direct Shear Test Results (3 of 4) Discontinuity Boring Sample Depth Inclination DCPP ISFSI Feature Normal Peak Shear Post Peak from Data Report B Feature Stress Stress Shear Stress No. I.D. (ft) horizontal Rock Unit' in Sample 2 (psi) (psi) (psi) (degrees) 23.5 28.5 48.0 54.5 01-I 41B 46.1 14 Tofb. Rock-rock 93.0 96.0 - contact bedding joint 25.5 -- 20.0 51.5 40.0 100.0 _- 75.0 10.6 13.0 - Rock-rock 20.1 21.3 OOBA- 1 1-1 18.2 30 Tofb_1 poorly mated 41.2 35.3 - rough joints 11.3 -- 9.0 (Tofb.I) 21.4 16.6 43.7 -- 31.2 10.3 16.1 Rock-rock 20.1

4. 25.6 38 ______

OOBA-1 1-2 34.2 64 Tofb., well mated joint 10.0 21.6 -- 9.0 18.3 44.1 -- 33.0 10.1 8.0 - 20.5 14.7 00BA-1 1-3 37.1 12 TOfb-, Rock-rock bedding joint 41.3 10.9 27.5 6.9 22.2 12.4 44.7 -- 23.4 13.8 25.3 - Rock-rock 24.0 31.0 - 00BA- 1 1-4 41.9 13 Tofb. mechanical 44.6 46.9 - break along 15.8 -- 10.8 bedding 27.2 18.1 50.5 -- 31.7 20.6 24.2 _. Rock-rock 40.1 42.4 OOBA- 1 1-6 88.8 21 Tofb., moderately 82.0 71.0 .. rough well 24.2 -- 13.3 mated joints 47.0 23.7 96.2 -_ 45.0 20.5 21.8 - Rock-rock 41.8 41.8 __ poorly mated 83.0 76.8 -_ 00BA-1 1-7 142.0 55 Tofb- joint 22.9 __ 19.0 46.7 __ 37.0 92.8 71.0 Diablo Canyon ISFSI 1-22 of 203 Data Report I, Rev. I

Table 1-9 Summary of Direct Shear Test Results (4 of 4) Discontinuity DCPP ISFSI Feature Normal Peak Shear Post Peak Boring Sample Depth Inclination from Data Report . Stress Stress Shear Stress No. I.D. 0t horizontal B Rock Unit' in Sample (psi) (psi) (psi) (degrees) 5.8 7.8 - 10.0 10.7 - 20.2 15.2 - OOBA-l 1-18 56.5 15 Tofb.I Clay bed 37.2 19.1 - 6.5 -- 4.9 10.7 -- 6.3 21.9 -- 9.4 40.3 -- 12.0 Notes: 'Rock unit description from William Lettis & Associates, Inc. (2001) Diablo Canyon ISFSI Data Report B. Sample lab description is not always consistent with the Data Report B descriptions that are more current and supercede the laboratory descriptions. Tofb-l - dolomite, clayey dolomite, dolomitic siltstone to fine-grained dolomitic sandstone, and limestone Tofb-ia - friable dolomite and dolomitic siltstone Tofb fine- to coarse-grained dolomitic sandstone and sandstone Tofb-2a - friable sandstone 2 Sample description based on laboratory datasheets. Diablo Canyon ISFSI 1-23 of 203 Data Report I, Rev. 1

Table 1-10 Summary of Unit Weight of Rock Core Samples Boring Sample All Dolomite Sandstone OOBA-1 1-10 138.4 138.4 OOBA-I 1-11 142.4 142.4 0OBA-1 1-12 134.5 134.5 0OBA-1 1-13 128.9 128.9 O0BA- 1 1-14 143.1 143.1 0OBA- 1 1-81B 146.6 146.6 OOBA- 1 1-9B 140.6 140.6 OOBA-2 2-E 160.9 160.9 O0BA-1 1-5B 134.9 134.9 0OBA-1 1-15 140.3 140.3 OOBA-1 1-16 132.8 132.8 OOBA-1 1-17 133.1 133.1 OOBA-2 2-A 130.1 130.1 OOBA-2 2-B 139.7 139.7 OOBA-2 2-C 141.1 141.1 OOBA-2 2-DB 135.2 135.2 01-A 1 161.4 161.4 01-A 2 146.6 146.6 01-D 4 142.3 142.3 01-D 6 147.1 147.1 01-G 9 138.2 138.2 01-G 10 130.7 130.7 01-H 11 138.9 138.9 01-H 12 155.1 155.1 01-CTF-A 14 128.8 128.8 01-CTF-A 15 138.3 138.3 01-CTF-A 18 147.3 147.3 01-B 19 132.4 132.4 01-C 22 155 155 01-E 26 129.4 129.4 01-E 28 135.8 135.8 01-F 30 138.9 138.9 01-I 38 144.2 144.2 01-I 39A 140.3 140.3 01-I 40A 142 142 01-I 42 141.5 141.5 01-A 3 145.3 145.3 01-D 5 144.5 144.5 01-H 13 131.7 131.7 0 1-CTF-A 17 127.1 127.1 01-F 32 135.8 135.8 01-CTF-A 16 133.2 133.2 01-C 21 132.5 132.5 01-E 25 135.8 135.8 All Rock All Dolomite All Sandstone Average 139.6 138.3 140.5 Std. Dev.= 8.1 5.0 9.7 Diablo Canyon ISFSI 1-24 of 203 Data Report I, Rev. 1

E 1,148,500 E 1,149,000 N 636,000 EXPLANATION Footprint of 500 kV tower C::::71 Outline of ISFSI Pads 01-C+ Boring forlISFSI, indicated (initial isnumber year drilled)

                                   "Y          Cutslope above, and fill prism west of, ISFSI pads 50           100 I          150    I   200 I

1 I I I Contour interval = 5 feet

                       -N 635,500 DIABLO CANYON ISFSI FIGURE I-1 LOCATION OF BOREHOLES SAMPLED FOR ROCK STRENGTH TESTING Diablo Canyon ISFSI Data Report 1,Rev. 1                  1-25 of 203

ATTACHMENT 1 LABORATORY ROCK TESTING REPORT SAMPLES COLLECTED FROM BORINGS OOBA-1 AND OOBA-2, ANDERS BRO OF GEOTEST UNLIMITED DECEMBER 30, 2000 Diablo Canyon ISFSI 1-26 of 203 Data Report I, Rev. I

Nov-02-01 03:16P GeoTest Unlimited 7074557684 P.01 "re..t Equipment Design & Fabrication SGno GmT U Laboratory & Field Testing Test'se Consulting Services Dr. Andcrs Bro December 30, 2000 Jell"Bachhubcr William ILettis & Associates. Inc. 1777 Botelho Dr, Suite 262 Walnut Creek, CA 94596

Dear Je IT,

Thank you very much for using my rock testing lab for the Diablo Canyon Power Plant, TSFSL project. This letter report describes the tests performed and summarizes the test results along with observations whichl might have sonic bearing on interpreting the rock behavior. A number of samples along with a schedule of the desired tests were obtained from your office on December 11, 2000. TIlese samples were transported to GTTJ's facilities in Nevada City where they were prcparcd on December 14, 18 and 19. The tests were perlormed on December 17, 18 and 19. The initial schedule of tests consisted of 16 unconfined compression tests and 7 direct shear tests. After discussions with you, the number of unconfined compression tests was reduced to 8, and 8 triaxial tests were added. 4 of the triaxial samples were selected fIrom Boring OOBA- 1. Since these were quite hard Lnd would most likely behave in a brittle manner. they were tested using a single stage procedure. The remaining triaxial samples camne from Boring OOBA-2 and were quite weak. It was thought that their weak ductile behavior would make them suitable candidates for multistage tests. Schedule of Tests Sample Boring Depth Description Test' ID I-8B ()OBA- 1 146.6-147.1 Brown dolomitic sandstone tic 1-911 149.5-150.0 Gray to light brown dolomitic sandstone 1-10 12.2-12.7 Tan dolomitic sandstone 1-11 18.7-19.2 Dark brown gray dolomitic sandstone 1-12 22.6-23.1 Tan dolomitic sandstone 1-13 40.9-41.35 Tan dolomitic sandstone 1-14 49.1-49.6 Light brown to tan dolomitic siltstonc 2-E OOBA-2 50.9-51.4 Tan dolomitic (siliceous'?) sandstone 1-5B OOBA-I 84.0-84.5 Tan dolomitic sandstone SSTX 1-15 77.5-78.0 Tan dolomitic sandstone 1-16 107.3-107.8 Tan dolomitic sandstone 1-17 116.4-116.9 Tan dolomitic sandstone 2-A OOBA-2 37.0-37.5 Tan weak, friable dolomitic sandstone MSTX 2-11 37.5-38.0 Tan weak dolonfitic sandstone 2-C 43.1-43.6 Gray weak sandstone 2-DB 46.0-46.5 Gray weak, firiable sandstone ..... 1-1 OOBA-1 18.2 Poorly mated rough joint DS 1-2 34.2 Well mated roughjoint 1-3 37.1 Bedding plane joint 1-4 41.9 Mechanical break (along bedding'?)" 1-6 88.8 _Well mated roughjoint with coating 1-7 142.0 Poorly mated wavy joint. 1-518 56.5 Rock/clay intcrtfce I. UC - IJnconfincd Camprcssioti "'esl SS IX - Single-Stage Triaxial Test MS'rX - Multi-Stage Triaxial Test DS - Direct Shear rest 27069 N. Bloomfield Rd . Nevada 0ity C(A .95959 Tei/PlFtx (530)470-0583 email: abrordmindspringca-nt Diablo Canyon ISFSI 1-27 of 203 Data Report I, Rev. 1

.,- Cr Iaolest Unlimited 7074..-7. "1 P-02 The sample descriptions (both in the table above as well bc misleading due to the difficulty in distinguishing between as on the data sheets and plots) may and limestone. A more thorough evaluation of these samples the dolomite. dolomitic sandstone, could be made to address these concerns if they had a bearing on the stability analyses. All of the testcd samples have been returned to you in the event that such a reevaluation is required.

Calibration Prior to testing, the transducer calibrations were checked. load cell (used for the unconfined and triaxial compression In the case of the 50 kip lnterliace tests) and the two 2 kip L.ebow load cel Is (used for the direct shear tests), the linearity and accuracy compared to the loads as measured by a 20 kip Morehouse of the cell readings were 200 psi Viatran pressure transducer (used to monitor and proving ring. The calibration of the triaxial tests) was checked with a high precision, 300 psi control the confining pressure or the Heise the Sehaevitz LVDI's with a 0.2 inch stroke were all checked pressure gauge. The calibration of precision micrometer head. Finally the calibration of the with an electronic Mitutoyo Transtek LVDT with a 1 inch stroke (used to measure the shear displacement of the shear box) Mitutoyo micrometer head. Of these checks, only one loadwas checked with a mechanical normal load in the shear box) resulted in a slight shift irom cell (the one used to measure the lb load cell, a shift in the gain of*about 25 lb (an error of the original calibration. For this 2000 1.2%) was encountered. Before testing, the gain was adjusted to eliminate this error. Both of the Lebow cells appeared to have a 2 lb hysteresis (ic a 0.1 % error) which developed during a loading/unloading cycle, Test Procedures The tests were all performed following the applicable ASTM 2664, and ASTM 5607). The specific procedures ASTM procedures (ASTM 2938, used at GTU are appended to this letter. Test Results and Sample Behavior The test results are presented in the appended test data sheets unconfined compression and triaxial tests, the sample densities and plots. In the case of the weights and their volumes. The stress strain curves are also arc calculated from the sample reported at the bottom of the plots. It should be noted that plotted and the sample strengths are deformations include the platen interfaees, as well as the for these tests, the sample modulus derived fiom these plots would be softer deformation of the load cell. Tihus any than the rock modulus.

        "IThetriaxial test plots present the axial stress and confining pressure The strength at each confining pressure is summarized                                     vs. axial strain curves.

confining pressure-strength pairs arc used to develop the at the bottom of these plots, and these failure envelopes. In the case of the triaxial samples from boring OOBA-I, the natural variability overshadowed any impact that the confining pressure may of the sample strengths have had on the sample strengths. Therefore it was no( possible to develop a reasonable failure In the case of the triaxial samples from boring OOCA-2, envelope for these samples. exhibited. One behavior for the slightly stronger rock (Samples two delormational behaviors were quasi-brittle behavior in which the samples exhibited significant2-B and 2-C) was a fairly typical the stress-strain curve. It was possible to obtain excellent weakening following a peak in samples, although the initial weakening made it somewhat"final" strength envelopes for these difficult to develop "initial" failure envelopes with a high degree olconfidence. The weaker two triaxial samples from boring OOBA-2 (Samples with a linear strain hardening manner. This behavior has 2-A and 2-DB) behaved been observed in many weak and ductile rocks. The construction of the failure envelopes follows PG&E's Scott Dam testing program, in which the linear a procedure developed for stress-strain curves are extrapolated and strengths at a single level of strain arc derived for two confining pressures. (See the appended Technical Note.) These two samples were unique in that they were so weak that mechanical breaks occurred in these samples during transport and in sample preparation. perpendicular to the core axis, were well mated, and the These breaks, which were cyanoacrylate glue. Due to the thin glue line, the weakness samples were glued back together using glued fractures, the sample repairs were thought to have little of the bond, and the orientation of the strengthening influence on the samples. During the testing of Sample 2-A, water appeared to specimen (a behavior not uncommon for porous sandstone), have been squee7ed out of the indicating a significant pore pressure response in this soft rock. The hypothesis that pore pressures developed in the sample during the 2 Diablo Canyon ISFSI 1-28 of 203 Data Report I, Rev. I

                                                                             -7 0% 7 A = =

xz-- P-03 test was supported by the horizontal failure envelopes of the rock appeared to be independent Iior these two samples. The shear strength of the confining pressure, a condition reminiscent of an undrained clay. If an tmdrained test were performed would have expected to find a significant change in which pore pressures were measured, (me in pore pressure during the test (most likely an increase, thereby maintaining the etlective confining 01' the 7 prioritized direct shear tests, the second stress). This sample consisted of an intact rock joint which one, Sample 2-DA. could not be tested. attempt was made to separate the sample into two did not appear to be through-going. An sample could not be split along this joint. Despite halves, but the joint was so strong that the the strong nature of the intact joint, it was thought worthwhile to mount the samplic in the shear so strong, no string was used to hold the two sample box and test it anyway. As thesample was halves together. The first half'lwas potted in the plaster with no ill effects. The sample was then sample holder. After about 10 minutes, the sample inverted and cast in the other half ofthe was checked and the sample was found to have separated along thejoint. Half of the sample plaster. This behavior indicated that the strength was found submerged in the fresh potting in1luenced by the presence of water. The sample o1 the sandy, silty, clay rich rock was strongly yet had a reduced strength when the water contentwith a low water content was quite strong, and incr.ased. It was also apparent that this rock could absorb water fairly quickly. Although no test could he performed on this samplc, its behavior during preparation might raise concerns regarding the strength of"the rock mass as water is introduced into the joints. Ol'the 7 direct shear samples which were tested, clay seam/rock interFace. 'I'he positioning of the Sample I - 18 was unique in that it was a sample was not ideal in that when the sample was potted, the interface was on the same level as the casting plaster as opposed to being in the middle ofthe shear box gap. (The poor po-sitioning of the sample was a result of the indistincd expression of the interface on the surface of the core.) Therefore the sample may not have been as free to shear as it might otherwise have been hand, an advantage of this positioning was that had it been properly positioned. On the other the soil clay was not permitted to squeeze sideways into the shear box gap, as it was completely these concerns, the friction angle of this interlace confined by the casting plaster. Despite was still quite low, and was typical tfr plastic clays, in this case on the order of 12' for the final shear friction angle. S'n Anders lBre 3 Diablo Canyon ISFSI 1-29 of 203 Data Report I, Rev. I

Geo GTeU

          'Test                                                                  DATA SHEET Unlimited                         Unconfined Compression Test of Rock (ASTM D2938)

Date:/L-I 7---/ Technician: Client: L--4+iS c). 5.5 . Job: -0Q4C -DC-'PP 1-5 Zr.- Sample ID: )- P7 Sample

Description:

4&,., -/t" .

                                                                                      ,0 Sample Depth: 14//./-- /-7,       f      Sample Condition:Ae               , e---     _ ,,%    .

d, d,it1 _L,3?? Z. 4. 7 Z-3?O 2,39. -*.o=. - .o-,w Avg. diameter: 2._ 133 Avg. length : S.."1,A Sample area : L,.9-Z Il/d ratio :2 ,33 Sample volume(in 3 ):Z, , 09" 2L Sample weight (g) Density: 4(,7 , - , (0 g/in 3 =3.80951b/fl3 ) Comments:-t 27069 N. Bloomfield Rd, Nevada City, CA 95959 Tel/Fax (530)470-0583 / email: abro@rmindspring.com Diablo Canyon ISFSI 1-30 of 203 Data Report I, Rev. 1

Boring: OOBA-I Sample: 1-8B Geo G U Depth: 146.6-147.1' Test T 27069 N. Bloomfield Rd. Unlimited Nevada City, CA 95959 DESCRIPTION Client: William Lettis & Associates, Inc. Fine grained grayish brown dolomitic sandstone, contains no discernable fractures. 1777 Botelho Dr., Suite 262 Walnut Creek, CA 94596 Strength: 5133 psi Project: Diablo Canyon Powei Plant Density: 146.6 pcf ISFSI Project Number: 1223-50 Test Date: December 17, 2000 Diablo Canyon ISFSI 1-31 of 203 Data Report I, Rev. 1

Geo GTU Test> DATA SHEET Unlimited Unconfined Compression Test of Rock (ASTM D2938) Date: / 2 . 7 -or. Client: e)./_.Le*-f g i.A/s-s,=. Job: .- / 2z. - Dc.'PF- *I .__

                               ... .z

o,.-.g ._* I ....

                                                -Fr"-.-+k.*        .... X ., .ihnw.,,       .    ., _

Sample ID: I - T(3 Sample

Description:

        ,              "         L*             r

e L *,

Sample Depth: q.- O. Sample Condition: A'z. IO jd. d, d,!,1 2,39q 7,*a-.* ,~ Lj' 2 ,qf .fj*.-o 2--~ Avg. diameter: 9-.396 Avg. length: 5. 51 Sample area : ,-. :Oq l/d ratio : _.z 0o Sample volume(in 3): Z(/, 8e,3 y Sample weight (g) : leg. 2

Density: 3d,. 90Q/4 - 40, F? cF (1 g/in'=3.80951b/f1)

2 4

Comments: . --. -.e . l ~~0 ' 27069 N. Bloomfield Rd., Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@mindspringcom Diablo Canyon ISFSI 1-32 of 203 Data Report I, Rev. 1

10000 -- 9000 8000 7000 . U, 6000 .. Ci2 5000 4000 3000 217000 ...... F o TT --- , -r-FTT~ -7 ,- 7 1-- r T T- f-7-r r - - T -r-r'T - -' ["*r*- '-- - 0.000 0.001 0.002 0.003 0.004 0.005 0.006 0.007 0.008 0.009 0.010 Axial Strain (in./in.) UNCONFINED COMPRESSION TEST L Axial Stress vs. Axial Strain I Boring: OOBA-I Sample: 1-9B Geo G U Depth: 149.5-150.0' Tes T 27069 N. Bloomfield Rd. Unlimited Nevada City, CA 95959 DESCRIPTION Client: William Lettis & Associates, Inc. Fine grained gray to light brown dolomitic sandstone, contains no discernable fractures. 1777 Botelho Dr., Suite 262 Walnut Creek, CA 94596 Strength: 2625 psi Project: Diablo Canyon Power Plant Density: 140.6 pcf ISFSI Project Number: 1223-50 Test Date: December 17, 2000 Diablo Canyon ISFSI 1-33 of 203 Data Report I, Rev. I

Geo GTU

          'Test~e                                                                  DATA SHEET Unlimited                               Unconfined Compression Test of Rock (ASTM D2938)

Date:I.- I 7-0 Client: .j, L e A -so c, Technician : , . 6 Job: rI, - =T C.-PI- - . Sample Sam p le D ID: I -tio1, e scrip n: t - . - " - - ,,t e .. . ,* ,._. . .s - _ __3 " Sample Depth: Ia. 2.- (Ž .-7 / Sample Condition: d, dd7 d i,

                - Z , 3 95S         2 .38,s                             cra, I         . o ,
                    -,387                                          4
                                    "., 3. 7                         -,'&&0        4, &0 3 L,3-r3         7f     ,3A,7                      --- 67" 7       -.

2-.31B _j ?,3R y8 --I" -te"r o Avg. diameter . Avg. length: 5.50 'Y Samplearea : -,c7.I /dratio : , Sample volume(in 3 ): 2.Y. 630 Sample weight (g) :6 Density: _.3. 3- - 3 .3=3.80951b/ft)

                                                                                      "44*                                    ,.

Comments: -F fI--ce-N-.Q~0 27069 N. Bloomfield Rd., Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@,mindspring.com Diablo Canyon ISFSI 1-34 of 203 Data Report I, Rev. I

10000 -- 9000 8000 7000 - Ci2 c-I3n000 -A S45000 S4000 3000 2000 1000 0.000 0.001 0.002 0.003 0.004 0.005 0.006 0.007 0.008 0.009 0.010 Axial Strain (in./in.) IUNCONFINED COMPRESSION TEST Axial Stress vs. Axial Strain Boring: OOBA-1 Geo G U Sample: 1-10 Tes Depth: 12.2-12.7' Tt T 27069 N. Bloomfield Rd. D t 12 .Unlimited Nevada City, CA 95959 DESCRIPTION i Client: William Lettis & Associates, Inc. Very fine grained tan dolomitic sandstone, 1777 Botelho Dr., Suite 262 contains no discernable fractures. Walnut Creek, CA 94596 Strength: 5284 psi Project: Diablo Canyon Power Plant Stregth:5284psiISFSI Density: 138.4 pcf Project Number: 1223-50 Test Date: December 17, 2000 Diablo Canyon ISFSI 1-35 of 203 Data Report I, Rev. I

Geo GT U DATA SHEET Te<St Unlimited Unconfined Compression Test of Rock (ASTM D2938) Date: -7 - o'n Technician: , Client: Z,,). Le-4-i-. c* ... Job: 0 i?_g - i= - I.-sr-- -. I Sample ID: I-/ Sample

Description:

3-> *. . X.

                          * *._*.t...      * ... _,'.-.y         o,.//;._. C.       -.=7A). .,.  #.q

_._-.- Ll *. I Sample Depth: /.T - 1?.Z2 Sample Condition: - z...,

                                                                                     -t &zk.

Avg. diameter: 2.3-1/9 Avg. length: -T. i Sample area : L, 33 '1 Vd ratio :2_L 3 Sample volume(in ) : 2- 4. q 94f Sample weight (g) :5 Density: 3 7.,28 /;,o,,- / c/rc_*-. (I g/in 3=3.80951b/ft3 ) 0~ )f Comments: Z-; 27069 N. Bloomfield Rd., Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@mindspring.com Diablo Canyon ISFSI 1-36 of 203 Data Report I, Rev. I

10000 9000 8000 7000 C,, oUUU I. 5000 cI 4000

                        -'A 3000 2000 1000 0 -             YFVFFTTT1TTTTTTT              TF7T 1771        1V<

I I 0.000 0.001 0.002 0.003 0.004 0.005 0.006 0.007 0.008 0.009 0.010 Axial Strain (in./in.) UNCONFINED COMPRESSION TE-ST Axial Stress vs. Axial Strain Boring: OOBA-1 Geo G U Sample: 1-11 < T Depth: 18.7-19.2' Test 27069 N. Bloomfield Rd. e 1 1Unlimited Nevada City, CA 95959 DESCRIPTION Client: William Lettis & Associates, Inc. Fine grained dark grayish brown dolomitic 1777 Botelho Dr., Suite 262 sandstone to dolomite, contains Walnut Creek, CA 94596 no discernable fractures. Strength: 7190 psi Project: Diablo Canyon Power Plant ISFSI Density: 142.4 pcf Project Number: 1223-50 Test Date: December 17, 2000 Diablo Canyon ISFSI 1-37 of 203 Data Report I, Rev. I

Geo GTU DATA SHEET Te~stq Unlimited Unconfined Compression Test of Rock (ASTM D2938) Date: 10-ft-7-,: Technician: ,_ Client: 6J. Le-+. F-.AL sdý Job: A-2..4 - 7> c_P- /s / Sample ID: / -/2. Sample

Description:

4c. cyIg Sample Depth: 2 2.. 4 -223. " Sample Condit d, d2. 2,907- 2- ,(-¢o -t-. e_7* / +. or-Jc.3 2.39S 2.. 3"'77 aw-0 7 4.a.a . Z-_,

                 *tf*    I e-'70
                              .        1 Avg. diameter:

Sample area :._._ qo' 40-0

?,-

Avg. leng th : S. SJ3 V/d ratio I I

g-li3 O Sample volume(in') 2-q.26 I I I Sample weight (g) :8 i Density:Z S..3Iq.9p. (I g/in'=3.80951b/ft')

ii Comments: ~ ~ 11

                                                                                                             *ell~~.2~--.

27069 N. Bloomfield Rd., Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@,mindspring.com Diablo Canyon ISFSI 1-38 of 203 Data Report I, Rev. 1

ifinfl

10000 -.

                            -'I 9000 ..
                              -*1 8000 7000 "Cn     6000 CA 5000 4000 2000 3000 1000 0
                      ---                                          T      -  T-!              7 0         [,r...F       T       -J77,T '.-..[..'..'..K        ,

0.000 0.001 0.002 0.003 0.004 0.005 0.006 0.007 0.008 0.009 0.010 Axial Strain (in./in.) INONFINED Axial Stress COMPRESSION vs. Axial Strain TEST Boring: OOBA-1 Geo G U Sample: 1-12 Tes T Depth: 22.6-23.1' ?w 27069 N. Bloomfield Rd. Unlimited Nevada City, CA 95959 DESCRIPTION Client: William Lettis & Associates, Inc. Very fine grained tan dolomitic sandstone 1777 Botelho Dr., Suite 262 to dolomite, contains no discemable Walnut Creek, CA 94596 fractures, but appears weaker at one end. Strength: 4523 psi Project: Diablo Canyon Power Plant Stregth:4523psiISFSI Density: 134.5 pcf Project Number: 1223-50 Test Date: December 17, 2000 Diablo Canyon ISFSI 1-39 of 203 Data Report I, Rev. I

Geo GTU DATA SHEET Teist e Unlimited Unconfined Compression Test of Rock (ASTM D2938) Date: I- " Technician: /.. (** Client: - _ Job: -t1 -JC.PP- s I 1 -5 ... Sample ID: 3 Sample D scription: -tz -ý Sample Depth: 9- q /. ,/0. Sample Condition:'ý,._- . [1, 1, Z7

                                                                                    ,3   0°"

Avg. diameter: 1L,3 93 Avg. leingth: _5.-3 A 2 Sample area : P

                               ,,'/9             l/d ratio Sample volume(in-): 2. -/ ŽO06 Sample weight (g) :1.

Density: -3 l /a l t--L8.9 pc4 " (I g/in'=3.80951b/ft') O!- w-Comments: - .,eA--- -,., YL * ,-'N---& V 0 Li 27069 N. Bloomfield Rd., Nevada City, CA 95959 Tel/Fax (530)470-0583 email.: abro@mindspring.com Diablo Canyon ISFSI 1-40 of 203 Data Report I, Rev. 1

10000 9000 8000 7000

                         -4 6000 CA, Cd, 5000
        '2) 4000    -J i..

3000 . 2o000 .! i1000 oi

i i ty I', F ,I-F- 1 ', t ,,! *I ,, I.... .

0.000 0.00! 0.002 0.003 0.004 0.005 0.006 0.007 0.008 0.009 0.010 Axial Strain (in./in.) IUNCONFINED COMPRESSION TEST Axial Stress vs. Axial Strain Boring: OOBA-I *Geo <GU Sample: 1-13 Depth: 40.9-41.35' Test T 27069 N. Bloomfield Rd. Unlimited Nevada City, CA 95959 DESCRIPTION Client: William Lettis & Associates, Inc. Very fine grained tan dolomitic sandstone 1777 Botelho Dr., Suite 262 with a few healed and partially healed joints. Walnut Creek, CA 94596 Project: Diablo Canyon Power Plant Strength: 2079 psi S~ISFSI Density: 128.9 pcf Project Number: 1223-50 Test Date: December 17, 2000 Diablo Canyon ISFSI 1-41 of 203 Data Report 1, Rev. 1

Geo GT U DATA SHEET lest<e Unlimited Unconfined Compression Test of Rock (ASTM D2938) Date: /Z-U17-00 Client: &J.L_..f-* t. ,=.* Technician: ..A -2

                                                                                                                 ,3 Job:    -        7_LPP-       I-      S Sample ID: 1 -      1 Sample

Description:

*j         -     .-  A ,        -er:,               . ,     "   -  .   '"       -o--  -/

Sample Depth: q-- (4 Sample Condition: A,-,.!,,a. .. d, d, 1 z [

                  .,           2(    0 7                       #--o13 +. o3_

g2L(o 3- Z, o; +. o* Avg. diameter: 2 ,qO4 Avg. length: 5.o5-5 Sample area : _,____ l/d ratio : 2.,3 Sample volume(in 3 ) :2.s Sample weight (g) :fqI., Density: 37, S 7 A/ q 3 , I :Ot-- (I g/in3 =3.8095lb/ft3 ) 1 cf Comments: t . - 32k.44 A 2 7069 N. Bloomfield Rd., Nevada City, CA 95959 Tel/Fax (530)470-0583 email.-abro@mindspring.com Diablo Canyon ISFSI 1-42 of 203 Data Report I, Rev. I

10000 9000 8000 7000 '

       "u'    6000 5000 S4000 3000 2000 1000    _

0.000 0.001 0.002 0.003 0.004 0.005 0.006 0.007 0.008 0.009 0.010 Axial Strain (in./in.) ONFINED COMPRESSION TEST Axial Stress vs. Axial Strain Boring: OOBA-1 Geo G U Sample: 1-14 Tes T Depth: 49.1-49.6' 27069 N. Bloomfield Rd. Unlimited Nevada City, CA 95959 DESCRIPTION Client: William Lettis & Associates, Inc. Light brown to tan dolomitic siltstone 1777 Botelho Dr., Suite 262 to dolomite, with bedding (?) about 80 Walnut Creek, CA 94596 degrees to the core axis. Strength: 8649 psi Project: Diablo Canyon Power Plant Stregth:8649psiISFSI Density: 143.1 pcf Project Number: 1223-50 Test Date: December 17, 2000 Diablo Canyon ISFSI 1-43 of 203 Data Report I, Rev. I

Geo GTU DATA SHEET Test Unlimited Unconfined Compression Test of Rock (ASTM D2938) Date: 1 2--1 7 -c Technician: .i3 Client: 4), L.aefff- z, A *.a -. Job: A*12..-L- I> C.=- I F-*I Sample ID: - /=" Sample

Description:

7 .

                                                                   -0                    --*0o6o     *" d Sample Depth: S        LI.

S '" Sample Condition:,AJ--*& e -e dl d, ,! Sampleae Det: Z,.fo3 ~~:S

                              , 4CrO9
                            ?-"                    Vrto         :p
                                                             -,o' Z.-,q "          q,o 2. -                         *)Oro Avg. diameter : 2,14,.>                 Avg. length : S. t,1.7 9 Sample area : 4*,535                   I/d ratio    : 2.,34¢ Sample volume(in'): z- S.. 57f1 Sample weight (g) :0 Z&  7 Density:           /i               0..
                                          /I/'1_.,2. P -F     (I g/in'=3.8095lb/fl3 )

Comments: --. ;~ 1- .SL-.. 27069 N. Bloomfield Rd, Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@mindspring.com Diablo Canyon ISFSI 1-44 of 203 Data Report I, Rev. 1

15000 - 14000 13000 12000 11000 10000 9000 ' C. 8000 CV2 7000 6000 -] 5000 4000 3000 2000 1000 -- V 0 -i F*T7F 0.000 0.001 0.002 0.003 0.004 0.005 0.006 0.007 0.008 0.009 0.010 Axial Strain (in./in.) SUNCONFINED COMPRESSION Axial Stress vs. Axial Strain TEST Boring: OOBA-2 Geo Sample: 2-E TesT eph: 50.9-51.4' t 27069 N. Bloomfield Rd. Depth: Unlimited Nevada City, CA 95959 DESCRIPTION Client: William Lettis & Associates, Inc. Fine to medium grained tan dolomitic 1777 Botelho Dr., Suite 262 sandstone with slight porosity with a Walnut Creek, CA 94596 non-through-going joint about 40 degrees to the core axis. Strength: 10,921 psi Project: Diablo Canyon Power Plant ISFSI Density: 160.9 pcf Project Number: 1223-50 Test Date: December 17, 2000 Diablo Canyon ISFSI 1-45 of 203 Data Report I, Rev. I

Geo GT U Test DATA SHEET Unlimited Triaxial Compression Test of Rock (ASTM D2664) Date: OD Technician: L . 2 r-o Casa - Job: - /2,1- DczP.P- I/,S *- I Sample ID: / - g Sample Descrip 7-0o.:

                                 -Stion: X;*.-                                              .1 C                         t.,

Sample Depth: 'gc0- 64,.5' Sample Condition: A p.4, ~l*J. II 1, z,1387 ?Z,3 jo z.~~7 3q Z,(O-,-fF

2-.Y?. 7 ?-.,q -,&0/0 o0 Avg. diameter :Z3I9 Avg. length :

Sample area : 1/, lid ratio : L Sample volume(in) : 7Z S 3 5 Sample weight (g) : J9 7, 9 Density: 3: : q///--/ 3' , '7 c_' (1 glin'=3.80951b/fe) Test Confining Pressures (psi) C mto Comments: P,,. a-P..*,f. a*. , ' . ... =.. 2 16oy Iv. Boornjteta ta., Nevada City, CA 95959 Tel/Fax (530)470-0583 email. abro@mindspring.com Diablo Canyon ISFSI 1-46 of 203 Data Report I, Rev. 1

10000 9000 8000 Axial Stress 7000 Cell Pressure 6000 0. 5000 Ve 4000 1 3000 2000 1000 0 - - --T-T- -T-- 0.000 0.002 0.004 0.006 0.008 0.010 0.012 0.014 0.016 Axial Strain (in/in) F AxialTRIAXIAL Stress and Confining COMPRESSIONPressureTESTvs. Strain Boring: OOBA-1 Sample: 1-5B Geo GU Depth: 84.0-84.5' Test T 27069 N. Bloomfield Rd. Density: 134.9 pcf. Unlimited Nevada City, CA 95959 DESCRIPTION Fine grained tan dolomitic sandstone, Client: William Lettis & Associates, Inc. contains no discernabe fractures. 1777 Botelho Dr., Suite 262 Conf. Pres. Strength Walnut Creek, CA 94596 (psi) (psi) Project: Diablo Canyon Power Plant 40.2 5070 ISFSI Project Number: 1223-50 Test Date: December 17, 2000 Diablo Canyon ISFSI 1-47 of 203 Data Report I, Rev. 1

U I, \ I.. 4 C"'

                                      -.      /               I..

H 0 L 0 /

       .0                                -I U

4) I- '4CJ2

.9 cj 0.

U, 4) U, E 0. k 0 0 0 Q C C 0 C 0 C C-) 0 U U cc U, H 2 LU U, U N t*. V I' r.J 0 C

0. 'it, 4)

4) C4' 0 (N E U N 2 0

0. U o -'

2LU U, co "0 .0 I'-'

                                          )                     )

10000 9000 - 8000 Axial Stress 7000

                                                                                                  .. - - . Cell Pressure 6000

=1 cin 5000 !I 4000 3000 .*

2000 1000 0 ... T T- , T-,---T'- - - - '- '- -- - ; 0.000 0.002 0.004 0.006 0.008 0.010 0.012 0.014 0.016 Axial Strain (in/in) TRIAXIAL COMPRESSION TEST Axial Stress and Confining Pressure vs. Strain Boring: OOBA-1 Sample: 1-15 Geo G U Depth: 77.5-78.0 Test T 27069 N. Bloomfield Rd. Density: 140.3 pcf. Unlimited Nevada City, CA 95959 DESCRIPTION Very fine grained tan dolomitic sandstone Client: William Lettis & Associates, Inc. to dolomite, with bedding (?) about 85 degrees to the core axis. 1777 Botelho Dr., Suite 262 Walnut Creek, CA 94596 Conf. Pres. Strength (psi) (psi) i Project: Diablo Canyon Poweir Plant 80.6 6807 ISFSI Project Number: 1223-50 STest Date: December 17, 2000 Diablo Canyon ISFSI 1-49 of 203 Data Report I, Rev. 1

Geo GTU Test> DATA SHEET Unlimited Triaxial Compression Test of Rock (ASTM D2664) Date: jlj-z Technician: 14 .3 r-o Client: A.J._e ,* t.' A .-- of Job: tfZ6 - 2DCPP- j...5_ I Sample ID: I -/ 6 Sample

Description:

     ,-,           +/-

Sample Depth: /0 7,3 - IO0.5 'Sample Condition: -Ae-A, -jJ t. -&J p d, d, 1, 1, 2, C/,o I ?, ,/o / "&+. 11/ -*.0-qv 7, 3177 2141/01 /-,' V 2.--10 7 2-, e4o 6. *-.owl ýt -.CM10 Z., YfO-r I .,qO'f-,c. Avg. diam eter : 2-, q 02- Avg. length : .5'-J( 7 Sample area : 4/,5,q31 Vd ratio : 7.. Sample volume(in') : 2..7,qqL* Sample weight (g) : Density. t34,1BS L/',* /Z. r.3 j_ c (I g/in3=3.80951b/ft) Test Confining Pressures (psi) Comments: F *-&L C.,..dQ 17I7n.fl AT fi~~Jn T-

.L/uuy    IV. DouomjeiuM na.,    Ivevaaa Lity, LA Y.)Y.)Y              I el/Ptax (530)470-0583       email: abro@,mindspring.com Diablo Canyon ISFSI                                    1-50 of 203 Data Report I, Rev. 1

10000 9000 8000 Axial Stress 7000 Cell Pressure 6000 rn 5000

                       -I 4000 3000 2000 1000 0                            - -- '--   -....- - -

i Ii!

                                                                                  ] "-li     I iT.. *.... ........

'7 0.000 0.002 0.004 0.006 0.008 0.010 0.012 0.014 0.016 Axial Strain (in/in)

TRIAXIAL COMPRESSION TEST Axial Stress and Confining Pressure vs. Strain Boring: OOBA-1 Sample: 1-16 Geo ( :GTU Depth: 107.3-107.8' Test S. 27069 N. Bloomfield Rd. Density: 132.8 pcf. UJ!lt imited Nevada City, CA 95959 DESCRIPTION Fine grained tan dolomitic sandstone Client: William Lettis & Associates, Inc. to dolomite, with bedding (?) about 1777 Botelho Dr., Suite 262 65 degrees to the core axis. One zone Walnut Creek, CA 94596 of weakness and joint near one end. Conf. Pres. Strength Project: Diablo Canyon Power Plant (psi) (psi) ISFSI 40.3 4483 Project Number: 1223-50 Test Date: December 17, 2000 Diablo Canyon ISFSI I-51 of 203 Data Report I, Rev. 1

Geo GT U eSt DATA SHEET Unlimited Triaxial Compression Test of Rock (ASTM D2664) Date: 0

Client: 4),1-,ffH-/s* -[,A /* 4C-. Technician: A. p Job: 0t2_._ C, 1pP- I _s . ZE--

Sample ID: 1 - 1 7 Sample

Description:

          . A,              /                                          "°5 Sample Depth: It.,4-/14'7 /            Sample Condition: Aee;tj                      d, IJ d,               d,                              1,              !,

2-,3RA Z.,392- -f,..--O , ..,.0o 1

                ?-3,iS        2-3'7 L+/-'F 3,1?o 1 2-117.s/

I#oi7r

                                                             -. I-:
                                                                                 .*~

Avg. diameter: Z, 3 T3 Avg. length :5. Sample area : ., c19 A l/d ratio : Z,3 I Sample volume(in 3 ): a.,-( . (3 Sample weight (g) :9 Density : .3 4, 32 ,,,?J -_ 1 3', 1 cr (I g/in'=3.8095lb/ft') Test Confining Pressures (psi) Comments: -F ---.I.e,, 27069 N. Bloomfield Rd, Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@mindspring.com Diablo Canyon ISFSI 1-52 of 203 Data Report I, Rev. I

10000 9000 - 8000 Axial Stress 7000 Cell Pressure 6000 5000

        &n (j~

4000 3000 2000 1000 -- 0 - ] - T-F -- '-- : - 1- - ] - F-0.000 0.002 0.004 0.006 0.008 0.010 0.012 0.014 0.016 Axial Strain (in/in) TRIAXIAL COMPRESSION TEST Axial Stress and Confining Pressure vs. Strain Boring: OOBA-1 Sample: 1-17 Geo ýG TU Depth: 116.4-116.9' Test 27069 N. Bloomfield Rd. Density: 133.1 pc£ Unlimited Nevada City, CA 95959 DESCRIPTION Fine grained tan dolomitic sandstone, Client: William Lettis & Associates, Inc. with a few slightly porous zones. 1777 Botelho Dr., Suite 262 Walnut Creek, CA 94596 Conf. Pres. Strength (psi) (psi) Project: Diablo Canyon Power Plant 80.3 3787 ISFSI Project Number: 1223-50 Test Date: December 17, 2000 Diablo Canyon ISFSI 1-53 of 203 Data Report I, Rev. 1

Boring: OOBA-1 Gec GU Test ý9>27069 N. Bloomfield Rd. DESCRIPTION Unlimited Nevada City, CA 95959 Fine to medium grained tan to brownish gray massive dolomitic sandstone. Client: William Lettis & Associates 1777 Botelho Dr., Suite 262 Walnut Creek, CA 94596 Project: Diablo Canyon Power Plant ISFSI Project Number: 1223-50 Test Dates: December 17, 2000 Diablo Canyon ISFSI 1-54 of 203 Data Report I, Rev. 1

Geo GTU DATA SHEET TeSt e Triaxial Compression Test of Rock (ASTM D2664) Unlimited Date: I -I "7'-" Technician: , l, r Client: A). L -' c. A , Job: A2A--DCrPP- ISs-_Sr Sample ID: 2, Sample

Description:

7 * .

_,*. ,_ * *..."'

Sample Depth: 37.0 - 37," Sample Condition: A,- . v" .a ,-e-,o.* . d, d2 I, I, z ,¢o* C-/ ,-z o -~zr.007 4.0C&D0

                  'f,5    1     2 . e-1O                            e¢Z..        - .005.5o Avg. diameter: 2,qO'7                     Avg. length :          z" Sample area : V4,5.50                     Ild ratio      :*      ...                                          4 Sample v~olume(in-) :Z.. -'"q . (,

Sample weight (g) : 3 0), L . Density: 31V, i z/ D,,/;*13 0. .," (1 g/in'=3.80951b/ft') Test Confining Pressures (psi) I z* I "a I 1 Corn xnts: 0- .3 ,...*,. _f-. .t 1 p tA 27069 N. Bloomfield Rd, Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@mindspring.com Diablo Canyon ISFSI 1-55 of 203 Data Report I, Rev. 1

500 450 400 Axial Stress 350 ... -I Cell Pressure

                          -.4 cj cd U

250 -2 I... cj 200 150

                           -1 100   --

50 0 1- IT TI T f, f I: F 0.000 0.002 0.004 0.006 0.008 0.010 0.012 0.014 0.016 0.018 0.020 0.022 0.024 Axial Strain (in/in) TRIAXIAL COMPRESSION TEST Axial Stress and Confining Pressure vs. Strain Boring: OOBA-2 Sample: 2-A Geo G U Depth: 37.0-37.5' Test T 27069 N. Bloomfield Rd. Density: 130.1 pcf. Unlimited Nevada City, CA 95959 DESCRIPTION Fine to medium grained tan dolomitic Client: William Lettis & Associates, Inc. sandstone, with glued mechnical breaks 1777 Botelho Dr., Suite 262 (perpendicular to the core axis). Walnut Creek, CA 94596 Strain Conf. Pres. Strength (in/in) (psi) Project: Diablo Canyon Power Plant (psi) 0.010 20 87 ISFS1 40 104 0.014 40 142 Project Number: 1223-50 80 183 Test Date: December 17, 2000 Diablo Canyon ISFSI 1-56 of 203 Data Report I, Rev. 1

200 190 180 170 160 150 140 130 Strain=0.0 10 120 Strain=0.014 110 U, P 100 C/) 90 Ci2 80 70 60 50 . . -:

                                   -    . -j 40                                                             I 30 20                                                                 \l l

10 l l 0 0 10 20 30 40 50 60 70 80 90 100110120130140150160170180190200 Normal Stress (MM) pf-i

SUMMARY

OF STRENGTH RESULTS Mohr Failure Circles Boring: OOBA-2 Sample: 2-A Geo GU Depth: 37.0-37.5' Test T, 27069 N. Bloomfield Rd. Density: 130.1 pcf. Unlimited rP Jevada City, CA 95959 DESCRIPTION Client: William Lettis & Associates Fine to medium grained tan dolomitic 1777 Botelho Dr., Suite 262 sandstone, with glued mechanical breaks (perpendicular to the core axis). Walnut Creek, CA 94596 Project: Diablo Canyon Power Plant Strain (in/in) C (psi) ISFSI "0.010 0.014 [ 331 0 51 0 Project Number: 1223-50 Test Dates: December 17, 2000 Diablo Canyon ISFSI 1-57 of 203 Data Report I, Rev. 1

Geo GT DATA SHEET Tlested Triaxial Compression Test of Rock (ASTM D2664) Unlimited Date: 2- -/7 --0-3 Technician: 4jr Client: zj. , s, ,. asc-. Job: .9 ?-.& C-"

                                  .-P?-   15PS I Sample   ID: 2 - Z Sample

Description:

           .                        /                                             4-a---   ___

Sample Depth: 3 7,5-*3 S*ample Condition:A J9 L_.

                                                                                                                     -         N d,               d2 Z..  -(1         1 , c./9 Z.,q1t5         2.-14-16l 91S          "1~409 12~

Avg. diameter: 2.- LI I( Avg. length: -,. SS ql Samplearea : 4,577 Vdratio :__,__ Sample volume(in') : *l2*c, e. Sample weight (g) : 932,_* Density: 3 ,,'T;,4.hz- 13 ,.1pcF (I g/in 3=3.80951b/ft') K Test Confining Pressures (psi) I/0 1 "-L 1 I Comments: 't 5- z,.* *~,,,- ' * . .. * ,4--,- -* q *_ _.--*" (An Id a 27069 N. Bloomfield Rd., Nevada City, CA 95959 Tel/Fax (530)470-0583 email.-abro@mindspring.com Diablo Canyon ISFSI 1-58 of 203 Data Report I, Rev. I

Boring: OOBA-2 Sample: 2-B Geo GU Depth: 37.5-38.0' Test T 27069 N. Bloomfield Rd. Density: 139.7 pcf. Unlimited Nevada City, CA 95959 DESCRIPTION . Fine to medium grained tan Client: dolomitiesandstone. William Lettis & Associates, Inc. 1777 Botelho Dr., Suite 262 Conf. Pres. Strength Walnut Creek, CA 94596 (Dsi) (nqi peak 10 600 Project: Diablo Canyon Power Plant initial 20 600 40 644 ISFSI final 10 187 Project Number: 1223-50 20 40 270 398 I! Test Date: December 17, 2000 Diablo Canyon ISFSI 1-59 of 203 Data Report I, Rev. 1

Boring: OOBA-2 I Sample: 2-B Geo G*G TU Depth: 37.5-38.0' D- sit: *U9 7'q. IUU0 iiensily: 1i9.7 pcL. Unlimited Nevada City, CA 95959 DESCRIPTION ............... Client: William Lettis & Fine to medium grained tan t Associates dolomitic sandstone. 1777 Botelho Dr., Suite 262 Walnut Creek, CA 94596 Project: Diablo Canyon Po'wer Plant C (psi) _ ISFSI Initial 190(?)i 21(?) Final 25 48 Project Number: 1223-50 I Test Dates: December 17, 2000 Diablo Canyon ISFSI 1-60 of 203 Data Report I, Rev. I

Geo GT U Te~ste DATA SHEET Unlimited Triaxial Compression Test of Rock (ASTM D2664) Date: 2.- 7 -- o C lient: 4). L e -f' s r. Technician: . r, -~I Job: .Aftz,4- Z.C_.jP- /._Sc..IS Sample ID: 2-Sample

Description:

                               -                                     .,          .           ° Sample Depth:         t - c3.el         Sample Condition:.,4.*             -. v4     L..Z 2,.                      _

e../o t **f =" - .o ÷,o.00. 5. V.-.aL.2 , 'do j i -. oL--Vs0.-Se Avg. diameter: ,q0

Avg. length:s_.i a ?d Sample area : sY,_5Sý l/d ratio Sample volume(in 3 ) :2 Sample weight (g)

Density::37. 0 ., Vl,*= It I/. 7-' (1 g/in3=3.80951b/ft) Test Confining Pressures (psi)

                                                                 -o              40 Comments:                   ~~-                                    ~~'~

27069 N. Bloomfield Rd., Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@mindspring.com Diablo Canyon ISFSI 1-61 of 203 Data Report I, Rev. I

I 1000

                          .. I 950 900     -4 850 800 750 Axial Stress 700 Cell Pressure 650 0.

600 550 500

                          -'I ji 450 400 350 300 250 200 15o 100 50 0           -T-               ---    7    -  ---                         r-fV-- 17" 0.000     0.002 0.004   0.006 0.008 0.010 0.012 0.014 0.016 0.018 0.020 0.022     0.024 Axial Strain (in/in)

TRIAXIAL COMPRESSION TEST Axial Stress and Confining Pressure vs. Strain Boring: OOBA-2 Sample: 2-C Geo GU Depth: 43.1-43.6' Test T 27069 N. Bloonnfield Rd. Density: 141.1 pcf. Unlimited Nevada City, C A 95959 DESCRIPTION Medium grained gray sandstone. Client: William Lettis & Assc ciates, Inc. 1777 Botelho Dr., Suit:e 262 Conf. Pres. Strength Walnut Creek, CA 9.4596 _ps_)_....... ) initial Project: Diablo Canyon Power 10 863 Plant 20 887 ISFSI 40 898 final 10 170 Project Number: 1223-50 20 242 40 385 Test Date: December 17, 2000 Diablo Canyon ISFSI 1-62 of 203 Data Report I, Rev. I

Boring: OOBA-2 Sample: 2-C Geo Depth: 43.143.6' e27069 N. Blooefield Rd. Density: 141.1 pcf Tes t Nevada City, CA 95959 D ESCRIPTIO N DeSCmraiPT gClient: William Lettis &. Associates Medium grained gray sandstone.177BtloD.Sue26 1777 Botelho Dr., Suite 262 Walnut Creek, CA 94596 Project: Diablo Canyon Power Plant C (psi) ISFSl Initial 385(?) 6(?) Final 20 49 Project Number: 1223-50 Test Dates: December 17, 2000 Diablo Canyon ISFSI 1-63 of 203 Data Report I, Rev. 1

Geo etGTU Tes> DATA SHEET Unlimited Triaxial Compression Test of Rock (ASTM D2664) Date: 2--/7- 0" Client: J.o/('r. *. / s. Technician:- 1 4!/ -r-, Job: 4- 1 6- n `'P- /SFsf Sample ID: 2__- EDfS Sample

Description:

S t.L-.- J . CO-'-'- Sample Depth: J19,a - Y19cT.1f Sample Condition:.,44e_.aA;ýf r -

d, d, l1

-.

2. CH N-ra + ,acr - m'l**fg

                   ?-q2-     Z_.390                                             0,0(-,ia¢T 7_ C!2, .(%f  Z. L.,(03*.o 4.. Iz-o         ,--                                           .oI8  20 Avg. diameter: ,t4 /'4.                Avg. length: -S.

Sample area :4t, _T7 7 I/d ratio : 2, 1?. Sample volume(in') : Z-3,5` Sample weight (g) : 9 3. Density : 3 S. c /I-47 /3 5' 2_ F-c, f' (I g/in'=3.80951b/ft') Test Confining Pressures (psi)

                                                           £ 0 -----

Comments:- *. ;xn.-. f~~.JI~.- 27069 N. Bloomfield Rd, Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@mindspring.com Diablo Canyon ISFSI 1-64 of 203 Data Report 1, Rev. 1

500 450 Axial Stress

                                                                                                                -.....            Cell Pressure 400          -

350 - - 300 . . CO) 250 --. 200 ISO 150 -- _

                           -I 10o
                          --I 50                                                                           --------------------------------------------

0 FF-7 F rJ 0.000 0.005 0.01I0 0.015 0.020 0.025 0.030 Axial Strain (in/in) TRIAXIAL COMPRESSION TEST j Axial Stress and Confining Pressure vs. Strain I Boring: OOBA-2 Sample: 2-DB Geo G Depth: 46.0-46.5' Test T 27069 N. Bloomfield Rd. Density: 135.2 pcf. Unlimited Nevada City, CA 95959 DESCRIPTION Fine to medium grained gray clayey Client: William Lettis & Associates, Inc. sandstone, with one glued mechnical break 1777 Botelho Dr., Suite 262 (perpendicular to the core axis). I Walnut Creek, CA 94596 Strain Conf. Pres. Strength (in/in) (psi. _ (psi). Project: Diablo Canyon Power Plant 0.022 20 184 ISFSI 40 209 0.028 40 283 Project Number: 1223-50 80 332 Test Date: December 17, ,2000 2000 Diablo Canyon ISFSI 1-65 of 203 Data Report I, Rev. I

Boring: OOBA-2 Sample: 2-DB Geo <GUT Depth: 46.0-46.5' Test T 27069 N. Bloomfield Rd. Density: 135.2 pcf. Unlimited Nevada City, CA 95959 DESCRIPTION Fine to medium grained gray clayey Client: William Lettis & Associates sandstone, with one glued mechanical break 1777 Botelho Dr., Suite 262 (perpendicular to the core axis). Walnut Creek, CA 94596 Project: Diablo Canyon Power Plant Strain (in/in) C (psi) ISFSI 0.022 71 6 0.028 I 105 6 Project Number: 1223-50 L-. Test Dates: December 17, 2000 Diablo Canyon ISFSI 1-66 of 203 Data Report I, Rev. 1

Geo (ýG'rU Test DATA SHEET Unlimited Direct Shear of Rock (ISRM) Client: 6c. Le .+f*-s t- As j. Date: z 7-I 5--.) Job: it-.Iz - r'>C'P- r5 rester: Sample ID: / - / SampleDescription: -Sep A-6-k- , Sample Depth: IA, 7..- Sample Condition: . c,-J - . Sketch of Shear Surface Location of LVDTs on top shear box Sample area : 9(7 '/ Estimated top box weight: Measured top box weight: /I ,2. I

                                                !g*f0 LY F.        34 0 -W, F.-W,     3'If74                  &1"."

Joint Profiles Comments: 27069 N. Bloomfield Rd, Nevada City, CA 95959 Tel/Fax (707)455-7684 email: abro@mindspring.com Diablo Canyon ISFSI 1-67 of 203 Data Report I, Rev. I

50 - Shear Stress

                                                                                                               - ------- Normal Stress 45
                                                - -  -   -----  - -- r 40 I-T 30
                          -i 25 . .

13, C,, 20 15 10 5 --- 0 - - i7*T** "-I -I " ' I, ' " 7I 0.00 0.10 0.20 0.30 0.40 0.50 Shear Displacement (in.) Shear and Normal DIRECT SHEAR Stress TESTDisplacement vs. Shear Boring: OOBA-1 Sample: 1-I Geo T Depth: 18.2' Test 27069 N. Bloomfield Rd. DESCRIPTION Unlimited Nevada City, CA 95959 Poorly mated rough joint in mottled ... .. . . . . . tan and brown dolomite(?) with black Client: William Lettis & Associates, Inc. oxide and light brown coating. 1777 Botelho Dr., Suite 262 Normal Stress Shear Stress Walnut Creek, CA 94596 (psi) (psi) Initial 10.6 13.0 Project: Diablo Canyon Power Plant 20.1 21.3 ISFSI 41.2 35.3 Final 11.3 9.0 Job Number: 1223-50 21.4 16.6 43.7 I 31.2 TetDt: Test Date: Dcebr1,20 19, 2000 December Diablo Canyon ISFSI 1-68 of 203 Data Report I, Rev. 1

Boring: OOBA-1 Sample: 1-1 Geo <G U Depth: 18.2' Test T 27069 N. Bloomfield Rd. DESCRIPTION Unlimited Nevada City, CA 95959 Poorly mated rough joint in mottled tan and brown dolomite(?) with black Client: William Lettis & Associates, Inc. oxide and light brown coating. 1777 Botelho Dr., Suite 262 Walnut Creek, CA 94596 Shear Intercept Friction Angle (psi) (degrees) Project: Diablo Canyon Power Plant Initial 6.0 35.7 ISFSI Final 1.6 34.2 Job Number: 1223-50 Test Date: December 19, 2000 Diablo Canyon ISFSI 1-69 of 203 Data Report 1, Rev. 1

Geo GTU DATA SHEET Unlimited Direct Shear of Rock (ISRM) Client: 4O.Leffi, r. Aso.s Date: 12--/_ &a_ Job: 4(ZC* - .*cP-- P-*'..5I Tester:: A ro Sample ID: I -2 Sample Depth: 7-

                         '           Sample Condition:   -

L - - .'

Sketch of Shear Surface Location of LVDTs on top shear box P = 2. (tO1 Sample area ?,,L- 9 Estimated top box weight: F. 140 Measured top box weight: 1-.5 F.-Wb *g2-_I Ja7_4_A_ Joint Profiles -------- Comments: 27069 N. Bloomfield Rd., Nevada City, CA 95959 Tel/Fax (707)455-7684 email: abro@mindspring.com Diablo Canyon ISFSI 1-70 of 203 Data Report I, Rev. 1

50 Shear Stress

                                                                                                  --------   Normal Stress 45  --                                                         - -- -   ---     ----  -     -

40 35 30 U) 0. (II) 25 ci) a) 1 ci, 20 15 10 5 0 - r--'--r-0.00 0.10 0.20 0.30 0.40 0.50 Shear Displacement (in.) Shear and NormalDIRECT SHEAR TEST Stress vs. Shear Displacement Boring: OOBA-1 Sample: 1-2 Geo G U Depth: 34.2' Test T 27069 N. Bloomfield Rd. DESCRIPTION Unlimited Nevada City, CA 95959 Rough, well mated joint in tan dolomite(?) [- --...... .. .. . .. .. .. . . with black and brown oxide staining. Client: William Lettis & Associates, Inc. Normal Stress Shear Stress 1777 Botelho Dr., Suite 262 (psi) (psi) Walnut Creek, CA 94596 Initial 10.3 16.1 Project: Diablo Canyon Power Plant 20.1 25.6 ISFSI 41.0 43.8 Final 10.0 9.0 Job Number: 1223-50 21.6 18.3 I- 44.1 33.0 Test Date: December 19, 2000 Diablo Canyon ISFSI 1-71 of 203 Data Report I, Rev. I

50 - Initial 45 ---

                                                                                   -Final 40 O

35 30 ---- U, 25 U, 20 : 15 - . : ) 10 -, 0 5 1o 15 20 25 30 35 40 45 50 Normal Stress (psi.) DIRECT SHEAR TEST Failure Envelope Boring: OOBA-1 Sample:1-2 Geo G U Depth: 34.2' Test T 27069 N. Bloomfield Rd. DESCRIPTION Unlimited Nevada City, CA 95959 Rough, well mated joint in tan dolomite(?) Client: William Lettis & Associates, Inc. with black and brown oxide staining. 1777 Botelho Dr., Suite 262 Walnut Creek, CA 94596 Shear Intercept Friction Angle (psi) (degrees) Project: Diablo Canyon Power Plant (psi).(degrees) Proect DibCayISFSI Initial 7.1 . 41.9 Final 2.5 34.9 Job Number: 1223-50 Test Date: December 19, 2000 Diablo Canyon ISFSI 1-72 of 203 Data Report I, Rev. 1

Gco GTU Te~stq DATA SHEET Unlimited Direct Shear of Rock (ISRM) Client: /d. L--*-".s r--A -so c. Date: 12- 18 -0,ý> Job: z. 9 *f-JPP-Z;

                         -              . .5                                                      Tester:        rio Sample ID:     I .Z SampleDescription:s      . i, "c. 0             V sample Depth:    7., L                                              2 Sample Condition:                &S,.

_.-, 76,týid i,/ Sketch of Shear Surface Location of LVDTs on top shear box 2-3 Z .3 q'?

                     /0~~~ ~~          ~*    1__.-"

Sample area : __, (_04 ;__" Estimated top box weight: Measured top box weight: / F. F,-W, Y.31 "31.'717- /(.9__ _1 16 R Joint Profiles Comments: 27069 N. Bloomfield Rd, Nevada City, CA 95959 Tel/Fax (707)455-7684 email: abro@mindspring.com Diablo Canyon ISFSI 1-73 of 203 Data Report I, Rev. 1

50 -- , Shear Stress

                                                                                           - ------- Normal Stress 45 40 I             I 35   . .

I

                           -3 rd 0

Ci2 25 IL)

           "I) 20 15 10 5

0 -- - --- - - - - TN-F T TTT.7p7- rr ' -f-- -ITT-.VT 0.00 0.10 0.20 0.30 0.40 0.50 Shear Displacement (in.) DIRECT SHEAR TEST Shear and Normal Stress vs. Shear Displacement I Boring: OOBA-1 Sample: 1-3 Geo GTU Depth: 37.1' Test T 27069 N. Bloomfield Rd. DESCRIPTION Unlimited Nevada City, CA 95959 Bedding plane in dark brown dolomite(?) h Client: William Lettis & Associates, Inc. 1777 Botelho Dr., Suite 262 Normal Stress Shear Stress Walnut Creek, CA 94596 (psi) (psi) Initial 8.0 Project: Diablo Canyon Power Plant 20.5 14.7 41.3 27.5 ISFSI Final 10.9 6.9 Job Number: 1223-50 22.2 12.4 44.7 23.4 Test Date: December 18, 2000 Diablo Canyon ISFSI 1-74 of 203 Data Report I, Rev. I

50 .. Initial 45 .. I

                           -t                                                         Final 40 35 --.

30 25 U, r 20 -- i 15 I 10 5

0. VTVFF77FFFT777P7[ VfTT7TT 771 0 5 10 15 20 25 30 35 40 45 50 Normal Stress (psi.)

DIRECT SHEAR TEST Failure Envelope Boring: OOBA-1 Sample:1-3 I Geo G U Depth: 37.1' Test T 27069 N. Bloomfield Rd. DESCRIPTION Unlimited Nevada City, CA 95959 Bedding plane in dark brown dolomite(?) Client: William Lettis & Associates, Inc. 1777 Botelho Dr., Suite 262 Walnut Creek, CA 94596 Shear Intercept Friction Angle (psi) (degrees) Project: Diablo Canyon Power Plant Initial 1.8 31.9 ISFSI Final 1.6 26.0 Job Number: 1223-50 Test Date: December 18, 2000 Diablo Canyon ISFSI 1-75 of 203 Data Report I, Rev. I

Geo GTU DATA SHEET Te~st> Direct Shear of Rock (ISRM) Unlimited C lient: Le.+ -i--

                .-.             A s*_-   o ,t                                                Date: / .-IQ- .0-;

Job: i 1.> -,,C-P P*- L O*s I Tester: 14 "*r-o Sample ID: I- L- f / SampleDescription: O c (.A

92jý,, -,:- ,-j Sample Depth: q 1. 1. Sample Condition:

Sketch of Shear Surface Location of LVDTs on top shear box Lz-,qo 1 4.X,*

2. 374 ft.

3..

Sample area :q, '( Estimated top box weight: F / 0C4 ./ 406 Measured top box weight: / 5. q'.,& Ff-Wb 2_ 77 170 Joint Profiles Comments: /J..AIJ ,-.,.-x £ , fS -_. 27069 N. Bloomfield Rd, Nevada City, CA 95959 Tel/Fax (707)455-7684 email: abro@mindspring.com Diablo Canyon ISFSI 1-76 of 203 Data Report I, Rev. I

                                                                                                      .--Shear Stress 50 Normal Stress 45 40 35    --

30 0 25 C,, 0.) ri, 20 15 10 5 0 9 . --- . ... . - 0.00 0.10 0.20 0.30 0.40 0.50 Shear Displacement (in.) DIRECT SHEAR TEST Shear and Normal Stress vs. Shear Displacement Boring: OOBA-1 Sample: 1-4 . U GGeo Depth: 41.9' STest -27069N. Bloomfield Rd. DESCRIPTION Unlimited Nevada City, CA 95959 Mechanical break (possibly along bedding) . ..... .. . . in fine grained tan dolomitic sandstone. Client: William Lettis & Associates, Inc. Normal Stress Shear Stress 1777 Wlu Botelho reC Dr., Suite49262 (psi) (psi) Walnut Creek, CA 94596 Initial 13.8 25.3 Project: Diablo Canyon Power Plant 24.0 31.0 ISFSI 44.6 46.9 Final 15.8 10.8 Job Number: 1223-50 27.2 18.1 50.5 31.7 Test Date: December 19, 2000 Diablo Canyon ISFSI 1-77 of 203 Data Report I, Rev. I

50 45 _ 77_ Initial Final 40 35 30 0. 25 C'., L.. C,' 20 0 15 LuU ~ 5 5 .... i 1 0 f1 7~rT~ 0 5 10 15 20 25 30 35 40 45 50 Normal Stress (psi.) DIRECT SHEAR TEST I i Failure EnveloDe i I Boring: OOBA-1 Sample:1-4 Geo ýG TU Depth: 41.9' Test T 27069 N. Bloomfield Rd. DESCRIPTION Unlimited Nevada City, CA 95959 I-Mechanical break (possibly along bedding) Client: William Lettis & Associates, Inc. in fine grained tan dolomitic sandstone. 1777 Boteiho Dr., Suite 262 Walnut Creek, CA 94596 Shear Intercept Friction Angle (psi) (degrees) Project: Diablo Canyon Power Plant Initial 14.9 35.4 ISFSI Final 1.5 30.9 Job Number: 1223-50 Test Date: December 19, 2000 Diablo Canyon ISFSI 1-78 of 203 Data Report I, Rev. 1

Geo GTU DATA SHEET Te~ste Unlimited Direct Shear of Rock (ISRM) Client: 6L, ,*-t-ft' s., Ce*-

                                       *. C-                                                 Date: /2,    oCo Job:    a("2- - DC.-P P -               I                                                 Tester: A .Zro Sample ID:    i-6 SampleDescription: 2-                                                                             L Sample Depth: 88. $      "        Sample Condition:  M              c..    - -   &

0< Sketch of Shear Surface Location of LVDTs on top shear box C/ Sample area : f Estimated top box weight:

                              .f                                           Measured top box weight:   iii7,_     iI1 F.

F.-wb e2.. /,

                                     /-'/T     7 . ,

3__7 Joint Profiles 27069 N. Bloomfield Rd, Nevada City, CA 95959 Tel/Fax (707)455-7684 email: abro@mindspring.com Diablo Canyon ISFSI 1-79 of 203 Data Report I, Rev. 1

1 *(l. Shear Stress _-. -.- Normal Stress 90 -* - - - -

                                                  -4 80 70 60 I
                                                                                                       ;I 0.

50 cn .2 g U 3 cI 30 - 2o

20 10 - _

0.

                                  "-- -i- *-,-r* *-    -, "" ',"   I    p..F!

( 0.00 0.10 0.20 0.30 0.40 0.50 0.60 Shear Displacement (in.) DIRECT SHEAR TEST Shear and Normal Stress vs. Shear Displacement Boring: OOBA-1 Sample: 1-6 Geo TU Depth: 88.8' Test T 27069 N. Bloomfield Rd. DESCRIPTION Unlimited Nevada City, CA 95959 Moderately rough well mated joint with a ....... thin flakey coating in tan dolomitic sandstone. Client: William Lettis & Associates, Inc. 1777 Botelho Dr., Suite 262 Normal Stress Shear Stress Walnut Creek, CA 94596 (psi) (psi) Initial 20.6 I 24.2 Project: Diablo Canyon Power Plant 40.1 42.4 ISFSI 82.0 71.0 Final 24.2 13.3 Job Number: 1223-50 47.0 23.7 96.2 45.0 Test Date: December 19, 2000 Diablo Canyon ISFSI 1-80 of 203 Data Report I, Rev. I

100 - Initial 90 80 70 -- 4 "Q7. 60~ en 50 -TE V) 20 :-:71 300 10 7-..

                      ---4 0   -i~liT71-*ihT    TIfI     - ril-,- TFyl~
                                                                   .-    Ifi*   :11"
                                                                                " --     171   liT  r i" 0           10      20     30       40       50     60      70    80      90      100 Normal Stress (psi.)

DIRECT SHEAR TEST I Failure Envelope Boring: OOBA-1 Sample: 1-6 Geo GU Depth: 88.8' Test T 27069 N. Bloomfield Rd. DESCRIPTION Unlimited Nevada City, CA 95959 Moderately rough well mated joint with a thin flakey coating in tan dolomitic sandstone. Client: William Lettis & Associates, Inc. 1777 Botelho Dr., Suite 262 Walnut Creek, CA 94596 Shear Intercept Friction Angle (psi) (degrees) Project: Diablo Canyon Power Plant ISFSI Initial 10.2 36.9 Final 2.8 23.7 Job Number: 1223-50 Test Date: December 19, 2000 Diablo Canyon ISFSI 1-81 of 203 Data Report I, Rev. I

Geo GT U Test~e DATA SHEET Unlimited Direct Shear of Rock (ISRM) Sketch of Shear Surface Location of LVDTs on top shear box Sample area : 7 e . Estimated top box weight: . ZO go A. 0 Measured top box weight: _/-9, 17 F.-, 14 7 - 30v 414 Joint Profiles Mf. 6t9 ý - 27069 N Bloomfield Rd, Nevada City, CA 95959 Tel/Fax (707)455-7684 email: abro@mindspring.com Diablo Canyon ISFSI 1-82 of 203 Data Report I, Rev. I

100 Sh 5hear Stress Normal Stress 90 - 80 a.1 70 60

0 Cn 40 40 -

0 0.00 0.10 0.20 0.30 0.40 0.50 0.60 Shear Displacement (in.) DIRECT SHEAR TEST Shear and Normal Stress vs. Shear Displacement Boring: OOBA-l Sample: 1-7 Geo G U Depth: 142.0' Test > 27069 N. Bloomfield Rd. DESCRIPTION Unlimited Nevada City, CA 95959 Wavy poorly mated joint with a black . oxide coating and tan flakey coating Client: William Lettis & Associates, Inc. (probably clay) in tan dolomitic sandstone. 1777 Botelho Dr., Suite 262 Normal Stress Shear Stress W (psi) (psi) Walnut Creek, CA 94596 [nitial 20.5 21.8 Project: Diablo Canyon Power Plant 41.8 41.8 83.0 76.8 ISFSI Final 22.9 19.0 Job Number: 1223-50 46.7 37.0 92.8 71.0 Test Date: December 19, 2000 Diablo Canyon ISFSI 1-83 of 203 Data Report I, Rev. I

00 Initia 90 C

                                                                                     -----     nal 80 70      7A c, 50 4030-40 :=-1 o    0 30 rnI    2- . . .-...

10

                                         -~7F.

0 10 20 30 40 50 60 70 s0 90 100 Normal Stress (psi.) DIRECT SHEAR TEST Failure Envelope__ Boring: OOBA-1 Sample: 1-7 Geo Depth: 142.0' Test T 27069 N. Bloomfield Rd. DESCRIPTION Unlimited Nevada City, CA 95959 Wavy poorly mated joint with a black Client: William Lettis & Associates, Inc. oxide coating and tan flakey coating (probably clay) in tan dolomitic sandstone. 1777 Botelho Walnut Creek,Dr., CASuite 262 94596 Shear Intercept Friction Angle (psi) (degrees) Project: Diablo Canyon Power Plant Initial 4.4 41.ISFSI Final 2.1 F1Job36. Number: 1223-50 i Test Date: December 19, 2000 Diablo Canyon ISFSI 1-84 of 203 Data Report I, Rev. I

Geo GT U Test DATA SHEET Unlimited Direct Shear of Rock (ISRM) Client: Q.. Let.,r A go c Date: iz_8-- O ) Job: 0 zQ&- ".* P.. - xr.S I Tester: A-.T!.-o Sample ID: - / SampleDescription: c-- r*"*r- ý .

                                                                             -ý
                                                                              ...- * %t/

r,.- C-r. d-L" ALb

                                                -'I e.I.             -   - -            -.       .  -      -.           -                      A Sample uepmh:    I                  Sample Condition: ,-L,,e..T *-j.I" r-a, ez Sketch of Shear Surface Location of LVDTs on top shear box 2,38        7
                                                   ?,1/0 /

C-Sample area : .-.-87 t Lt F W , . Estimated top box weight: 15 & Measured top box weight: / ,A, L F.-Wb.___ Joint Profiles Z? 27069 N. Bloomfield Rd., Nevada City, CA 95959 Tel/Fax (707)455-7684 email: abro(rmindspring.com Diablo Canyon ISFSI 1-85 of 203 Data Report I, Rev. I

50 Shear Stress

                                                                                              -------    Normal Stress 45 ... -11 40 .
                                            ... .  .                                      !a 35

a
I 30 S 25 ...

C4 ' S20 .. .a a 15

                 ]0                                                            "

0.00 0.10 0.20 0.30 0.40 0.50 Shear Displacement (in.) S~DIRECT SHEAR TEST Shear and Normal Stress vs. Shear Displacement Boring: OOBA-1 Sample: 1-18 Geo G U Unlimited> Nevada Deth 6.'Test 27069 N. Bloomfield Rd. DESCRIPTION City, CA 95959 Tan rock/clay seam interface with a dark .------- brown staining in the vicinity of the interface. lent i Nra sShearalStress v 1777 Botelho Dr., Suite 262 (psi) (psi) Walnut Creek, CA 94596 Initial 5.8 7.8 10.0 I 10.7 20.2 15.2 Project: Diablo Canyon Power Plant 37.2 19.1 ISFSI Final 6.5 4.9 iJob Number: 1223-50 10.7 6.3 2 1.9 9.4. . .. ..... ... .. .. . . . . .. . . . 40.3 12.0 Test Date: December 18, 2000 Diablo Canyon ISFSI 1-86 of 203 Data Report I, Rev. I

50 45 Initial Final 40 35 - 30 - cn 0. 25 Cd, 20 ----A cj

                            -I-i 15                                   +

10 - C.

                           --j 0-~

0 --I 0 5 10 15 20 25 30 35 40 45 50 Normal Stress (psi.) DIRECT SHEAR TEST Failure Envelope Boring: OOBA-1 Sample:1-18 Geo G U Depth: 56.5' TestU te 27069 N. Bloomefield Rd. DESCRIPTION S..Unlimited Nevada City, CA 95959 Tan rock/clay seam interface with a dark brown staining in the vicinity of the interface. Client: William Lettis & Associates, Inc. 1777 Botelho Dr., Suite 262 Walnut Creek, CA 94596 Shear Intercept Friction Angle (psi) (degrees) Project: Diablo Canyon Power Plant Initial 6.8 19.2 ISFSI Final 4.0 11.7 Job Number: 1223-50 Test Date: December 18, 2000 Diablo Canyon ISFSI 1-87 of 203 Data Report I, Rev. 1

Geo <GTU DATA SHEET Test'S Unlimited Direct Shear of Rock (ISRM) Client: Ws'. -* Kz .,-iCss* C...- Date: Job: -,* t - -V Z C-? - .7._Sx%>"Tester: Sample ID: 2 - DA _A ý-r-& SampleDescription: <__o, .... * . . --.- - * -*

I 1St N A Sample Depth: - -&. 4 Sample Condition: s -*

                                                                             &          4) ----

Sketch of Shear Surface Location of LVDTs on top shear box Sample area : _0 Estimated top box weight: oY, f 0_ F. Measured top box weight: FarWb Joint Profiles Comments:ld Rd., ItC4 2 7069 NX Bloomfield Rd, Nevada City, CA 95959 TelYa (70 7)455-7684 email: abro@Jmindspring.com Diablo Canyon ISFSI I-87a of 203 Data Report I, Rev. 1

ATTACHMENT 2 LABORATORY ROCK TESTING REPORT SAMPLES COLLECTED FROM BORINGS 01-A THROUGH 01-I AND 01-CTF-A, ANDERS BRO OF GEOTEST UNLIMITED MAY 23, 2001 Diablo Canyon ISFSI 1-88 of 203 Data Report I, Rev. 1

Test Equipment Design & Fabrication Geo GTU Laboratory & Field Testing Test eConsulting Services Unlimited Dr. Anders Bro Jeff Bachhuber May 23, 2001 William Lettis & Associates, Inc. 1777 Botelho Dr, Suite 262 Walnut Creek, CA 94596

Dear Jeff,

Thank you very much for using my rock testing lab for this second set of tests for the Diablo Canyon Power Plant, ISFSI project. This letter report describes the tests performed and summarizes the test results along with observations which might have some bearing on interpreting the rock behavior. The samples were obtained during two visits to the Diablo Canyon power plant, the first visit on April 20 and a second visit on April 23&24. In addition a few samples were delivered to GTU's facilities by Joseph Sun on May 7. All of the tested samples and the cut off remains were returned in person to the offices of William Lettis & Associates on May 18. The samples were prepared and tested between April 25 and May 17, 2001. A total of 20 unconfined compression tests, 25 modulus tests, 5 conventional triaxial tests, 4 triaxial tests with pore pressure measurements, and 14 direct shear tests were performed. Calibration During the previous testing program for the Diablo Canyon power plant (November 2000), the transducers were recalibrated in-house and the new calibrations checked against the prior calibrations prior to testing. In the case of the 50 kip Interface load cell (used for the unconfined and triaxial compression tests) and the two 2 kip Lebow load cells (used for the direct shear tests), the linearity and accuracy of the cell readings were compared to the loads as measured by a 20 kip Morehouse proving ring. The calibration of the 200 psi Viatran pressure transducer (used to monitor and control the confining pressure of the triaxial tests) was checked with a high precision, 300 psi Heise pressure gauge. The calibration of the Schaevitz LVDTs with a 0.2 inch stroke were all checked with an electronic Mitutoyo precision micrometer head. Finally the calibration of the Transtek LVDT with a 1 inch stroke (used to measure the shear displacement of the shear box) was checked with a mechanical Mitutoyo micrometer head. Of these checks, only one load cell (the one used to measure the normal load in the shear box) resulted in a slight shift from the original calibration. For this 2000 lb load cell, a shift in the gain of about 25 lb (an error of 1.2%) was encountered. Before testing, the gain was adjusted to eliminate this error. Both of the Lebow cells appeared to have a 2 lb hysteresis (ie a 0.1% error) which developed during a loading/unloading cycle. The calibration sheets are appended to this letter report. Test Procedures The tests were all performed following the applicable ASTM procedures (ASTM 2938, ASTM 2664, a modified version of ASTM 4767, and ASTM 5607). The specific procedures used at GTU are appended to this letter. Test Results The results of the testing program are summarized below. With the exception of the unconfined compressive strengths, all of the values require some interpretation of the plotted test results. The derived values presented in the summary tables below express one interpretation. Alternative approaches for deriving the rock properties are possible. The plots appended to this letter report should be referred to in evaluating the properties selected for these summary tables. In the case of the unconfined and triaxial test samples, the densities have been calculated from the measured sample dimensions and weights. 27069 N. Bloomfield Rd., Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@mindspring.com Diablo Canyon ISFSI 1-89of 203 Data Report I, Rev. I

Unconfined Compression Test Result Summary Sample Boring Description Density E v GUC Number (Depth) (pcf) (x10 3psi) (psi) 1 01-A Tan well cemented medium grained 161.4 1,520 NR? 2888 (19.5') sandstone. (.08) 2 01-A Tan medium grained sandstone 146.6 649 NR 1113 (24.5') (.55) 4 01-D Tan weak clayey medium grained 142.3 75.8 .15 207 (25.5') sandstone. I 6 01-D Tan fine to medium grained 147.1 630 .30 959 (48.5') dolomitic sandstone. 9 01-G Tan fine grained dolomitic 138.2 1,670 .18 3702 (28.8') sandstone. 10 01-G Gray friable clayey medium grained 130.7 15.2 NR 136 (69.0") sandstone. (.03) 11 01-H Tan fine grained dolomitic 138.9 1,090 .13 2434 (11.0") sandstone. 12 01-H Tan fine grained dolomitic 155.1 4,000 .33 10,252 (52.5') sandstone. 14 01-CTF-A Gray fine to medium grained soft 128.8 3.5 .29 28.9 (8.8') sandstone 15 01-CTF-A Tan clayey friable medium grained 138.3 119 .17 400 (13.5') sandstone. 18 01-B Tan fine to medium grained 147.3 2,330 .23 4778 (26.5') (dolomitic?) sandstone. 19 01-B Tan medium grained sandstone. 132.4 206 .23 452 (38.0') 22 01-C Tan fine grained (dolomitic?) 155.0 4,920 .23 4504 4.0') sandstone. 26 01-E Tan fine grained (dolomitic?) 129.4 143 .20 437 (22.0') sandstone. 28 01-E Tan fine grained (dolomitic?) 135.8 850 .15 2958 (49.0') sandstone. 30 01-F Light tan medium grained 138.9 1,250 .20 2543 (57.6') sandstone. 38 01-1 Dark gray fine grained dolomitic 144.2 794 .30 1834 (159.5') sandstone. 39A 01-I Tan fine to medium grained 140.3 NP NP 505 (130.4') sandstone. 40A 01-I Tan thinly bedded fine grained 142.0 2,140 .17 6373 (88.4") dolomitic sandstone. 42 01-I Tan fine grained dolomitic 141.5 794 NR? 3504 _(44.0') sandstone. (.10)_ Abbreviations: NR - The values do not appear to be reasonable. NP - The sample was so weak that the modulus test was not performed. 2 Diablo Canyon ISFSI I-90of203 Data Report I, Rev. I

Triaxial Test Result Summary (conventional hard rock test procedure) Sample Boring Description Density E v C d Number (Depth) (pcf) I (x 103psi) (psi) (deg.) 3 01-A Gray medium grained weak 145.3 33 NR 100 40 (35.5') friable sandstone. 5 01-D Tan medium grained clayey 144.5 63 NR? 170 26 (28.0') weak sandstone. (.06) 13 01-H Gray clayey friable medium 131.7 8.7 .16 95 22

                       --(57.0')             grained sandstone.

17 01 -CTF-A Gray clayey friable medium 127.1 NP NP 78 8 (53.8') grained altered sandstone. 32 01-F Gray clayey friable soft fine to 135.8 8.3 .32 90 6 L I(117.7') medium grained sandstone. Abbreviations: NR - The values do not appear to be reasonable, or it was not possible to measure a value. NP - The sample was so weak that the modulus test was not performed. Notes: Sample #27, Boring 01 -E (41.2'), was too weak to perform a modulus test and it fell apart on trying to load the sample into the triaxial cell. Therefore there is no entry in this table for the sample. Triaxial Test Result Summary (weak rock test procedure w/ pore pressure __ Sample Boring Description Density E v C' Number (Depth) (pcf) (x 103ppsi) (psi) (deg.) 7 01-D Tan clayey altered medium NM NP NP 17 25 (55.5') grained sandstone. 25 25 16 01-CTF-A Tan clayey friable altered 133.2 60.6 .17 95 22 (48.8') medium grained sandstone. 21 01-C Gray clayey friable medium 132.5 NP NP 26' 8 (9.5') grained sandstone. 41 24 25 01-E Tan fractured and sheared weak 135.8 NP NP 22- 30 (7.0') clayey altered fine grained 12 44 1__ _ dolomitic sandstone. I Abbreviations: NP - The sample was so weak that the modulus test was not performed. NM - The weight was not measured as the sample was too weak. Notes:

1. The first set of c,O values are at a strain of 3.0% and the second set of values are assessed at 5.3% strain.

2. The first set of c,O values are at a strain of 2.8% and the second set of values are assessed at 4.7% strain.

3. The first set of c,O values are at a strain of 1.7% and the second set of values are assessed at 3.4% strain.

3 Diablo Canyon ISFSI 1-9 1of 203 Data Report I, Rev. I

Direct Shear Test Result Summary Sample Boring Description Si d Number (Depth) (psi) (deg.) 20 01-B Slightly wavy contact between hard dolomite and soft 5.9 (i) 24.5 (i) (48.8') clayey altered dolomite. 6.3 (f) 21.0 (f) 23 01-C Very thin gray clay coated slickensided joint in gray 1.0 (i) 9.7 (i) (41.4') medium grained sandstone. 3.4 (f) 7.3 (f) 24 01-C Wavy lightly bonded joint with a thin tan clay coating 2.8 (i) 4.7 (i) (44.3') in tan medium grained sandstone. 3.4 (f) 5.5 (f) 29 01-E Planar well mated bedding joint in tan fine to medium 4.5 (i) 40.5 (i) (51.8') grained sandstone. 0.6( 41.6 (f) 31 01-F Tan sandy soft clay seam (0.5-1.0" thick) in tan clayey 3.9 (i) 0 (i) (117.0') fine to medium grained sandstone. 4.7 (f) 0 M( 33 01-F Gray clay seam (<0.05" thick) in gray weak clayey 3.5 (i) 12.8 (i) (118.3') medium grained sandstone. 7.3 (f) 9.4 (f) 34 01-CTF-A Contact between tan sandy clay and tan clayey fine to 5.8 (i) 29.3 (i) (32.6') medium grained sandstone. 35 01-H Dark gray clay filled irregular joint (0.1-0.4" thick) in 2.1 (i) 1.7 (i) (94.5') gray clayey medium grained sandstone. 5.1 (f) 3.8 (f) 36 01-I Planar bedding joint in tan thinly bedded very fine 17.8 (i) 35.1 (i) (174.0') grained dolomitic sandstone. 5.4 (f) 31.1 (f) 37 01-I Bedding plane joint in tan fine grained dolomitic 1.1 (i) 18.3(i) (168.5') sandstone, with a thin lamination and clay coating. 2.4 (f) 17.8 (f) 39B 01-I Tan clay seam (0.1-0.2" thick) in tan fine grained 2.8 (i) 9.4 (i) (130.4') dolomitic sandstone. 3.3 (f) 8.3 (f) 40B 01-I Planar bedding joint in tan fine grained dolomitic 9.9 (i) 34.7 (i) (88.8') sandstone. 5.0 (f) 29.1 (f) 41A 01-I Tan clay seam about 3/4 inch thick in tan fine grained 4.4 (i) 19.8 (i) (45.6') sandstone. 4.3 (f) 15.3 (f) 41B 01-I Planar bedding joint in tan fine grained dolomitic 6.7 (i) 44.0 (i) (46.1') sandstone. 1.6 (f) 36.4 (f) Abbreviations: i - Initial strength parameters. f - Final strength parameters. Notes:

1. - The sample strength actually decreased slightly with increasing normal stress.

Unconfined Compression Test Results The strengths of these samples spanned a large range, from 28.9 psi to 10,252 psi. This range truly represents the large variation of sample competencies found in these samples, from weak plastic clayey altered sandstone to quite competent fine grained dolomitic sandstone. The sample strengths can somewhat arbitrarily be broken down into sub-categories as follows: Number of Range of Moduli Poisson's Ratios Samples Strength (psi) (x 10' psi) 3 28.9-207 3.5, 15.2, 75.8 NR(.03),.15, .29 4 400-505 NP, 119, 143, 206 NP, .17, .20, .23 3 959-1834 630, 649, 794 .29, .30, .30 6 2434-3702 794, 850, 1090, 1250, 1520, 1670 NR(.08), NR(.l0), .13, .15, .18, .20 2 4504-4778 2330, 4920 .23, .23 1 6373 2140 .17 1 10,252 4000 .33 4 Diablo Canyon ISFSI 1-92of203 Data Report I, Rev. 1

It should be noted that this distribution of strengths may be skewed toward the high end due to sampling bias. Much of the core observed in the core boxes was quite fractured and clayey and often was highly disturbed. It was often difficult, if not impossible, to obtain representative samples of these weaker materials. On the other hand there were also quite a few lengths of competent core obtained from the drilling program which were overlooked for testing as they were not thought to be critical for slope stability design. ConventionalTriaxial Test Results The samples selected for the conventional triaxial tests generally consisted of weaker rock. These samples were weak enough to exhibit quite plastic behavior. The range of moduli were well within the range of the range of those measured in the weakest grouping of the unconfined compression test results, indicating that the unconfined strengths were likely quite low. These soft samples generally exhibited strain hardening behavior. Except for Sample 5 which failed at a fairly low strain of about 1.5%, the other samples reached their peak strengths between about 3 6%. It may be that the strengths measured at these large strains are not appropriate for design as any structure supported on such a mass might not be able to sustain such large strains. In light of these considerations, the strength values reported in the summary table may need to be reduced. Triaxial Test Results (weak rock procedure with pore pressure measurements) These samples were generally the weakest of all of the samples. As such, great care was required to load the samples into the triaxial cell. Sample disturbance which would have been incurred by performing the modulus tests on these samples was thought to be so great that modulus testing was only performed on one of the four samples. It is interesting to note that the samples which was strong enough to allow modulus testing was also the only sample which exhibited quite standard stress-strain behavior with peak strengths being attained between 1.9 and 2.8% strain, with little strain hardening behavior. The other three samples exhibited prominent strain hardening behavior. The strain hardening behavior made it difficult to establish any definitive strength for the samples, as no peak strengths were achieved. For these samples, a strain based failure analysis was performed. This analysis was developed for another PG&E project, Scott Dam, and a technical note detailing the approach is appended to this letter report. The samples generally exhibited significant pore pressure increases during the tests. These pressures increased quite rapidly during the initial loading phase of each stage, and once the constant slope, strain hardening phase was entered, the pore pressure remained quite constant, although they did appear to decline slowly as the samples continued to strain harden. The first strength measured for Sample 16 occurred unexpectedly soon, and as a result, the sample weakened slightly before the sample could be unloaded in preparation for the next stage. Therefore the two strengths in the subsequent stages are likely less than what one might measure on an undisturbed sample. Consequently, the later two Mohr circles for this sample may be a bit too small to represent the undisturbed strength of this sample. The true cohesion may be a little smaller, and the true friction angle may be a little bit higher than reported in the summary table. The analysis of the Sample 21 test result presented a dilemma in that the last stage was characterized by a quite nonlinear hardening curve. This behavior is quite unusual and made it difficult to chose an appropriate linearization to represent the hardening during this stage. One choice has been made and the circles drawn accordingly. The change in c and 0, from one strain to another is quite extreme and is likely a consequence of this choice. One has a great deal of freedom in analyzing this test result, and this result may wish to be revised. Direct Shear Test Results These test results appear to fall into three categories. The clean bedding plane joints, Samples 29, 36, 40B, and 41B, all had quite high friction angles in the range of 34.7- 44.00 for initial values and 29.1-41.6' for final values. A group of four samples, Sample 20, 34, 37, and 41A, generally contained a fair amount of clay and had friction angles ranging from 18.3-29.3 0 for initial values and 15.3-21.0' for final values. The third category of samples had very low friction angles ranging from 0-2.8

for initial values to 0-9.4' for final values. All of these weakest joints were also coated with clay. The very low friction angles (three of the samples had friction angles less than 5.5° ) were likely a result of the clay coatings being sheared in an undrained condition.

5 Diablo Canyon ISFSI 1-93of203 Data Report I, Rev. 1

The most interesting test was that of Sample 31. This thick clay filled joint actually exhibited a "negative" friction angle. As the normal load was increased, the shear strength actually decreased. This decrease was not a manifestation of strain softening, as the test was repeated and the behavior was duplicated. Instead it is likely that the initial normal load was high enough to take the clay filling into a near plastic state. Under these lower normal loads, the clay could sustain some shear load. At higher normal loads, the clay likely became plastic and even a relatively small shear load was sufficient to result in plastic shear flow. It should be noted that following the test the clay in this joint was heavily deformed and for the most part had squeezed out of the joint. The stress-displacement curve for Sample 34 is quite unusual. This irregular shape is not a real indication of the sample shear displacements, but is rather a manifestation of extreme shear box rotation and the positioning of the shear displacement transducer. The shear and normal stresses however are unaffected by the box rotations and they can still be used to derive the initial failure envelope. Sinc

                                                                   -ndersBro 6

Diablo Canyon ISFSI 1-94of203 Data Report I, Rev. I

[Po0tscrip:i Int. J. Rock Mech Mli. Sci. A Geomech. Absmr. Vol. 00. No. 0. pp. 000-000. 1996 Pergamon Copyright D 1996 Elsevier Science Ltd Printed in Great Britain. All rights reserved S0142-9062(96)00043-5 0148-9062/96 $15.00 + 0.00 Technical Note Analysis of Multistage Triaxial Test Results for a Strain-Hardening Rock A. BROt INTRODUCTION test results. Instead, a method of reducing the data is Some weak rocks appear to behave quite differently proposed which accounts for the strain hardening. With from conventional rocks in that failure is characterized this analysis in hand, an engineer has a rational by a significant amount of strain hardening. This approach for determining the material strength. behavior creates a problem if the results are to be interpreted using a conventional peak strength ap DEVELOPING A STRAIN HARDENING FAILURE proach. An analysis is presented here which incorporates ENVELOPE strain in the failure envelope. The final result of the data reduction is a relation between cohesion and strain, and The steep sections of the stress-strain curve are treated friction angle and strain. as elastic, and the post-kink sections (e.g. Section C) represent strain hardening failure. To develop a failure envelope for a strain hardening material, one needs to WEAK ROCK BEHAVIOR IN MULTISTAGE TRIAXIAL evaluate the material strength when subjected to two COMPRESSION different confining pressures, but at the same strain. This The procedure for performing a multistage test is to requirement is not physically possible. Instead, a small apply the first confining pressure, and then to steadily extrapolation is used to arrive at the desired infor increase the axial load until the sample deforms mation. In numerous tests, the post-kink slope continues plastically. The confining pressure is then increased and in a nearly linear manner for a large range of strains. axial loading is resumed until the sample fails a second Thus, it is not unreasonable to make a small time. This procedure is repeated for as many stages as extrapolation of Section C outward to a strain greater desired. than the kink-point of the next test stage (e.g. to Point A typical stress-strain curve (Fig. 1) starts with a steep E). A vertical line can then be drawn which intersects the recoverable loading period (Section A). At some point, second stage results (Point F) and the first stage results nonrecoverable deformations begin (Kinkpoint B) and (Point G). These two points represent the strength of the the loading curve continues at a decreased, but fairly material at this one strain, but at two different confining linear slope (Section C). The increase in the confining pressures. Thus, one can develop a pair of Mohr circles pressure occurs at Point D, after which the next loading (the solid circles in Fig. 2) and develop a C and # for cycle begins. this one strain. One repeats the process, extending the The initial slopes of the recoverable loading sections stress-strain curve for the second stage to past the third (e.g. Section A) appear to be fairly constant from one stage kink-point strain, and develops another pair of confining pressure to the next. On the other hand, the Mohr circles (the dashed circles in Fig. 2) and a failure slopes of the post-kink stress-strain curves (e.g. Section envelope which is representative of this larger strain. C) appear to increase as the confining pressure increases. Finally, the resulting cohesions and friction angles are In addition, the post-kink slope appears to be fairly plotted as a function of strain (Fig. 3)._ linear for the range of strains involved in these tests The accuracy of this analysis can be checked by (< 5%). However, if a sample is taken to very large recovering the original stress-strain curve from the C strain (10-20%) the slope tends to decrease and and 4, vs strain plot. Two back calculated.strengths have ultimately becomes horizontal. been plotted in Fig. I as heavy crosses. These strengths In light of the strain dependent strength and the large are obtained by: (1) determining the cohesion and strains required to reach ultimate strength, conventional friction angle for the desired strain; (2) calculating the data reduction techniques may be unsuitable for these effective axial stress at failure using the equation: tGedest Unlimited. 800 Pemlta Avenue. San Leandro, CA 94577, c, = 2Ctan(45 + +/- + aý,tan-(45 + +/- Diablo Ctaion ISFSI I-95of203 Data Report I, Rev. I

RMMS--MS 242 Postscript BRO: TECHNICAL NOTE Axial Stress 4000 Cell Pressure Sample Water Pressure

                                         +        Back Calculated Strength 3000 2000 C6 Section C 1000
                                                                                                -I /

0 0.000 0.010 0.020 0.030 0.040 0.050 0.060 0.070 0.080 Axial Strain (mm/mm) Fig. I. Typical triaxial test result-axial stress, cell pressure and sample water pressure vs axial strain. in which the confining pressure is the effective confining analysis is based on only four points extracted from the pressure; (3) adding the sample water pressure to arrive stress-strain curve. The deviations from the measured at the axial strengths as plotted in Fig. 1. strengths are likely due to the linear approximation of So, is the analysis any good? The two back calculated the strain hardening process. In fact, these post-kink bold points appear to be somewhat representative of the slopes gradually decrease with strain. It should be sample strengths at two different confining pressures. possible to more accurately account for these nonlinear But there seems to be a problem when the strength of the ities using a four stage test. A second order relation sample subjected to the highest confining pressure is could then be developed between the cohesion and projected backward to smaller strains (the small crosses strain, and the friction angle and strain using the in Fig. 1). This curve has a slight. upward concavity, strengths measured at three different strains. This which is contrary to the expected behavior. One would refinement would increase the accuracy of the analysis, expect the slope of the stress-strain to decrease with but make it more complicated and unwieldy. (Also, such increasing strain. Despite these small inconsistencies, refinements might not be warranted in light of the highly the results are quite reasonable considering that the variable nature of these weak rocks.) 1500 strain='.033 1000 . ... strain=.061 500 0 0 S00 1000 1500 2000 2500 3000 Diablo Canyon ISFSI 1-96of203 "'q fk"' Data Report I, Rev. 1

  /      RMMS-MS 242                                                                                                                      Postscript

/ BRO: TECHNICAL NOTE 3 250 30 200 20 ISO to . 0 100 L) 50 0. 0.00 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09 0.10 Strain (mmlmm) Fig. 3. Cohesion and friction angle as functions or strain. POSSIBLE EXPLANATION FOR THE SAMPLE of the strong skeleton may prove to be just as important BEHAVIOR as the relative proportion of the weak and strong Whereas homogeneous rocks tend to result in either components. T he adinculty ma y come in trying to elastic-plastic or elastic-brittle behavior, these strain replicate this skeletal structure. hardening rocks consist of a highly heterogeneous mixture of weak and strong components. The weak rock USING A STRAIN HARDENING ENVELOPE FOR THE could be thought of as a hard skeleton (comprised of ANALYSIS OF STRiUICTURES relatively hard rock chips, layers and rounded aggregate) Conventional limit analyses are surrounded by a weak clayey matrix. As the sample ultimate strength of the rock. For generally based on the begins to be loaded, the stiffer skeleton sustains the timate strengthof the rock materials such as those would be inappropri majority of the load, and the sample behaves in an elastic discussed here, such an approacl manner. As the load increases further, the contacts ate. A structure would likely fail before the foundation between the skeleton members exceed their shear ter ul d reahthe largestirains which accompany e strength less than the strength and tend to slide, resulting in the start of plastic their ultimate strength. Thus, sore deformation. As sliding develops on the contacts, the ultimate strength would be more suitable for design. The skeleton is constrained by the weak matrix. The weak question is what should thatprastrength be? Another, matrix starts to become stressed and the contacts come possibly more tractable approaclb is to ask the question to a new state of equilibrium. As the sample is loaded of how much strain can be accommodated by the further, the skeletal contacts are remobilized. As a larger structure, and consequently the naximum strain which proportion of the weak matrix constrains the contacts, the ground can be allowed t o sustain. Once this the strengths of the skeletal contacts increase, thus assesment isemade, ntheo t igth parameters can be resulting in a strain hardening behavior. After a large determined. One advantage of this approach is that the

                                                                                                                       -ly with field measure amount of strain, all of the matrix is mobilized to a fully          a ysis ofudisplaconeirmedsdire plastic state, and can no longer constrain the skeleton.             measurements) as the structure is sed to inferred stress Subsequently, the sample becomes perfectly plastic, or               after it is in-service.                      being constructed and possibly weakens as it starts to break apart.

One of the implications of this hypothetical mechan- Acknowledgements-I would like to than k Richard E. Goodman, as ism of deformation is that it may be difficult to develop well as Bob McManus and those inhis gn oup at Pacific Gas & Electric a model material with strain hardening behavior which for their friendly help and discussions during the testing program when would be suitable for performing parametric laboratory. some of these ideas were detclopM. studies. If this model of weak rock is valid, the structure - Accepted for publication 14 July 1996 Diablo Canyon ISFSI 1-97of203 Data Report I, Rev. I

This page was purposely left blank. Diablo Canyon ISFSI I-98of 203 Data Report I, Rev. 1

Geo GT U Tst Date:, - _/6

                                                                                                                             -'o Technician: A, ,r Unlimited                                                                        Temperature: z..2ý..,,

LOAD CELL CALIBRATION SHEET (in-system calibration) Load Cell Mfg: 2_eus,3 Capacity:. 1.o-o (Ib) Model #: Z314 1 Serial #: g r7" ("or*e.- . Signal Conditioner Mfg: Dayronic Model #: 9187A Serial #: - L- 0,4 Data Acquisition System Mfg: Computer Boards. Inc. Model #: CIO-DAS 1600 Serial #: none Input Range: Bipolar 5V Software Calibration Factor: q&dVo (IbN) Shunt Calibration Resistor: (ohms) Equivalent Load:_IS1 * (lb) 04A , i. /A.,,w, Reference Proving Ring Mfg: Morehouse Range: 20.00k Series #: SI0_ Serial #: 82 Reference Calibration Date: Auust 3. 1995 Reference "ASTM Uncertainty" (2.4xStd. Dev.): 7.1 71 Proving Ring Deflection: D = -0.1184 + 0.01786L + 1.45 lx10 L2 Proving Ring Temp. Correction: D 23 = D, - 0.00027(T - 23)D, Load Cell Proving Ring Proving Ring Proving Ring Load Error Readings Reading Deflection

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27069 N. Bloomfield Rd, Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@mindspring.com Diablo Canyon ISFSI I-99of203 Data Report I, Rev. 1

Geo GTU Date: /.-IS-ot Test" Technician: A.- q,-n Unlimited Temperature- 7 2.2c.. LOAD CELL CALIBRATION SHEET (in-system calibration) Load Cell Mfg: 4.--o,. Capacity: 2..o* (lb) Model #: -7 I ? Serial #: /C' ý h ( 4, ) Serial #: - 0i Signal Conditioner Mfg: Daytronics Model #: 9187A Data Acquisition System Mfg: Computer Boards. Inc. Model #: CIO-DAS 160 Serial #: none Input Range: Bipolar 5V Software Calibration Factor: A4co (lb/V) Shunt Calibration Resistor: - (ohms) Equivalent Load: 1'47 3 (Ib) Reference Proving Ring Mfg: Morehouse Range: 20.0001 Series #: SI00 Serial #: 892 Reference Calibration Date: August 3. 1995 Reference "ASTM Uncertainty" (2.4xStd. Dev.): 7.17Mb 8 2 Proving Ring Deflection: D = -0.1184 + 0.01786L + 1.45 lxl0- L Proving Ring Temp. Correction: D 23 =D - 0.00027(T- 23)1D, Load Cell Proving Ring Proving Ring Proving Ring Load Error Readings Reading Deflection

                                       . 'I,(measured/corrected)

(lb) (divisions) (divisions) (lb) (lb) 9A 0 a I

                                     /&
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                                       ./..3                                                                              -t q*      z,4,z/-7,7                                                q97 7_q5                   2l1,0                    1q,I2.                          601 S-7                    I 7 ,S                    10.7               __5_

3q? 1,4,o 7, Z_ q to_-___ 10/0 -7 q 1r17 7____ 0 0.8 o Comments: 3 , I.9.. .. -, o t) (p 27069 N. Bloomfield Rd, Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@mindspring.com Diablo Canyon ISFSI I-100of 203 Data Report I, Rev. I

Geo <GTU Date: /-2. -o-o Test Technician: A i*Z, Unlimited Temperature: 2-'/°c. LOAD CELL CALIBRATION SHEET (in-system calibration) Load Cell Mfg: fw -i -. Capacity: /0,oO' (Ib) Model#:_ )ZiO/k0A-/Serialg#:/-.S85 Signal Conditioner Mfg: Dayronics Model #: 9187A Serial #: Data Acquisition System Mfg: Computer Boards. Inc. Model #: CIO-DAS 1600 Serial #: none Input Range: Bipolar 5V Software Calibration Factor: Z.o-c .(IbN) Shunt Calibration Resistor: - (ohms) Equivalent Load: 3 5 7 7- (lb) Reference Proving Ring Mfg: Morehouse Range: 20.00il Series #: SILO Serial #: M2 Reference Calibration Date: August 3. 1995 Reference "ASTM Uncertainty" (2.4xStd. Dev.): 7,171b 2 Proving Ring Deflection: D = -0.1184 + 0.01786L + 1.45 lx 10-8 L Proving Ring Temp. Correction: D23 = D, - 0.00027(T - 23)D, (.0 .. f Load Cell Proving Ring Proving Ring Proving Ring Load Error Read s Reading Deflection

t TT, 'I":I (measured/corrected)

(lb) (divisions) (divisions) (lb) (Ib) 0 /,P 0 C)

              /6foC_>,-                                                               l*o/'4                     -q z                       Loo),7               35.1                       2-0(t3                   -/3
              ".'o0 f2)-

r 40.7 53.q 3017 - S 16 Z6 -7 ,0 7Z. 2 q034 -10 o50ZS - 9 o,) 2O.7-0,_Z-_50 ___ - it el0 28, /14'? (08.I 4o30 -. 7&VA i 3?.,4 / ..*,Sl 7e) f o - 7_ S0203 /5/ l.0 /W*.Z. 8 03o_8 42 7g 1 _31 //42-9 q ?, I 142.1

                                                          /q 43                       9e;       70
                                                                                        -79 t2-14 4 9?2z-          I.? ?_. .7-                 a S. 4                      6 58 R                    + q 59'7,                     7l                /o7,,                        57?/                       *4
            ,1/ 1Z_            7 p, , _T"                717                         4(-      9r**              +   ,4 zI?6g              55,-3                    531                          2- q72                    -- 1 S&z.04                            35.R                              Z-                   -A Comments:

S 27069 N. Bloomfield Rd, Nevada City, CA 95959 Tel/Fax (530)470-0583 email. abro@mindspring.com Diablo Canyon ISFSI I-101of 203 Data Report I, Rev. 1

Geo GTU Date:/?Zsl/S/d TSt Technician: A".1',-o Unlimited Temperature: 75r z2q'r LOAD CELL CALIBRATION SHEET (in-system calibration) Load Cell Mfg: / . c.-P.c- Capacity:fO.OmV (Ib) Model #:l.I*AO Serial: <#2747 Signal Conditioner Mfg: Dayktrnics Model #: 9187A Serial #: Data Acquisition System Mfg: Computer Boards. Inc. Model #: CIO-DAS 1600 Serial #: none Input Range: Bipolar.5V Software Calibration Factor:/0,&Z70 (IbfV) Shunt Calibration Resistor: .(ohms) Equivalent Load: t7 4 1.5 (Ib) Reference Proving Ring Mfg: Morehouse Range: 20.00 l Series #: SIQ0 Serial #: 82 Reference Calibration Date: August 3. 1995 Reference "ASTM Uncertainty" (2.4xStd. Dev.): 7.171b Proving Ring Deflection: D = -0.1184 + 0.01786L + 1.45 lxl0-s L Proving Ring Temp. Correction: D 23 D, - 0.00027(T - 23)D, Load Cell Proving Ring Proving Ring Proving Ring Load Error Readings Reading Deflection

               +/-/C1                                    (measured/corrected)

(lb) (divisions) (divisions) (lb) (lb) 0 - Zo-

                                      ,                                               0                 a                        C z?2:                 1/3        -                   Ts.-7                           '_,!                        2 40 30                79.5                           72_,__-2   _-_                        34                    -6
              ,/_ ----o          11[,7                           107,4                            .597/                        +q A 6,-t=,            1,56,6                         14 t7t3.                             7 7979                     4 2-L io,02_o              / 67. **                        /0         t'                 !      &Cq                     .4 / I i 2_3sO             2 71q.,(                        2_1 7ttI"                                                    +

S20.2 1 2-?.,5 - 413 14o3 07 3,3,- 32-(I A c) 1 +12_

            / '?. ti65Z.S                                      3Cf,7.. 2                    1040o                             0 t?-/, 3               7.,t'4                                                      /71'931                        - I 16'a__1 iqr ox6?5c,e) z9.F                                       _       _             /4__ 6'-n"7                   +3 2- 5-.                           13 1 85                        41S Iz..-&n              2 z 3,22t.*713
                                     .                                                                                          .ZZ q 99               94AL..                      /,?                                      ý 704

________/ IC- ____80_06 Ic3. +-C 593G 113..z /O.O 59 13 +tr' q030 7 ,.3 7 .O0__1- 4025 __ ZO,, 4_3S4_4 7. 0 7,2- -. 1 - Comments: 3 cD..t.... A4 bI 27069 N Bloomfield Rd., Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@mindspring.com Diablo Canyon ISFSI I-102of 203 Data Report I, Rev. 1

Geo <GTU Test Date: /2--/6-2o Technician: 4-"r* Unlimited Temperature: 1 , PRESSURE TRANSDUCER CALIBRATION SHEET (in-system calibration) Transducer Mfg: - . Capacity: Zzo (psi) Model #: 04 L Serial #:Z-Il 64q' Signal Conditioner Mfg: Daronioc Model #: 9187A Serial #: Data Acquisition System Mfg: Computer Boards. Inc. Model #: CIO-DAS 1600 Serial #: none Input Range: Bipolar 5V Software Calibration Factor: '."o (psi/V) Shunt Calibration Resistor: - (ohms) Equivalent Load: - (psi) Reference Gauge Mfg: tf -7 Range: -3 0-o p s Model #: j Serial #: C- 54 76 q Reference Calibration Date: (, - 1,9- 475 Transducer Reference Error Reading Reading

t. 2- ;t.2 (psi) (psi) (psi)

                                           /.7,o              67,ZL 79, 7              ,,
                                          /0q               /o.

160, Z- 4~.

                                          &o, z.

I 12-010 L1_Z_0. L __ _t _ _5 _____. _ tiLU. __ _ IO.,~5 v~eo. ___

                                           /9.1 V__0-5_

17?.1 (0,5s Comments: 27069 N Bloomfield Rd., Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@mindspring.com Diablo Canyon ISFSI I-103of 203 Data Report I, Rev. I

Geo <GTU Test-Se Date: 5/ a/o, Technician: Unlimited Temperature: 4e PRESSURE TRANSDUCER CALIBRATION SHEET (in-system calibration) Transducer Mfg: Vt'o-*M..- 'i., Capacity: -ctO (psi) Model #: /0 Serial #:jLl I ./ S Signal Conditioner Mfg: Davtnics Model #: 9187A Serial #: Data Acquisition System Mfg: Computer Boards, Inc. Model #: CIO-DAS 1600 Serial #: none Input Range: Bipolar 5V Software Calibration Factor: f-V (psi/V) Shunt Calibration Resistor: - (ohms) Equivalent Load: - (psi) Reference Gauge Mfg: YgJT-- e_- Range: " Model #: J.2" Serial #: C, ,T f Reference Calibration Date: < -I ? - E-Transducer Reference Error Reading, Reading t,,-o, .se-. (psi) (psi) (psi) 00 0 Z5r.-_ z.5z 4.2 7_Z6 3. L6,1 4-,3

                                           /50.                 /*
                                                                 /.5l               +/-
                                            ."o.   -3           50.___-_

I _____ I____ Comments: 27069 N. Bloomfield Rd., Nevada City, CA 95959 Tel/Fax (530)470-0583 email. abro@mindspring.com Diablo Canyon ISFSI I-I 04of 203 Data Report I, Rev. I

Geo GT U Date: iz- --. Test~q Technician: A,. 3 -- Unlimited Temperature: 1oc.-. LVDT CALIBRATATION SHEET (in-system calibration) LVDT Mfg: - Model #:_,,-izo-( Serial #: 7ýtr(a Signal Conditioner Mfg: Daytronics Model #: 9130 Serial #: Data Acquisition System Mfg: Computer Boards, Inc. Model #: CIO-DAS 1600 Serial#: none Input Range: Bipolar 5V Software Calibration Factor: J (in/V) Micrometer: Mitutoyo Model #: 350-711-10 Serial #: 109105 Precision: 0.00005 inches Calibration Date: none Micrometer LVDT Linearized Error Readings Readings Reading (in.) (Volts) (in) (in) 6o2 - _.. __z_ _

                    ,V,2-                   I, 5'.

_ _ I. 2- IZ. _(

                     ,t-                        /., CO
                       /'-,Z                      z-   'f.z.

C)?

                              .oz..2    - 3,9 _

fL - 2_C9o en Comments 27069 N. Bloomfield Rd., Nevada City, CA 95959 Tel/Fax (530)470-058 email: abro@mindspring.com Diablo Canyon ISFSI 1-105of 203 Data Report I, Rev. I

Geo <GTU Date: , -dv Test Technician: /-, Unlimited Temperature:j/e*c-LVDT CALIBRATATION SHEET (in-system calibration) LVDT Mfg: S6---eu.,i,,u Model #:i-.A-zzo-idbSerial #:j7 Signal Conditioner Mfg: Daytronics Model #: 9130 Serial #:_ Data Acquisition System Mfg: Computer Boards, Inc. Model #: CIO-DAS 1600 Serial#: none Input Range: Bipolar 5V Software Calibration Factor: I (in/V) Micrometer: Mitutoyo Model #: 350-711-10 Serial #: 109105 Precision: 0.00005 inches Calibration Date: none Micrometer LVDT Linearized Error Readings Readings Reading (in.) (Volts) (in) (in)

                     .0'2._            -LI, 0 qZ_.
                    ,o4                -3,04-0
                   .08-I,                    o.

2 3

                     /,0       o        +    /.0
                           .?.            3, o              _______                         ______
                    -  16.4              . 0 14'-S       __   _   _  _   __   __2_            __   _   _ _  _
                                 ./(v                     Comm,-ts Diablo Canyon ISFSI                               I-lI6of 203 Data Report 1, Rev. I

Geo <GTU Date: IZ-t(4-, Testse Technician: ,* Unlimited Temperature:jB* ._ LVDT CALIBRATATION SHEET (in-system calibration) LVDT Mfg: _ Model #."¢c.4-&z2o-t Serial #: If-7/ Signal Conditioner Mfg: Daytronics Model #: 9130 Serial #: _ - _ Data Acquisition System Mfg: Computer Boards, Inc. Model #: CIO-DAS 1600 Serial#: none Input Range: Bipolar 5V Software Calibration Factor: - (in/V) Micrometer: Mitutoyo Model #: 350-711-10 Serial #: 109105 Precision: 0.00005 inches Calibration Date: none Micrometer LVDT Linearized Error Readings Readings Reading (in.) (Volts) (in) (in) 6 - f. ?'96

                       ,f               7- . ?000
                                             -70
                            ./z_       3, o 7ý t677,5s f 9-779 DC n                , 97,3 1-Dat       Reo. I,           /R
                      .o..0           -Z,           ,-4 Comments 27069 N. Bloomfield Rd., Nevada City, CA 95959 Tel/Fax (530)470-058 email: abro@mindspring.com Diablo Canyon ISFSI                               1-107of203 Data Report 1,Rev. I

Geo GT U Date: t 2-/-o'6

            'Test                                                                             Technician: A, ",

Unlimited Temperature: iq*c, LVDT CALIBRATATION SHEET (in-system calibration) LVDT Mfg: _'/-H. Model #: PcA-ZW-/obSerial #: ?qc13 Signal Conditioner Mfg: Daytronics Model #: 9130 Serial #: Data Acquisition System Mfg: Computer Boards, Inc. Model #: CIO-DAS 1600 Serial#: none Input Range: Bipolar 5V Software Calibration Factor: / (in/V) Micrometer: Mitutoyo Model k: 350-711-10 Serial #: 109105 Precision: 0.00005 inches Calibration Date: none Micrometer LVDT Linearized Error Readings Readings Reading (in.) (Volts) (in) (in) o -"q, g_ __7

                     .0z-                    --3 978
                     ,of-                   - 7 .4q -7e
                      ,or-                  -/I,        7 Z
                       ,/I._                     /. oZ 4
                      .1,4                       a.o'3*

i0

                                             *    .0Jf 4,4-.o*       1- AV
                                         -    ZciJ -A_               ________________

Q

                       ,OL("               -jo./0
                             ,or_.-              L1.9/0 Comments 27069 N. Bloomfield Rd, Nevada City, CA 95959 Tel/Fax (530)470-058 email. abro@mindspring.com Diablo Canyon ISFSI                                      1-108of 203 Data Report I, Rev. I

Geo <GTU -G Date: 12: I (,-I Tests Technician: /4 ,aY Unlimited Temperature: 17' *- LVDT CALIBRATATION SHEET (in-system calibration) LVDT Mfg: se -e-o,4-. Model #: ycA- z o-z,-Serial #-7 ý -2 *j Signal Conditioner Mfg: Daytronics Model #: 9130 Serial #: Data Acquisition System Mfg: Computer Boards, Inc. Model #: CIO-DAS 1600 Serial#: none Input Range: Bipolar 5V Software Calibration Factor: I (in/V) Micrometer: Mitutoyo Model #: 350-711-10 Serial #: 109105 Precision: 0.00005 inches Calibration Date: none Micrometer LVDT Linearized Error Readings Readings Reading (in.) (Volts) (in) (in) o - ??I/ 999

                       ,8
                       .16*,-          --.9g z
                                      -3.018
                       / ,a          e-1z,n'-. 7 "2,-,

Comments 27069 N. Bloomfield Rd., Nevada City, CA 95959 Tel/Fax (530)470-058 email: abro@mindspring.com Diablo Canyon ISFSI l-109of 203 Data Report I, Rev. I

Geo <GTU Date: /?- -o-5 Test Technician: A, Z-. Unlimited Temperature: -7_ -z... LVDT CALIBRATATION SHEET (in-system calibration) LVDT Mfg: t-q_,, Model #:-nm 373-S-- Serial #: 1-,q- -lv.-.. Signal Conditioner Mfg: Daytronics Model #: 9130 "'-' Serial #: -- VD Data Acquisition System Mfg: Computer Boards, Inc. Model #: CIO-DAS 1600 Serial#: none Input Range: Bipolar 5V Software Calibration Factor: I (in/V) Micrometer: Mitutoyo Model #: 350-711-10 Serial #: 109105 Precision: 0.00005 inches Calibration Date: none Micrometer LVDT Linearized Error Readings Readings Reading (in.) (Volts) (in) (in)

                      * ,o               ,
                           .oz.-     el, figs-0Z..         -, 9,ý 7_
                    *  /o          -*._________2.___
                       .2_A         -- ,7,_                                              __                           "4Ii
                                        --. 59,          __
                                        ?-_, 8            Comn Comments 27069 N. Bloomfiel RdA,Nevada City, CA 95959 Tel/Fax (530)470-058 email. abro@mindspring.com Diablo Canyon ISFSI                              I-I IOof 203 Data Report I, Rev. I

Geo <GTU Date: ) Z.-15 -00 Test Technician: A -j..r Unlimited Temperature: 2. Z"C-, LVDT CALIBRATATION SHEET (in-system calibration) LVDT Mfg: - .sTh. Model #: o03-7-on Serial #: L - ?_.M Signal Conditioner Mfg: Daytronics Model #: 9130 Serial #:__ Data Acquisition System Mfg: Computer Boards, Inc. Model #: CIO-DAS 1600 Serial#: none Input Range: Bipolar 5V Software Calibration Factor: I (in/V) Micrometer: Mitutoyo Micrometer Head Precision: 0.0001 inches Calibration Date: none Micrometer LVDT Linearized Error Readings Readings Reading (in.) (Volts) (in) (in) I.o2-o -3, toqL_

                       . o        -3.979                                        ___               _
                      ,7_____        -1,*993                _  _   _    _   _  _      _    _    _  _
                           *!        z,o q
                      ,3             Z ,0o5

__3. 9 _q 1, ,,o~qs _ _omment Comments 27069 N. Bloomfield Rd, Nevada City, CA 95959 Tel/Fax (530)470-058 email: abro@mindspring.com Diablo Canyon ISFSI 1-11 lof 203 Data Report I, Rev. I

Geo GT U DATA SHEET

              'Test~q                                      Unconfined Compression Test of Rock (ASTM D2938)

Unlimited Date: // Technician:fa~c?. [ ATesoia. A.-. Client: 4J. Led-ffv> Job: It 3(.I - E-/I .s,r--ý I ID:escr iption- "7**.re,.C Sample

Description:

Sample r-: A *..* /*-.,- Sample Depth: ' ?.? 5 Sample Condition: ,-c-e, r- -"e*s*) " 1*--o_- d, d, 1, 1, " 2,3773 z.3-77 _ p-,1 4- E

D'**

L-37 I Z.377 -',~a 7-,37/ Z- 2,75 ** * *2

                        -370                Z-3    .

76 -. a Avg. diameter: 2*3 7'" Avg. length : 5. 2-3*4 Sample area : L-/l?7 6 l/d ratio :7.7'. Sample volume(in ): 3 2 6r Sample weight (g) :.L' Density: -Z,3"7, (1 g/in3=3.80951b/ft3) Comments: *. ce .< U - 0p 5. 27069 N. Bloomfield Rd., Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@mindspring.com Diablo Canyon ISFSI I-I 12of 203 Data Report I, Rev. 1

Geo <GTU Test'Se DATA SHEET Unlimited Unconfined Compression Test of Rock (ASTM D2938) Date: 2 F-1310 r Technician:. , rxi Client: /J. L- & -.ssoac.

                                                  ,6.-f Job:          31- ._CP                   i.5 .

Sample ID: ; Z . -A Sample

Description:

          / .'-

6

                                                                                                         -       2  AA Sample Depth:      2-f.*                     Sample Condition:                          Z-. z d,                  d2                                 1t               !

21.-77 2377 [ 0-0 -_ 7-.3 7*'0 "7,1-t0 4-,occ v .- a¢ Z-.375 +/-.,, moo* I *,~.z.

                               ?..,37      qOV                             -. -- I'          co o S-.a Avg. diameter: EO  Z       73               Avg. length                 "

Sample area : A, a7 -: I/d ratio , Sample volume(in 3) : 2.3,7 Sample weight (g) : 3 Density:*

                       . ..        gg

q. 'ý3 o. (I g/in'=3.80951b/ft)

Comments: A.. '.. 3" Ql 27069 N. Bloomfield Rd. Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@mindspring.com Diablo Canyon ISFSI I-I 13of 203 Data Report I, Rev. I

Geo <GTU DATA SHEET TestSe Unlimited Unconfined Compression Test of Rock (ASTM D2938) Date: IT 2- 2,-l/1/ Technician: 'A .33t' Client: (J .-- e4fs c Asoc.. Job: W/131- -'..P P/IS f -s = Sample ID:ec rp Ztiro Sample

Description:

    -7,ax , &p         .,.

h* 0 4A) Sample Depth: &S..'5 Sample Condition: ' tJ r.-r-d, d2 L2 , 7-4w2, 71) i7

                    .. L5Sz 2-      , _jg
                                                              .-,t o"o *-      'C".o"*

Z, 2.-; / Z L'f' Avg. diameter: Z, q" Avg. length: 5 -'f.6 Sample area : 3 .C" 2- Vd ratio : If 22 Sample volume(in 3): 2 1, S 77 Sample weight ( 8 53ly Density: _7, (1 g/f(3 )

p Žh Q 27069 N. Bloomfield Rd., Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@mindspring.com Diablo Canyon ISFSI I- I14of 203 Data Report I, Rev. I

Geo <GTU DATA SHEET Test-Se Unlimited Unconfined Compression Test of Rock (ASTM D2938) Date:q2 /0O Technician: ',Z Client: J.Ld.z_*H- *',Azsoc*. Job: d13f- T,>C. pf>PP/,I*. .S I Sample ID: - " A -, Sample

Description:

       -1                                                                9         .-..      ,--*i _

Z 4-.f Sample Depth: 4ri. 5 Sample Condition:,A4e.c*,e* ". 4'-'.'0 'o..x

ý.

d, ¢ ,d 1 r , ,-. 7 [-.3"3 - 3 + Z..353f Z-. 56 -t -, o va ---- x Avg. diameter: Z.,3.53 Avg. length: S. .3 Samplearea :--, A li/d ratio : Sample volume(in'): 2-.3. 2T-7 j Sample weight (g) : *fg,4/ Density: ?*.-rtlp, (1 g/in2 =3.80951b/ft3 ) . z .c '- ' 2 Comments:A L) 0 (j 27069 N. Bloomfield Rd., Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@mindspring.com Diablo Canyon ISFSI I- 115of 203 Data Report I, Rev. 1

Geo GT U DATA SHEET Test> Unlimited Unconfined Compression Test of Rock (ASTM D2938) Date: chnin , / Technician: /A T7:j-r-Client: 6J ._4/.. -. A _.,, e. Job: W I I- 1%p iS... *"ý l I Sample ID: :a ! IXA :9- 1 C - Sample

Description:

T . , Sample Depth: 2A,5 Sample Condition: rce. eAc.i . . -e-. +-c...[ ...- o d, d, 1, 1, 1.5 7/*.31q - ÷.-I-,0p q a Z-, 4(00 :]H ý I -, -

Avg. diameter: 2-,S? ul - 2

                                                 ---   5Avg. length :5-, - 5d Sample area : q, *5 0                    l/d ratio        :7 Sample volume(in3) Zz-. 75'?7 Sample weight (g)       ;; Z.*, _I V Density : _.2.-1
                             .             *

2-. J7*- (I g/in 3=3.80951b/ft3)

Comments: ,,,-#,CJ ,, 1 ?.

                                                           .2Z.,-
                                                                                 ý           -pA             4
                                                                                                                                Ž Il I-.
                                                                                                     ,....l-_.

27069 N. Bloomfield Rd., Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@mindspring.com Diablo Canyon ISFSI I- 116of 203 Data Report I, Rev. I

Geo <GTU DATA SHEET TestSe Unconfined Compression Test of Rock (ASTM D2938) Unlimited Date: I- z-123. or Technician: A .4 Client: .Z)_.*#'ý e. -5.soe. Job: t(-v3t- .Dc-.P t!5'S / Sample ID: W /0 0( Sample De rip ion: , flA_ - .( c-Sample Depth: _" 7,d Sample Condition: Azi d, d, I77I7 Zrq&q ?-, q5( S O>LI-,ot 4f.. 1 Zý 9-/3

                                         " R                                       Ct.o to 2, "45O           . t../q"O                   27,0"-r~a Ifvs z...-36f             q<(ý c_.                                    -. 0-0,40 2- q 3q             V_cf,/o0                                  - .oozs i

Avg. diameter: 2,'/Z/ 4( Avg. length: 5 7c& *S Sample area : 4, 4 17!2 I/d ratio : 2-3Z Sample volume(in 3) :2-S1&0 Sample weight (g) A Density: 3-4. 32-..;A/A,.* 7*',O7,F (I glin3=3.80951b/ft3 ) Comments: L4 c---- - .. w YI F 27069 N. Bloomfield Rd, Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@mindspring.com Diablo Canyon ISFSI I-I1 7of 203 Data Report I, Rev. I

Geo <GTU DATA SHEET eTeSte> Unlimited Unconfined Compression Test of Rock (ASTM D2938) Date: *10 (./ Technician:

r Client: 4.). Le.46's C. _ co Job: 3 I- /.-S**-.5 1 Sample ID: -

Sample

Description:

L' Sample Depth: //. -(9 Sample Condition: 4 - -1' d, d , 1, 12 L..J I,, o. 3I. Z-3 16 .=.,J2-0 t-12-379 1 Z.-7 Avg. diameter: 2,3 3* Avg. length: sirtO Sample area : [(. 2- V74 Id ratio :__,__.7 Sample volume(in 3) :9-_2 Sample weight (g) 8 7g Density: -. '5 L/ ,-'/,r1a- I.Zu f. (I g/in'=3.80951b/W) K Comments: R'-* .A -*. a' 2 7069 N. Bloomfield Rd., Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@mindspring.com Diablo Canyon ISFSI I-I 18of 203 Data Report I, Rev. I

Geo <GTU DATA SHEET Test'Se Unlimited Unconfined Compression Test of Rock (ASTM D2938) Date: :ýZ,//.t Technician: ____r Client: 1J. Le4-kf* *.C Assac. Job: I 1* DC.P IS 0S. I Sample ID: W ! - . t--, Sample

Description:

          -      n                                                      _& Ej-            __    -  w Sample Depth:      52.. 5                      Sample Condition: f-,o c

7u.. Z' ---

ze, .4 -0 is I-d, d, 1, 11 Z'-3 8S z_.,I'l _5,':o-rr5 .+.ao-,,'t 2..3111- Z_.. ', ÷.O-wo -a- -,f. 0-0-2-x. L. 38 _

                                  -2_29     3,7Z,                                &0 1
                                                                                &&Oz-
                                                                                            +/-=' aw**2 cob-"z_

Avg. diameter :2 _I 10 Avg. length: 5. *07"' Sample area : j--.q4q Y/d ratio :________ 4j _ - Sample volume(in ): Z3 3. Sample.weight (g) : 9 F'c,, Density :_ýeO, , / laIS I g>..F (1 g/in'=3.8095lb/ft3) Comments: t 1 .. .

                                                      ,-,1k
                                                       . v

v

                                                                       .,-.--                    ':        LA_ý4 0

27069 N. Bloomfield Rd., Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@mindspring.com Diablo Canyon ISFSI 1-119of203 Data Report 1, Rev. 1

Geo <GTU DATA SHEET Test-

           'Q Unlimited                     Unconfined Compression Test of Rock (ASTM D2938)

Date: q /0/ Technician: A4 j3 Client: 4J, L_*H-;.

A*ssoc_.

Job: t/-f3 1- "DC5IP/ IS-x.=, I Sample ID: _ -4L- - -- q I- CT-7 A Sampl.* *escrition O ,d . Sample Depth: . Sample Condition: "Ci*-- (f*- , *-¢. .t-e

K 2 7-5o7 d, d,

                                  *---*-                     +'0*

lI, (5g -- :'" 1 S Z-'8.5*0oe' t-eo 234z~x j 0" +.. 2,, ÷~Oo÷ .-* -7qz,:/ 5 Avg. diameter: z.q80 Avg. length: .*,1/2 Sample area : .&I I l/d ratio : , Sample volume(in') :2-_7,1 Sample weight (g) : *, .7 Density: 3.3.,R ,IjaPA_ . .p (1 g/in'=3.80951b/ftW) Comments:A.(-- , . -. .. . . . 40-L<-_* ( 27069 N. Bloomfield Rd., Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@mindspring.com Diablo Canyon ISFSI I-120of 203 Data Report I, Rev. I

Geo GTU DATA SHEET Testte Unlimited Unconfined Compression Test of Rock (ASTM D2938) Date: 13/0:6 Technician:1 1. ro Client: e,). Le-'4,'.s L. A axa-, Job: .... f- . /P.S =cI Sample ID:'_* 5"1"--A Sample De~scriptiion:_Z I'&-0L6:;0 1 L Sample Depth: 13 . Sample Condition: -nT - -L I' d, d, l, 12 2., J7 / 2., ..7,ý/ L--_,e*2Ž7 -t-c.ro

                                                                    -i-, oVf ,).     -,ý eop II Z- 3 ('13        7- -3O 793q    Z-, .780-
                                                                     -- 0rZ -s      -- , 0,0 Avg. diameter:        3 7,*              Avg. length: 5.5RZ Sample area : 4', 4,-/                   I/d ratio       :Z,5" Sample volume(in') : Z-c4,7'(,,

Sample weight (g) :,9aLqc Density::-,(- 3 ( - . (I g/in3 =3.80951b/ft3 ) K ) Comments: v.-Q-. e:,-p -4(C a I ~i~~. 0. 0.9 27069 N. Bloomfield Rd., Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@mindspring.com Diablo Canyon ISFSI I-121of 203 Data Report I, Rev. I

Geo <GTU DATA SHEET Test'Se Unlimited Unconfined Compression Test of Rock (ASTM D2938) Date: Technician: ch/c.n/'0 4

                                                                                                                        -AJ .%r-.

Client: 4j. Leff -* .. TSOC-. Job: -ita (-P c P/

Si Sample ID: -#I,- f-e-1 Sample

Description:

Sample Depth: a. ..

Sample Condition: -p- e*/V rI V. C. 4-e- -= .. .0, .f K

d, 2-,380 z.38a d, 2.-2 7'

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Sample volume(in3 ) : 2-3,76-3 Sample weight (g) Density 8. 67 (1 g/in3 =3.80951b/ft) I' 2 Comments: F:,- f lel L -. 27069 N. Bloomfield Rd, Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@mindspring.com Diablo Canyon ISFSI I-122of 203 Data Report I, Rev. 1

Geo GT U DATA SHEET TSt Unconfined Compression Test of Rock (ASTM D2938) Unlimited Date: 5 /3 ! ( Technician: A 'Oro Sample-Depth: ? Sample Condition: A *e. . d, d, 2d

                                    *35      .*
                  .3           *-2.c353                                 .0o-_        .*.   *
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2- 3 (-. Avg. diameter :2.-, Avg. length: .5' V2 -7 Sample area :1 lid ratio : 7o 2 0 Sample volume(in3 ) -7 o' Sample weight (g) :,.R a 3

Density ::.7*5"/v'*&F i"z. e c4 (I g/in'=3.80951b/ft')

Comments: r .. e* - .

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J"a; 27069 N. Bloomfield Rd., Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@mindspring.com Diablo Canyon ISFSI I-123of 203 Data Report I, Rev. I

Geo GTU DATA SHEET Unlimited Unconfined Compression Test of Rock (ASTM D2938) Date: !ýý/ýIQor Client: (,3. L*-e¢'i s Z.. A :o c.. Technician: 'A , t) Job: - -PCI 12_"Is=.S I Sample ID: 2-2--. Sample

Description:

7"; - PV- - , 7) Sample Depth: _Z, 0' Sample Condition: C"L.'.. 2-2- 37L E80 1 Z-2-.3-7 7 378, -)P~z

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z..3 -r 7 -- Oav* I -. o-a-o/. Avg. diameter :Z', .. 77 Avg. length : .55 f' e Sample area :q F3,- I/d ratio .3L Sample volume(in') 2-1.4, C(9* I Sample weight (g) :**7q/ ,. Density : (40,7"0 r,;--] ,0l c"(1 g/in'=3.80951lb/fta)

                                                                                                                          , ,L-,

Comments: F,_'(.r**.*.:-* * . Qý- a-4 ,-.Z'- 4 V 27069 N Bloomfield Rd, Nevada City, CA 95959 Tel/Fax (530)470-0583 email. abro@mindspringcom Diablo Canyon ISFSI 1-124of203 Data Report I, Rev. I

Geo GT U DATA SHEET Unlimited Unconfined Compression Test of Rock (ASTM D2938) Date: /../1$0 I Technician: ,.4 . -A-Client: 6J. ft.- . A-saoc, Job: { - .. PC..,S1 S I Sample ID: 40 2 , Sample

Description:

Sample Depth: .Z 0 Sample Condition: A4-t.l i-.& 4 *J.i d, 12 Z.- :"? "ý Z'-,24 ÷,--* 9 ,O-,m5 WQ2

                  .. 2I        z0 ., 3.7Z "tJ                      '00?- .         , a'-o3 I-, --?? 7 2_,                 37    (,I_                              --   . O-,* 3 Avg. diameter :2.          7             Avg. length:      .

Sample area : 4, '(75 Vd ratio : Z-Sample volume(in 3 ) : 2,3,955 Sample weight (g) :_, S, Density :.3,?7t / , . P" (I g/in 3=3.80951b/ft) cq K Comments: J%-' f _, -

                                                     *-                          C.

27069 N. Bloomfield Rd., Nevada City, CA 95959 Tel/Fax (530)470-0583 email. abro@mindspring.com Diablo Canyon ISFSI 1-125of 203 Data Report I, Rev. I

( ( n C)X~ 0 N LA 0 (d~

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C2 0' 0 r- ° ' 71 N* CL C.,) 0, 0 C-l 00 0-C e i (J a 0 H C,' 0 tCi H (b 0 0 0 0D I' \ 1 0

Geo <GTU DATA SHEET Test-Se Unconfined Compression Test of Rock (ASTM D2938) Unlimited Date: S'I 0/1 Technieiain- /A ?i.__ Client: 4.J L. -0' -f ,' -O Job: / I- *C,/PPLS. SamplelD: Of-iJi0 - 1 t - Sample Depth: * eAI Sample Condition: . .- ,J.- d, d, It 12 2I-qO7 2-391 am

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L, If o 7 C.-/66-t o-00-5 <0 2--'4 07 tO",a-r-*t-L(0 - *-L Z-.-4 437 z, 'o-a - o"- 14 i 2-,-101 12-, -Ifo__ -" F-avv7 0 Avg. diameter: 2- '(0 5 Avg. length: 5, f? 0 Samplearea : z/, S3 l/d ratio :2-, Sample volume(in3 ) :q,_4,(, Sample weight (g) : ?. Density "34'(, e/ 3 9 (1 g/in3=3.8095lb/ft) Comments: -4,4,J , (-,- - ,-;J ,,I Q, 27069 N. Bloomfield Rd, Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@mindspring.com Diablo Canyon ISFSI 1-127of203 Data Report I, Rev. 1

Geo <GTU DATA SHEET Test'Se Unlimited Unconfined Compression Test of Rock (ASTM D2938) D a te: ,1ý//3/-0 1 Technicia: 3 -O Client: t,,. L- 'f-*s z- A..Aoc, Job: A/3 - ' CA'P/ 0 S O..S I Sample ID: -3* 1-I 0-.---- Sample Descri tion: ),

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u- , SampleDepth: /157-,5 Sample Condition: 4JJ

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                                                                                                                                       -x d1               d2                               1               1 Z.,YO3         2..,q ,(r                        + .f-Ovv, +, ODZx I z,51/03        2-0-,oO                           -.a'3           +. do t -z Z..eo3         -L.q40 1                         tcWI             i--    00t.

Z.397 Z-'o z- -- , cap3 -, 0-0l(D Avg. diameter: Z. 1fO3 Avg. length : -T.i 3 . Sample area : L--4. - 35 I/d ratio :______, Sample volume(in ) :- 6 Sample weight (g) :3 (I g/in3 =3.80951b/ft3 ) Density: - " 3= 2 acc2-.. r. K I Comments: A L A L - .,cý')f.r--. ,,-tL.. ,..-r -- ,- . . -.. I

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                                                                                                                  °                0 UO 27069 N. Bloomf!                           City, CA 95959              Tel/Fax (530)470-0583 email: abro@mindspring.com Diablo Canyon ISFSI                                     1-128of 203 Data Report I, Rev. I

Geo <GTU DATA SHEET Test.Se Unconfined Compression Test of Rock (ASTM D2938) Unlimited Date: .5'/ 7 1 Technician: A/ ,F5'r,-> Client: /IA. /e./-5 . A5sso c-, Job: 4-/11 - Pe.P'P 1*r'-S Sample ID: 0f-.* 4A :- - r ,-.. - " . . Sample Desriptio /-a -1:.&.jý ,,.,ý,.. **:.* Sample Depth: / :3 C, "/ Sample Condition: e m_4 &.4 d, d 1, 1,

                  ?-,*to7           1-, (408 2--t07             7.-, ao                           "f-t.O f -7         o-c,

[t.000, 7 -4,o-a-? L+/-Lri215 I Z. t/o-3 12-

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91:lq, /

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                                                = /.-        -3              (I g/in'=3.80951b/ft')

V Comments: ItA,.t , I-- A - . X& 0/ 4)I 0 eiei§' 27069 N Bloomfield Rd, Nevada City, CA 95959 Tel/Fax (530)470-0583 email. abro@mindspringcorn Diablo Canyon ISFSI 1-129of 203 Data Report I, Rev. I

Geo GTU Tst DATA SHEET Unlimited Unconfined Compression Test of Rock (ASTM D2938) Date: 5Z-A3L.. Technician: 14,-nro Client: 4)_.Le_.- ,Z.A s..s,.. Job: W ýI I C-! I..O=:.S I Sample ID: - L./ o -A _ - ' 0-. , Sample

Description:

            -.                      ff                   .t Sample Depth:                "             Sample Condition:         .(X                 ..       )

d, d, 2- ,, *o Z. If02..7 t/,6o Lz,qOo7 2- Y0o5 I_-z ,4,0 F Avg. diameter: Ztq0S Avg. lens gth 9 Sample area : 4f. !'9 3 Vd ratio Sample volume(in') :_ __,_._Z__ Sample weight (g) :7 Dens ity j -7,2-1 A,/-/.= q Y. 0 p c F" (I glin 3 =3.8095lb/ft3 ) Comments: - I .. _ , Sw I (I-4-, ,Or 27069 N. Bloomfield Rd, Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@mindspring.com Diablo Canyon ISFSI I-130of203 Data Report I, Rev. 1

Geo etGTU DATA SHEET Test Unconfined Compression Test of Rock (ASTM D2938) Unlimited Date: hc Technician: /01 to

                                                                                                                 'A(*,3"4f'jP Client:                        r,           oe Job: W1)-               C...          /rP SamplelD:           2j                                         A I Sample

Description:

7 ZL 0 Sample Depth: 4 q, 0 Sample Condition: t P7*'* 7fJ dd .,d2 , k A

2. L(o 24 -/0of ..- (n Avg. diameter: 2 . Avg. length: 5, qOc/f Sample area :5q -7 /d ratio :2,25 Sample volume(in 3): 2- tg [570 Sample weight (g) : '*/ ,*(*

Density: - ./ý-I/q. (1 g/in3=3.80951b/ft3 )

                                                                                                                               -- I Comments:      F-&.                   .A*         "   ,*O              -              **     '

h2C)f1 Ce-27069 N. Bloomfield Rd., Nevada City, CA 95959 Tel/Fax (530)470-0583 email. abro@mindspring.com Diablo Canyon ISFSI I-131of 203 Data Report I, Rev. I

Geo etGTU DATA SHEET T5est Unlimited Triaxial Compression Test of Rock (ASTM D2664) Date: /--A /'// f Technician: "A 3r-t> d, d, I1 1, 2- '. I q tq[7-Z 7 -a.cne Z_ -- ro ( 0 7-.."7_..:1 Z. '.(08 * .OOt 0 . O I?

                                                                                                                                - V ";tj 2-.3T6 I.. ,*-O-
                                    ?-,3!27 I Z . -Sq  96
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Sample weight (g) : R Density : ",1.e**=I '. .*r (1 g/in'=3.80951b/ft') A

                                      '-I 145'sTest Confining 1 4...q q,zso75 7..

Pressures (psi) I3/ &/ .1 or A,-04 C is:,A L-- ,k 1 -C -* 5A

       -eLt ZL4-27069 N. Bloomfield Rd, Nevada City, CA 95959                           Tel/Fax (530)470-0583    email: abro@mindspring.com Diablo Canyon ISFSI                                     I-132of 203 Data Report I, Rev. I

Geo <GTU DATA SHEET Test,

           'Q Unlimited                              Triaxial Compression Test of Rock (ASTM D2664)

Date: t'AL 9 s¢ j*L'/ Technician: -o Client: (.-- Le4*, s A.S.a C Job: -40n3 -CPP/ I.5 Sample ID: 4S - ! Samplelescription: 7-,*2, 7 t-.

                                                                                    -2._"-=U         J         k.-_..

LL L-c-.U6 .- - I Sample Depth: Z.,. Sample Condition: r-r-ce-e* Z -cf ... i1 d, d, K 7_.:73.-5 L, 3,S Z -.3 3 3 2 ,- -3 q Z,, 30-7 2-.: cH" I th , 71

                                                                     ;th :.jr 9 3" Avg. diameter: 2,Z>335                    Avg. leng Sample area : 4, -- 2*...                  I/d ratio      : 2- 7K Sample volume(inl) ?-j,,024 Sample weight (g) : 3 7; 2 Density :3 7       f,/p,,- Iq                     -"
                                                                 "         (I g/in 3=3.80951b/ft)

Test Confining Pressures (psi) 58 1 87 1 1/(. 1 Comments: 44L- ,L(.. - 27069 N. Bloomfield Rd, Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@mindspring.com Diablo Canyon ISFSI I-133of203 Data Report I, Rev. I

Geo GTU DATA SHEET Test Unlimited Triaxial Compression Test of Rock (ASTM D2664) T c., Date: 41 di/- /.--/// sf . A .$sa

j ,#e C lient: 4-), Z
Job: / ,1.- D C- P I z srS I Sample ID: AL /3 " v.*"; OQ Sample

Description:

0 'A'. 0 Sample Depth: -. 67,0" Sample Condition: r-ej c t.F "/'. - ----o T" Z, d,*/q7 d2 2., q 7/ L IŽi2zl+,Cot q7: q_ 2-- q.34 ".0"-s :t .,am ts

z. !r3 1 2-. q 70 - -O7.. &CPO S'z.

2... "(7.2- 1 -q1-/3 _ Avg. diameter: 2. '-i'S Avg. length: .* 5"0 Sample area : If,-7 . --5 li/d ratio : z -" Sample volume(in 3 ) :2 4- n#9 Sample weight (g) :fCO,.,y Density : 3 L ,- y//3Hý,Tp..1, (1 g/in3=3.8095lb/ft)

                                ,*j                      Test Confining Pressures (psi) 07
                                                                      /30.

4 Commn: -. .. .... L, 4T--19-ý e . . - -C-A tj CAý ý -- ,Y;.,O- -,,-I -L-4 lik -,* d" 0-A 27069 N. Bloomfield Rd., Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@mindspring.com Diablo Canyon ISFSI 1-134of 203 Data Report I, Rev. 1

Geo <GTU DATA SHEET Test-Se Unlimited Triaxial Compression Test of Rock (ASTM D2664) Date: 5_________ Technician: "A' -'t::, Client: &J. Le-f[ , As.ae¢. Job: g(13 i, - "Drc -PP/ IS.-. S I Sample ID: *$17- 3or'-',-, -O

                                                                   -       r-= -A Sample

Description:

                          ,.                                           ar-u -- *     .,25 Sam pie Depth:      .5 -'                 Sample Condition: i-iefce_ r'                        LI d,                 d,                                    1,               12 ZAv diamter Z. -79 7          2-qIO q 2_0 T            Av       lengt
                                                                        .         50
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3+0- c).O*.'0 0 Z.., '.(0 2.. 'q6' ,o. oD(a .C-6 t Z' 312-- 2.-9 - ,Z 0 10o- 0oo Avg. diameter : Z-, '(C 2-- Avg. length : ,/

Sample area : -f, 53 I/d ratio : Z.,.Z7 Sample volume(in3 ) : 2-t4, Sample weight (g) :8 Density: 33 :S7/.7 1 a-Y (1 g/in'=3.80951b/ft)

K ./ Test Confining Pressures (psi) 818 1 ZS.7 I/17,C 350 570 7 /, Comments: A/,./ c-j- t-5L._S ! -- f-r.j

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_ %J I U , p I' 27069 N. Bloomfield Rd, Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@mindspring.com Diablo Canyon ISFSI I-135of 203 Data Report I, Rev. I

Geo <GTU DATA SHEET TestUnlimited Triaxial Compression Test of Rock (ASTM D2664) T h.nSd Date-&Lo c.. e' * ' ' C lie nt: eJ . L e*. Job: A4t I - I - VC..?-PI I S S*.- Sample Depth: 4/L/. 2 Sample Condition: r"c e' "tJ**' fc -* ,'.---o'" d, d, 1, 11

                                      -632.0 a'W?.

2, I -..OM-35 -2oa

                                                                                     ;ao7o 2-- 'y 1-,43                     5       4-,or35 Avg. diameter: 21.350                  Avg. length:        -7_.o.o_

Sample area : 4, 33 7 li/d ratio : -. Sample volume(in) : 2- .257 Sample weight (g) : 710. , Density: "gl. L/5 L,/ IS- Pl F (I g/in 3=3.80951b/ft3 ) Test Confining Pressures (psi) 307 '63 Comments: .-S ,. , . " - -. 0*.. Z A 27069 N. Bloom field Rd., Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@mindspring.com Diabo anyon ISFSI 1-136of203 Data Report I, Rev. I

Geo <GTU DATA SHEET Test-s Triaxial Compression Test of Rock (ASTM D2664) Unlimited Technician: A1A Client: 4-). /E- A 3,s o. Job: SamplelID: ýft 3 Z7{3- Dc7P'P/'/5IS/

                                     - IL-S        '";; "0o1-        r=--"                                     '

Sample Depth: / 1 7, 7. Sample Condition: r-rc.-ep' e. ._ 4 *-.*G

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( d, d2 1i 1, L-. 5 471> Z,5.S~ i 1.G . -, Jb2O,.-7 7-,$0? 2-6.10 I-, co-oYD --.- , Avg. diameter: Z. . O5 Avg. length : S. l3 7" Samplearea : q/-jZj.86 Vd ratio :Z7 j7 Sample volume(in') 24, :- 7'9(. Sample weight (g) Density: .? / S /3 7 . f_& (i g/inl=3.8095lb/ft) Test Confining Pressures (psi) 72-B 10912. ' 5156 Comments: ejz-Q -tp---.I.,. - -e4 L VPT f

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o-27069 N. Bloomfield Rd, Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@,mindspring.com Diablo Canyon ISFSI I-137of 203 Data Report I, Rev. I

0o c.-/ 10-Geo GTeU .0* Teste DATA SHEET Triaxial Compression Test of Rock w/ Pore Pressure Measurement (A procedure developed at GTU following the guidelines of ASTM D47§7) Date: 1151 ( Technician:___________ Client: w. Le-4f-rs -r, A,-oc. Job: _-x:/a- -17>cPPt /1.irsf / Sample ID::tf7 -l-,-- Oi-D, . Sample

Description:

     -aO                   ,       t'*-
                                                                   .

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               -,-.                             --..-     fl          57 IV                    U 0
                                                                                                     -    .1 Sample Depth: 565       "               Sample Condition:          t.- e e-Avg. diameter: 2 "3 14                   Avg. length :     5. 3j1 C Sample area : /,.20 5                     I/d ratio     :      , 3"3 Sample volume(in 3 ):

Sample weight (g) :4 -- .W 4 *-- - Density:__ (1 gin3 =3:8r951b/ft3 ) Initial Cell Final Cell Inititial Eft. Final Eff. A . Pressure (psi) Pressure (psi) Confining Confining 1 Pressure (psi) Pressure (psi) Ao", C'¢i GCf Giaf B

                 "7-~;-

Comments: ,.,.% 77 t, .-PA'Z4; ( ,..

                                                                         '1 -,-4 r                 "'-A7 27069 N. Bloomfield Rd, Nevada City, CA 95959                            Tel/Fax (530)470-0583 email: abro@mindspring.com Diablo Canyon ISFSI                                      I-138of 203 Data Report I, Rev. I

Geo <GTU Testt'Q Unlimited DATA SHEET Triaxial Compression Test of Rock w/ Pore Pressure Measurement (A procedure developed at GTU following the guidelines of ASTM P4767) Date: S L Technician: e .' Client: d&). Z-e--H, S r Ass.,cz. Job: W-/31- ./-/,S,.'t Sample ID: 4f 14 7 ,,-,, " -. -Ae.j Sample Docription: -Tk. t'**/.-PU 00 0

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Sample Depth: z , , Sample Condition: ,AA -coLe'/e I- y ---.- 0. Avg. diameter: 2, 3 0O Avg. length: , 2_-93 Sample area Vd ratio :2 -2. Sample volume(in )-: Z, (5" Sample weight (g) :jO?.j7 Density: , I,J3 3 ,.z.p _- (I g/in'=3.8095lb/fl3 ) 1.q

                     *'"'*--.                 2-1000 oo t-t Initial Cell             Final Cell                Inititial Eff.          Final Eff.             A(Y Pressure (psi) Pressure (psi)                          Confining              Confining         1I -

Pressure (psi) Pressure (psi) Aa" 9c'ij"i acf O"af B

                             .2o.0 70oa
                                                     ./ /I /                        ,O                   )0. 8            _____

07 o .-/ -- 10.0 1 ,. ,OzI -?' I1,9 -

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27069 N. Bloomfield Rd., Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@mindspring.com Diablo Canyon ISFSI I-.139of 203 Data Report I, Rev. 1

Geo GT U Te~ste Unlimited DATA SHEET Triaxial Compression Test of Rock w/ Pore Pressure Measurement (A procedure developed at GTU following the guidelines of ASTM D4767)

                                                                                                             . Date:
                                                               .                                         ~Technician: 5 A//10Z' / ro Client:    4.j, 4e-Hi'-. & A.s.oc..

Job: 4.-J 1 - "iC.'Tp/tiMs )11" Sample Sam ple ID: :d 2-1 , Lg,; /

Description:

                , r J .. ,

i 4 %I Sample Depth: 9-5,1/ Sample Condition: Z.i...9

t. t o-ý,...*

d, d, I z-. 7-' '7 , ""2-"/ 2-,1-75 7 . 2-t 7 "Izt~I z, Z-3 S Avg. diameter:. Z,'2-_Sa Avg. length : .6 . Sample area : .q [/- /d ratio :2-340 Sample volume(in') : - ,o (4 7 Sample weight (g) : '7 -7 1. 1 Density :-a t( ,7 ,8 V.,l i *m*- 1* ...

F (I g/in'=3.80951b/ft')

                             -       -- OC.0W Initial Cell         Final Cell          Inititial Eff. Final Eff.          Aa c Pressure (psi)     Pressure (psi)           Confining        Confining       I Pressure (psi)    Pressure (psi)        AaC Iq?.a                                                                          B 7       /77 7-7 -03 Comments:                    Z 5), '-f    q0      AO 4+/-ý f2 0   -a-0 27069 N Bloomfield Rd., Nevada City, CA 95959                              Tel/Fax (530)470-0583 email: abro@mindspring.com Diablo Canyon ISFSI                                       I-140of 203 Data Report I, Rev. I

Geo GTU Test'Se Unlimited DATA SHEET Triaxial Compression Test of Rock w/ Pore Pressure Measurement (A procedure developed at GTU following the guidelines of ASTM D4767) Date: 517CO S.

                                       .      .        .                                                                     Technician:        A/,"Z .

Client: 4-3. L.i 6 L5 Z- A/s-5 c , Job: - ,/ !- -o P // -5$S I Sample ID: 2-6 L 1 A';*7- 0-6 1V Samn fle D ri tion: --r- .- -.- ~ .. UeQ .if. 0 0. AI+ Sample Depth: 7, " Sample Condition: e ;Zv t. *i .,s-'* d, d, 11 Z,:Vip 21, ql'4g z.3'7 ?-, V-51 2.;,I/l ItZ .,2-C(60 Avg. diameter: [2 -4 Z, *i(** Avg. length : , Sample area : /4 I/d ratio Z' 5. 4// Sample volume(in3) 2-. 2."7 Sample weight (g): t'(o, Density ::-3 <£./"4 *,,* -** *¢. (I g/in'=3.80951b/fta) Initial Cell Final Cell Inititial Eff. Final Eff. A . Pressure (psi) Pressure (psi) Confining Confining 1 Ala Pressure (psi) Pressure (psi) Ac aY.i Ocf aci Ocrf B lo.o q,7 o " .2 -* 0.,/

Comments: _-" / 0 20 "0

                /.,,   .- iz           7                                                                                                    1.,4
                                   .;t=

74"A ,

70. 80 " .*--e- '* v 27069 N. Bloomfield Rd, Nevada City, CA 95959 TellFax (530)470-0583 email: abro@mindspringcorn Diablo Canyon ISFSI 1- 141of 203 Data Report I, Rev. I

Geo <GTU DATA SHEET Test-Se Direct Shear of Rock (ISRM) Client: 4...,Hs Aasac._ ,*,:*_,-_. * ~~.u.. .--- Tester: Date: 1 1 Job: Un*,elimit.ed,._- e-l/_3,/- fSp

                                                /I.S*Fi                                                                             / /q_3 Sample ID: 4 2-4                                 :r--

0- 3 SampleDescription: cp4/ A <..3. " Sample Depth: t48.3 Sample Condition: " I/,E,* i.,. 4--..s-"f-e~J-! -,--. Sketch of Shear Surface Location of LVDTs on top shear box ,A, 'I 4.** A4 ii 7_7 14-Z

                                              ,,S7-.                   3 "              j '(
                                      -              'LT, -7 Sample area      :                 ;(.I'"'

Estimated top box weight: / 5, -3./ Measured top box weight: /.Z*I.IaIV F. 2-o*3Q-j3 . .,, F,-Wb 190 .23U3 qaIF

                                           ?$          j/c          / 50 tJA -3a---

Joint Profiles Comments: /I r .0 , F' t-, ... A1 _'~.- 0.L~v r4 -.9~~-d .L-'~t . Z. A I -z 4 27069 N. Bloomfield Rd., Nevada City, CA 95959 Tel/Fax (707)455-7684 email: abro@mindspring.com Diablo Canyon ISFSI I-142of 203 Data Report I, Rev. 1

Geo GTU DATA SHEET Testse Unlimited Direct Shear of Rock (ISRM) Client: t ), L._f_'* r. A zsa c./ Date: 5/71 Job: 0 E.eC?1/ I-SF-S. -

                                                                             .S/1-C     e-.sd'e           Tester:

Sample ID: *i2*2 - I "o-I-'-C.. V/ SampleDescription: ie .-

k-...4L. - . .. p. Z- - U-.

o I

A --.J 4 . .*F.

                                        *I Sample Depth: e-1/, q-                    Sample Condition:  r  C t/je*l Sketch of Shear Surface Location of LVDTs on top shear box

_-2.,3 ?7 i-,'4 -T6 ' S~~oLz.=q/" 5 T, A~-7rTL z-C)O S-a are= _6.8_Z 0 Sample area 0 2.O** Estimated top box weight: 1!5' "2o (-4o qO- 0 Measured top box weight: /,q F Fý-W,

                           "          Iz/        2__TZ*.A/A Joint Profiles Comments:                          c
                                                     *0*     --      S--g.                   .-

27069 N. Bloomfield Rd, Nevada City, CA 95959 Tel/Fax (707)455-7684 email: abro@mindspring.com Diablo Canyon ISFSI 1-143of203 Data Report I, Rev. I

Geo GTU DATA SHEET Test Direct Shear of Rock (ISRM) Unlimited Client: 4A LeW H-%4r A-s , , Date: -<"-7-0/ Job: a#-f 3 /- .r->C-jPP/ SE I Tester: A .iZrm SampleID: d 2 1/,- Z_,c-X 0--- C. Sape~scrittion: o4ý 'ý Sample Depth: 4/#, 0 . Sample Condition: ;,.,) . .- M*Q -... _L* Sketch of Shear Surface Location of LVDTs on top shear box

                      .Sample area    : 5-/q'       ["*'

Estimated top box weight: /. 4* Measured top box weight: i-7 Z F, a

                                -&--3 0:3    .o 1      3   'oq .

z/ C? . F.-Wb Joint Profiles Comments: .-e f .- ...... . -.. -'L"/' i 6-LC 27069 N. Bloomfield Rd., Nevada City, CA 95959 Tel/Fax (70 7)455- 7684 email: abro@mindspring.com Diablo Canyon ISFSI I-144of 203 Data Report I, Rev. I

Geo GTU DATA SHEET Unlimited Direct Shear of Rock (ISRM) Client: ,.. L e - As-s . Date: Job: & 13 I - -- F I,

                                         /_i_*[            I                                            Tester:     13 m ID: Ifr Z_3-SampleDescription:*

Sample *oeO -a

                           ->P,a*L...D*"_**.-*.!!"'--   - " -*      *p.-*                             "-          -'

dV Sample Condition: rr-c . .. . ,,-o r" Sample Depth: 5/. P, ' Sketch of Shear Surface Location of LVDTs on top shear box

                                                -. 3?7     q           k 2-.3? 7 Sample area: '5-                   7 Estimated top box weight:   /5        (

Cyn / 5 . 30 Measured top box weight: I1 ,q.R , F, LB /3 ( z _ F.-Wb 53 L2Z Lf18 Joint Profiles Comments: -t O . 27069 N. Bloomfield Rd, Nevada City, CA 95959 Tel/Fax (707)455-7684 email: abro@mindspring.com Diablo Canyon ISFSI 1-145of 203 Data Report I, Rev. 1

Geo <GTU DATA SHEET Test Unlimited Direct Shear of Rock (ISRM) Client: c.. (. +f-; - x* A .- so. . Date:.10040 Job: At /.Z ( - .ZCP1F5 '.-. I Tester: Sample ID: d4 -7 f c SampleD escription:-"Z _ -54 Q-. It - 1 s, *.*:-t*. U I- WS Sample Depth: / r 7_ 0 ' Sample Condition: r-?! , -e r- _ -- : .---- *_. 7-Sketch of Shear Surface Location of LVDTs on top shear box 7P .ý- W, Y

                     / 7-                     7-Z,3z                                                           ,0 0,2
                         . p &A_ oL
                                                                                                                           'V Sample area     : 4/,7-7Z       ">                                                               '2-'

Estimated top box weight: I -s,-& Gn 4-0 /7-0 ,/t'V Measured top box weight: I / 4i iI F. F,-Wb f~~~f4

                               -~~~~         t-5,A JtA              ~~~c          ~     .*
                                                                                                                                             - .2 Joint Profiles CAc          k-4 Comments:        -S                                                                                           -la LiA**,t s4~~~                            )~                                                            t,,          o40
                                                                  -    --             -   '--1' K-v                 *,* -&-,

If -
2 7069 N. Bloomfield Rd, Nevada City, CA 95959 Tel/Fax (707)455-7684 email: abro@mindspring.com Diablo Canyon ISFSI 1-146of 203 Data Report I, Rev. 1

Geo GTU DATA SHEET TeUistd Direct Shear of Rock (ISRM) Unlimited Client: 42. Let$._ z. Date: S//' Job: -- f - 13...PP ( . Tester. A3*.Tt)-. Sample ID: 3- - 13 r- . i- / SampleDescrip on: (-2.0*, L t.. U -- ' O *J - I Sample Depth: /19,3 ' Sample Condition: r-e g .go E-.. -- :-*. - - Sketch of Shear Surface If Location of LVDTs on top shear box

                                                                                   -   2,-O I,*.Q   .         + I.,t         +Z.-ý C)4 1I
                                                    . 4z./

Sample area :_7 703 -Ž Estimated top box weight: /1 'a Measured top box weight: /i4'iO i, F.-Wb 4hf17 goq ,8.3 q1}, 12_5 2 56 0 Joint Profiles Comments: /.V6 , c.- , _ - L#.- /A "7,

                                                    '     ,.     -    . ,-          -             - -      ,-            _A-_.. __
                                    )L)"

27069 N. Bloomfield Rd., Nevada City, CA 95959 Tel/Fax (707)455-7684 email: abro@mindspring.com Diablo Canyon ISFST I-147of203 Data Report I, Rev. 1

Geo GT U Te~ste DATA SHEET Unlimited Direct Shear of Rock (ISRM) Client: _J. L-e-'s x, 14356C. Date: Job: .,I.i t - DC P P/ 1,I5xr_ Tester: §d, .LrO Sample ID: -.0- 14 - ,--.-; c* -,A SampleDescription: 4..

                                                   ..            -*---.-      .      A9 .    ,- ,         a.J     "*-

Sample Depth: -. Z.4 ' Sample Condition: re-. C e, *,,-- -S4CýQ '--0 'ýs -r Sketch of Shear Surface Location of LVDTs on top shear box 2.73?o oL 4;,517 Sample area : q,_____" Estimated top box weight: t Fl F. b 5 _W 2-'? ,05 14(4LL0.TeX.dr Measured top box weight: /q, F.-w , .5'S /3/__ 2_t7 -7 a 7L.~. sa~~eA.~

                                            ~4-G&                 ~           -fzv -S    ---       l        ~         4A a

V J - Joint Profiles Comments: L*- JL . , - -- t .,- , -o--... - 6 -3 -

R '- 'a-"' +- 61bybld IPTAP 00 0 27069 N. Bloomfield Rd., Nevada City, CA 95959 Tel/Fax (707)455-7684 email. abro@mindspring.com Diablo Canyon ISFSI 1-148of203 Data Report I, Rev. I

Geo GT U DATA SHEET Tetste Direct Shear of Rock (ISRM) Unlimited Sample Depth: 9-4. -S Sample Condition: , .,

                                                                             -     +/-e.- .-      .---      !."/

Sketch of Shear Surface Location of LVDTs on top shear box I 6. Sample area Estimated top box weight: I Measured top box weight: I ci i F. 2-3 W 7 _8I0 F,-Wb 2.7 41 1-3

                         .        /-,g       Z-v-AA MAJ- 5 -s~    o-
                                                                                                                               -c-I8.5 Joint Profiles Comments:      S-    -i A044d--10) -"  d9 T     Z-3 a               *
                                                                                   '(

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                         " 73.,rA,         ýL-9. -P -r-P          -1!71ý   IA-4,4-ý f-M-I                        -    -&If    n K )-4                      0 27069 N. Bloomfield Rd, Nevada City, CA 95959                 Tel/Fax (707)455-7684 email: abro@mindspring.com Diablo Canyon ISFSI                                I-149of 203 Data Report I, Rev. I

Geo <GTU DATA SHEET Testse Unlimited Direct Shear of Rock (ISRM) Client: (,) LP4; ' As -Se, - Date: 15-/0O Of Job: * /._ I - D c- ' j .P 'SI Tester: ' , = Sample ID: */.* "*eJ*J/ SampleDescription: Pe-A-. *- l~l _

i,

                                                                                                                .J i.

L> I a Sample Depth: /7 qL Sample Condition:/ e & -ti - Sketch of Shear Surface Location of LVDTs on top shear box lz2.¶

                               ""ty S.,    .,,,..        ,,4.

Sample area : ___,__7 Estimated top box weight: 1S.-0, aln Fý B 17qZo Measured top box weight: /S. OX,, Fn-Wb 1 . 14,2 Joint Profiles Comments:

c._-.-., t t 6 r't ,. - . ,

2 7069 N. Bloomfield Rd., Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@mindspring.com Diablo Canyon ISFSI I-150of 203 Data Report I, Rev. I

Geo GTU DATA SHEET Test Direct Shear of Rock (ISRM) Unlimited Client: I-, rt-fs A s. os.-

                                             /..               ,                                        Date: 5- 1 1/2-*     1 Job:    : 1? 1- "%.PPZ 1-5 .F'7 I                                                            Tester:      ,

Sample ID: d* 3 7 - ' J ey.- -: .0*1 - T,- SampleDescription: J3 e , 0. " ý"-_-j-

                                                                           .,. t'*-.                               ..      ,_

S-6" 0 C q. . Sample Depth: _ Sample Condition: A.Z,* t' - Sketch of Shear Surface Location of LVDTs on top shear box 2- , 47

                                        *,0               3 1.ý Sample area      : /4, -8 Estimated top box weight:    /

Measured top box weight: /RL& F. *3145. 7 5- q1 5.Z, Fn-W, tO-LCo 4'e 0 1 Joint Profiles Comments: Z_ ez L6d-.

                                              -7~-

IF 0 '3 2 27069 N. Bloomfield Rd., Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@mindspring.com Diablo Canyon ISFSI 1-151 of 203 Data Report I, Rev. I

Geo <GTU Test-

              'e                                                               DATA SHEET Unlimited                                            Direct Shear of Rock (ISRM)

Date: I Client: "., LeW't, r A,5_so c-. Job: * ;3 V- C.P-'IP i-S5 I Tester:, r%> Sample ID: ,q 1 - T SampleDescription: '! ,' *-( 1 2-L "tL-a- 2.7_

                                                                                        -.. 7ei)
                                                                                            .1 Sample Depth:     /3   c,*"            Sample Condition:                           C.

C/ L Sketch of Shear Surface Location of LVDTs on top shear box _D =2- 0 ý6IOL

                            "-       z-             54-!

Sample area :_____._ Estimated top box weight: 1 5 .6 on Measured top box weight: /P A F. .3cwl a ,,-I F6-Wb Joint tjA Profiles Comments: , - *_* - .. o ,, 4f 49~ e.-t 2 7069 N. Bloomfield Rd, Nevada City, CA 95959 Tel/Fax (530))470-0583 email: abro@mindspring.com Diablo Canyon ISFSI 1-152 of 203 Data Report I, Rev. 1

Gel GrrIJ 71

est DATA SHEET Unlimited Direct Shear of Rock (ISRM)

Client: c3. Lefh-is ;. *A--..oo-, Date: 5/!O/O Job: -! 1- C- P P/, I Tester: Da , -0 ow- -,-J :01- T1Tser Sample ID: - Sample~escription: " ( ¶--,/On- -* .¢. -

Sample Depth: f.;N Sample Condition: r-c*_,**_,J) r_ /-Ie . a, Sketch of Shear Surface Location of LVDTs on top shear box

                                               -fop Z"//

Ld-= , Sample area : 4( 73 0 Estimated top box weight: Measured top box weight: I -. O F.-Wb 1 ._6A lot L 7,bt Joint Profiles Comments:

L-,.4., * ,J-. .

S2' 27069 N. Bloomfield Rd, Nevada City, CA 95959 Tel/Fax (530)470-0583 email.: abro@mindspring.com Diablo Canyon ISFSI 1-153 of 203 Data Report I, Rev. I

Geo GTU DATA SHEET Testite Direct Shear of Rock (ISRM) Unlimited Client: Z_)-Le_4"s r- 6-5-sct-. Date: ,"1/21 JoI Job: d01tf - .5 II" Tester: J?, '-0 t/,yA-

                     -41 j-/,-t¢ Sample ID:-.f                                            -_

SampleDescription: -7"2!L -- 4A_ /C-Sample Depth: / ,6i ' Sample Condition: ,, ,/, , - . Sketch of Shear Surface Location of LVDTs on top shear box 72 Z, 389 I 2- 3,5 0

                                -2
                                                                                                                   .',,i C-,

i

                 ,4       m area Sample area          ...       ..

J Estimated top box weight: I g.,& Measured top box weight: I/i~h.i. F,,w -Z__f__(__Aot .0tk A ( 1c 9-CA so' /005.5 4s 27069 N. Bloomfield Rd., Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@mindspring.com Diablo Canyon ISFSI 1-154 of 203 Data Report I, Rev. 1

Geo <GTU Test',e> DATA SHEET Unlimited Direct Shear of Rock (ISRM) Client: WJ. _._ s ,, SS- .. Date: 5110101 Job: f l* V -. / ,*4, ) Tester: Sample ID: t * -;-Tt ! 0-11; SampleDescription: -,- .. ,

             ,-*?W    ý_f : _ F_.-   - ____ 'J,-                         " 6*"                                    0 a

Sample Depth: /'. Sample Condition: ,,A "I r . Sketch of Shear Surface Location of LVDTs on top shear box z'°,* =V77 A.: = ,*7 __d Sampe aa 7.1 Sample area Estimated top box weight: /s-,4,6 F,_ 10-9 On Z3 2 2- 6 q3 Measured top box weight: Z6 Fn-Wb 1 - z.0 1! j/ Joint Profiles Comments: ~ t-~~ .4i- C~* ~ t 27069 N. Bloomfield Rd, Nevada City, CA 95959 Tel/Fax (530)470-0583 email: abro@mindspring.corn Diablo Canyon ISFSI 1-155 of 203 Data Report I, Rev. I

3000 e C'olS* J-0o 2500 2000 1500 Ci2 1000 500 0 0.0005 0.0004 0.0003 0.0002 0.0001 0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030 Radial Strain (in/in) Axial Strain (in./in.) ELASTIC MODULUS TEST Axial Stress vs. Axial & Radial Strain Boring: 01-A Geo GU Sample: #1 T Depth: 19.5' Test > 27069 N. Bloomfield Rd. Unlimited Nevada City, CA 95959 DESCRIPTION Tan well cemented medium grained Client: William Lettis & Associates, Inc. sandstone with numerous dolomite(?) healed fractures. 1777 Botelho Dr., Suite 262 Walnut Creek, CA 94596 Project: Diablo Canyon Power Plant Modulus: psi ISFSI Poisson's ratio: Density: 161.4 pcf Project Number: 223- ., Test Date: April 29, 2001 Diablo Canyon ISFSI 1-156 of 203 Data Report I, Rev. I

500

                                                                                                     .*-'-        p44 X,    77 400                                                                             *     *7    -7 300 U,

00 200 100 0 0.0006 0.0005 0.0004 0.0003 0.0002 0.0001 0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030 Radial Strain (in/in) Axial Strain (in./mi.) ELASTIC MODULUS TEST Axial Stress vs. Axial & Radial Strain Boring: 01-A Geo GU Sample: #2 < T Depth: 24.5' Test

27069 N. Bloomfield Rd.

DESCRIPTION Unlimited Nevada City, CA 95959 Tan medium grained sandstone. Client: William Lettis & Associates, Inc. 1777 Botelho Dr., Suite 262 Walnut Creek, CA 94596 Project: Diablo Canyon Power Plant Modulus: si ISFSI Poisson's ratio: Density:PC Project Number: 1223-60 Test Date: May 12, 2001 Diablo Canyon ISFSI 1-157 of 203 Data Report I, Rev. I

50 JýF;ý-ý- v33o1 oet 40 S30 X 20 10 0 0.0005 0.0004 0.0003 0.0002 0.0001 0.0000 0.0005 0.0010 0.0015 0.0020 Radial Strain (in/in) Axial Strain (in./in.) ELASTIC MODULUS TEST Axial Stress vs. Axial & Radial Strain Boring: 01-A Sample: #3 Geo GU Depth: 35.5' Test T 27069 N. Bloomfield Rd. Unlimited Nevada City, CA 95959 DESCRIPTION Gray medium grained weak friable Client: William Lettis & Associates, Inc. sandstone with one, possibly through going, fracture. 1777 Botelho Dr., Suite 262 Walnut Creek, CA 94596 Project: Diablo Canyon Power Plant Modulus: psi ISFSI Poisson's ratio: .r c u :2 e Density: 1Project Number: 1223-,0 Test Date: April 29, 2001 Diablo Canyon ISFSI 1-158 of 203 Data Report I, Rev. 1

Axial Stress Cell Pressure 0.000 0.005 0.010 0.015 0.020 0.025 0.030 0.035 0.040 0.045 0.050 Axial Strain (in/in) TRIAXIAL COMPRESSION TEST [Axial Stress and Confining Pressure vs. Strain Boring: 01-A Sample: 3 Geo GU Depth: 35.5' Test T 27069 N. Bloom field Rd. Density: 145.3 pcf. Unlimited Nevada City, CA 95959 DESCRIPTION Gray medium grained weak fraible Client: William Lettis & Associates, Inc. sandstone with one fracture, possibly 1777 Botelho Dr., Suite 262 through-going. Walnut Creek, CA 94596 Conf. Pres. Strength (psi) (psi) Project: Diablo Canyon Power Plant 80.6 6807 ISFSI Project Number: 1223-60 Test Date: May 4, 2001 Diablo Canyon ISFSI 1-159 of 203 Data Report I, Rev. I

100 31 7-1;9;(/ý t, 90 80 70 60 Ca, 15 In Cu 50 40 30 20 10 0 0.0005 0.0004 0.0003 0.0002 0.0001 0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030 Radial Strain (in/in) Axial Strain (in./in.) [ AxialELASTIC Stress vs.MODULUS Axial & Radial TEST Strain Boring: 01-D GU Sample: #4 eo T Depth: 25.5' Test 27069 N. Bloomfield Rd. Unlimited Nevada City, CA 95959 DESCRIPTION Tan weak clayey medium grained sandstone. Client: William Lettis & Associates, Inc. 1777 Botelho Dr., Suite 262 Walnut Creek, CA 94596 Project: Diablo Canyon Power Plant Modulus: 6449, psi ISFSI Poisson's ratio: N 5) Dein'siatio: 4 pcf Project Number: 1223-60 Density: T t61pcf Test Date: May 12, 2001 Diablo Canyon ISFSI 1-160 of 203 Data Report I, Rev. 1

100 90 80

.0=

70 60 U, V 50 40 30 20 I0 0 0.0005 0.0004 0.0003 0.0002 0.0001 0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030 Radial Strain (in/in) Axial Strain (in./rn.) ELASTIC MODULUS TEST Axial Stress vs. Axial & Radial Strain Boring: 01-D Geo GU Sample: #5 TNo Depth: 28.0' Test 27069 N. Bloomfield Rd. Unlimited Nevada City, CA 95959 DESCRIPTION Tan medium grained clayey weak sandstone Client: William Lettis & Associates, Inc. with two healed axial fractures 1777 Botelho Dr., Suite 262 Walnut Creek, CA 94596 Project: Diablo Canyon Power Plant Modulus: 3 s,i ISFSI Poisson's ratio: N4/\\PoetNme:12 Density: 145.3 p f Project Number: 1223f, 6 Test Date: April 29, 2001 Diablo Canyon ISFSI 1-161 of 203 Data Report I, Rev. 1

1000 900 800 Axial Stress 700 Cell Pressure 600 0 500 400 300 200 100 0 0.000 0.005 0.010 0.015 0.020 0.025 0.030 0.035 0.040 0.045 0.050 Axial Straia (in/in) TRIAXIAL COMPRESSION TEST I Axial Stress and Confining Pressure vs. Strain I Boring: O1-D Sample: 5 Geo G U Depth: 28.0' Test T 27069 N. Bloomfield Rd. Density: 144.5 pcf. Unlimited Nevada City, CA 95959 DESCRIPTION Tan medium grained clayey weak sandstone Client: William Lettis & Associates, Inc. with two healed axial fractures. 1777 Botelho Dr., Suite 262 Walnut Creek, CA 94596 Conf. Pres. Strength (psi) (psi) Project: Diablo Canyon Power Plant ISFSI Project Number: 1223-60 Test Date: May 4, 2001 Diablo Canyon ISFSI 1-162 of 203 Data Report I, Rev. 1

Boring: 01-G Sample: #9 Geo GU Depth: 28.8' Test T 27069 N. Bloomfield Rd. Unlimited Nevada City, CA 95959 DESCRIPTION Tan fine grained dolomitic sandstone with two dark brown axial fractures. Client: William Lettis & Associates, Inc. This sample had a hydrocarbon odor 1777 Botelho Dr., Suite 262 after testing. Walnut Creek, CA 94596 Project: Diablo Canyon Power Plant Modulus: 1,850,0 psi ISFSI Poisson's ratio: -7 .22 Density: "( 1 .2 pcf Project Number: 1223,5-W Test Date: April 29, 2001 Diablo Canyon ISFSI 1-163 of 203 Data Report I, Rev. I

Boring: 01-D Sample: #6 Geo <GU. Depth: 48.5' Test T 27069 N. Bloomfield Rd. Unlimited Nevada City, CA 95959 DESCRIPTION Tan fine to medium grained dolomitic Client: William Lettis & Associates, Inc. sandstone with one axial fracture and one diagonal joint about 32 degrees to 1777 Botelho Dr., Suite 262 the core axis. Walnut Creek, CA 94596 Project: Diablo Canyon Power Plant Modulus: 1/,52, s ISFSI C-)-----.

Poisson's ratio: .08 Density: 1 1. pcf Project Numb :223 Test Date: April 29, 2001 Diablo Canyon ISFSI 1-164 of 203 Data Report I, Rev. 1

300 U, U, U2 C2 0.000 0.010 0.020 0.030 0.040 0.050 0.060 0.070 0.080 Axial Strain (in./in.) Axial Stress, Cell PressureCOMPRESSION AiSsTRIAXIAL & Sample Pressure TEST vs. Axial Strain Boring: 01-D Sample: #7 Geo GU Depth: 55.5' Test e 800 Peraita Ave DESCRIPTION Unlimited San Leandro, CA 94577 Tan clayey altered medium grained sandstone with a weak joint about Client: William Lettis & Associates, Inc. 57 degrees to the core axis. 1777 Boteiho Dr., Suite 262 STRENGTH

SUMMARY

Walnut Creek, CA 94596 Cell Sample Axial Pressure Pressur Strength Project: Diablo Canyon Power Plant (psi) I* (psi7 1 12ISFSI (psV 179 Project Number: 1223-60 1t9 16 58Test Date: May 15, 2001 Diablo Canyon ISFSI 1-165 of 203 Data Report 1, Rev. I

2000 z -- ., 5? o/0 1800

o 1O*

1600 /0 8i~ 1400 1200 U, 7al 1000 800 600 400 200 0 0.0010 0.0008 0.0006 0.0004 0.0002 0.0000 0.0005 0.0010 0.0015 0.0020 Radial Strain (in/in) Axial Strain (i./i.) ELASTIC MODULUS TEST Axial Stress vs. Axial & Radial Strain Boring: 01-G Geo GU Sample: 99 T Depth: 28.8' Tes~t F 27069 N. Bloomfield Rd. Unlimited Nevada City, CA 95959 DESCRIPTION Tan fine grained dolomitic sandstone Client: William Lettis & Associates, Inc. with two axial fractures. 1777 Botelho Dr., Suite 262 Walnut Creek, CA 94596 Project: Diablo Canyon Power Plant Modulus: ISFSI Poisson's ratio: .3 -0 ý 0 Density: 7.1jcf Project Number: 1223410 Test Date: April 29, 2001 Diablo Canyon ISFSI 1-166 of 203 Data Report I, Rev. I

50 40 30 C', 0' 20 10 0 )z2

                                                                                                              -oo32~

0.0005 0.0004 0.0003 0.0002 0.0001 0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030 Radial Strain (in/in) Axial Strain (in.Ii.) ELASTIC MODULUS TEST Axial Stress vs. Axial & Radial Strain Boring: 01-G Geo GU Sample: #10 Depth: 69.0' *Teslt T 27069 N. Bloomfield Rd. UnDimited Nevada City, CA 95959 DESCRIPTION Gray friable clayey medium grained sandstone. Client: William Lettis & Associates, Inc. 1777 Botelho Dr., Suite 262 Walnut Creek, CA 94596 Project: Diablo Canyon Power Plant Modulus: 7,,6si ISFSI Poisson's ratio: Density: Density: fProject Number: Date: M 1223-60 12 ITest Date: May 12, 2001 Diablo Canyon ISFSI 1-167 of 203 Data Report I, Rev. 1

Boring: 01-H Sample: #11 Geo G U Depth: 11.0' TeSt T 27069 N. Bloomfield Rd. Unlimited Nevada City, CA 95959 DESCRIPTION Tan fine grained dolomitic sandstone, Client: William Lettis & Associates, Inc. 1777 Botelho Dr., Suite 262 Walnut Creek, CA 94596 Project: Diablo Canyon Power Plant Modulus: 15 0 psi ISFSI Poisson's ratio: 0) Project Number: 1223-60 Density: 5 7 pcf 30 Test Date: May 13, 2001 Diablo Canyon ISFSI 1-168 of 203 Data Report I, Rev. I

2000 1800 = 4.oo, 0'r peu 1600 1600.. p6 i/ -,'M5-1400 1200 (ia 1000 800 600 400 200 0 0.0005 0.0004 0.0003 0.0002 0.0001 0.0000 0.0002 0.0004 0.0006 0.0008 0.0010 Radial Strain (in/in) Axial Strain (in./mi.) ELASTIC MODULUS TEST Axial Stress vs. Axial & Radial Strain Boring: 01-H GU Sample: #12 Geo T Depth: 52.5' TeSt 27069 N. Bloomfield Rd. Unlimited Nevada City, CA 95959 DESCRIPTION Tan fine grained dolomitic sandstone Client: William Lettis & Associates, Inc. (or dolomite) with no visible fractures. 1777 Botelho Dr., Suite 262 Walnut Creek, CA 94596 Project: Diablo Canyon Power Plant Modulus: 670 00 psi ISFSI Poisson's ratio: .i'&I (( Density: 1382pcf Project Number: 1223;5f( Test Date: April 29, 2001 Diablo Canyon ISFSI 1-169 of 203 Data Report 1, Rev. 1

20 "7_OiL

                                                                                                                    .0-c?.-3 18 o3*-.

16 14 12 10 8 6 4 2 N.-.-, 0 0.0010 0.0008 0.0006 0.0004 0.0002 0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030 Radial Strain (in/in) Axial Strain (in./in.) n ELASTIC MODULUS TEST Axial Stress vs. Axial & Radial Strain Boring: 01-H Ge Sample: #13 Teo Depth: 57.0' Test

27069 N. Bloomfield Rd.

Unlimited Nevada City, CA 95959 DESCRIPTION Gray medium grained clayey friable Client: William Lettis & Associates, Inc. sandstone with no visible fractures. 1777 Boteiho Dr., Suite 262 Walnut Creek, CA 94596 Project: Diablo Canyon Power Plant

                     'Modulus:                    6 00 psi                             ISFSI Poisson's ratio:           .06 Density:                    14 5 pcf                 Project Number: 1223-,4 ,

Test Date: April 29, 2001 Diablo Canyon ISFSI 1-170 of 203 Data Report I, Rev. 1

1000 900 800 Axial Stress 700 Cell Pressure 600 500 C,, 400 Az~ 300 200 100 0 0.000 0.005 0.010 0.015 0.020 0.025 0.030 0.035 0.040 0.045 0.050 0.055 0.060 Axial Strain (in/in) F TRIAXIAL COMPRESSION TEST I Axial Stress and Confining Pressure vs. StrainI Boring: 01-H Sample: 13 Geo GTU Depth: 57.0' Test 2*7069 N. Bloomfield Rd. Density: 131.7 pcf. Unlimited Nevada City, CA 95959 DESCRIPTION Gray medium grained clayey friable Client: William Lettis & Associates, Inc. sandstone with no visible fractures. 1777 Botelho Dr., Suite 262 Walnut Creek, CA 94596 Conf. Pres. Strength Project: Diablo Canyon Power Plant ISFSI Project Number: 1223-60 Test Date: May 4, 2001 Diablo Canyon ISFSI 1-171 of 203 Data Report I, Rev. 1

10 (0 5-tei

                                                                                                          ,    v2 8

6

               'Eý Cn Q

x 4 2 0 0.0050 0.0040 0.0030 0.0020 0.0010 0.0000 0.0020 0.0040 0.0060 0.0080 0.0100 Radial Strain (in/in) Axial Strain (in./i.) ELASTIC MODULUS TEST Axial Stress vs. Axial & Radial Strain Boring: 01-CTF-A Geo G U Sample: #14 <e Depth: 8.8' TeSt T 27069 N. Bloomfield Rd. Unlimited Nevada City, CA 95959 DESCRIPTION Gray fine to medium grained soft Client: William Lettis & Associates, Inc. sandstone with partial plaster caps on both ends. 1777 Botelho Dr., Suite 262 Walnut Creek, CA 94596 Project: Diablo Canyon Power Plant

              'Modulus:                     4, 00 00 p                            ISFSI Poisson's ratio:             .33\                                                 _/'o Density:                     15         f              Project Number: 1223
                                             /                       Test Date:       April 29, 2001 Diablo Canyon ISFSI                                1-172 of 203 Data Report I, Rev. 1

100 90 80 70 60 50 C,/ 40 30 20 10 0 0.0005 0.0004 0.0003 0.0002 0.0001 0.0000 0.0005 0.0010 0.0015 0.0020 Radial Strain (in/in) Axial Strain (in./in.) SELASTIC MODULUS TEST Axial Stress vs. Axial & Radial Strain Boring: 01-CTF-A Ge Sample: #15 < T Depth: 13.5' Test: 27069 N. Bloomfield Rd. DESCRIPTION Unlimited Nevada City, CA 95959 Tan clayey friable medium grained sandstone. Client: William Lettis & Associates, Inc. 1777 Botelho Dr., Suite 262 Walnut Creek, CA 94596

                                              ,                   Project: Diablo Canyon Power Plant Modulus:                   1,y        0 psi                    ISFSI Poisson's ratio:           .13 /pcfl236 Density:                   1Project                          Number: 1223-60 Test Date:      May 13, 2001 Diablo Canyon ISFSI                             1-173 of 203 Data Report I, Rev. I

100 90 80 d** 80co.o. 70 60 50 Ce x 40 30 20 10 0 0.0005 0.0004 0.0003 0.0002 0.0001 0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030 Radial Strain (in/in) Axial Strain (in./in.) ELASTIC MODULUS TEST Axial Stress vs. Axial & Radial Strain Boring: 01-CTF-A Geo G U Sample: #16 e Depth: 48.8' Test T 27069 N. Bloom field Rd. Unlimited Nevada City, CA 95959 DESCRIPTION Tan friable clayey altered medium Client: William Lettis & Associates, Inc. grained sandstone. 1777 Botelho Dr., Suite 262 Walnut Creek, CA 94596 Project: Diablo Canyon Power Plant Modulus: 0 psi ISFSI Poisson's ratio: ý%5i Density: Project Number: 1223-60 Test Date: May 13, 2001 Diablo Canyon ISFSI 1-174 of 203 Data Report I, Rev. I

           '71 CA, Vt In
                                                        ..           0I - r       0Z 13  .0182-'

0.000 0.0 10 0.020 0.030 0.040 Axial Strain (in./in.) I TRIAXIAL COMPRESSION TEST Axial Stress, Cell Pressure & Sample Pressure vs. Axial Strain Boring: 01-CTF-A Sample: #16 Geo GU Depth: 48.8' Test T 800 Peralta Ave DESCRIPTION Unlimited San Leandro, CA 94577 Tan friable clayey altered medium grained sandstone. Client: William Lettis & Associates, Inc. 1777 Botelho Dr., Suite 262 STRENGTH

SUMMARY

Walnut Creek, CA 94596 Cell Sample Axial Strain Pressure Pressure Strength Project: Diablo Canyon Power Plant (in./in.) (psi) (psi) (psi) ISFSI

                  .030                -0
                       ~I     80j           ~      175
                  .053                    50      200                 Project Number: 1223-60 Test Date:       May 16,2001 Diablo Canyon ISFSI                                  1-175 of 203 Data Report I, Rev. 1

1000 900 800 Axial Stress 700 Cell Pressure 600 CD 500 Cd, 400 300 .402-200 100 0 0.000 0.005 0.010 0.015 0.020 0.025 0.030 0.035 0.040 0.045 0.050 0.055 0.060 0.065 0.070 Axial Strain (in/in) I TRIAXIAL COMPRESSION TEST Axial Stress and Confining Pressure vs. Strain I Boring: O1-CTF-A Sample: 17 Geo GU Depth: 53.8' Test T 27069 N. Bloomfield Rd. Density: 127.1 pcf. Unlimited Nevada City, CA 95959 DESCRIPTION Gray medium grained altered Client: William Lettis & Associates, Inc. clayey friable sandstone. 1777 Botelho Dr., Suite 262 Walnut Creek, CA 94596 Conf. Pres. Strength (psi) (psi) Project: Diablo Canyon Power Plant 87 472 ISFSI 130 574 174 664 Project Number: 1223-60 Test Date: May 4, 2001 I Diablo Canyon ISFSI 1-176 of 203 Data Report I, Rev. 1

2000 Z000 ,YI1 1800 1600 1400 1200 1000 800 600 400 200 0 0.0005 0.0004 0.0003 0.0002 0.0001 0.0000 0.0005 0.0010 0.0015 0.0020 Radial Strain (in/in) Axial Strain (in./in.) ELASTIC MODULUS TEST Axial Stress vs. Axial & Radial Strain Boring: 01-B Geo GU Sample: #18 T Depth: 26.5' Test

27069 N. Bloomfield Rd.

Unlimited Nevada City, CA 95959 DESCRIPTION Tan fine to medium grained (dolomitic?) Client: William Lettis & Associates, Inc. sandstone with no visible fractures.177BtloD.Sue26 1777 Botelho Dr., Suite 262 Walnut Creek, CA 94596 Project: Diablo Canyon Power Plant Modulus: 4, 0,000 psi ISFSI Poisson's ratio: .33P 122 40 Density: 15 . pcf Project Number: 1223-O Test Date: April 29, 2001 Diablo Canyon ISFSI 1-177 of 203 Data Report I, Rev. 1

200 - sgý! er :-- 7

                                                                                                     'Ovo 180 oc-ol 7 160 140 120 f::

en En2 .100 80 60 40 20 0 0.0005 0.0004 0.0003 0.0002 0.0001 0.0000 0.0005 0.0010 0.0015 0.0020 Radial Strain (in/in) Axial Strain (i./in.) ELASTIC MODULUS TEST Axial Stress vs. Axial & Radial Strain Boring: 01-B Geo GU Sample: #19 T Depth: 38.0' Test

27069 N. Bloomfield Rd.

Unlimited Nevada City, CA 95959 DESCRIPTION Tan medium grained sandstone with Client: William Lettis & Associates, Inc. a few rounded gray claystone clasts 1777 Botelho Dr., Suite 262 and a joint at one end. Walnut C r CA W alnut Creek, ,C A ite596 94596

                                                      ,*0Project:                 Diablo Canyon Power Plant Modulus:                     119        psi                        ISFSI Poisson's ratio:             .17/         /

Density: 138.3 pcf Project Number: 1223-60 Test Date: May 13, 2001 Diablo Canyon ISFSI 1-178 of 203 Data Report I, Rev. I

Shear Stress 100 100-- Normal Stress 90 80 70 60 En 50 o = a 3.2 0 7 0 2 0.00 0.10 0.20 0.30 0.40 0.50 0.60 Shear Displacement (in.) DIRECT SHEAR TEST 1 Shear and Normal Stress vs. Shear Displacement Boring: 01-B Sample: 20 Geo G U Depth: 48.8' TeSt T 27069 N. Bloomfield Rd. DESCRIPTION Unlimited Nevada City, CA 95959 Slightly wavy intact contact between hard dolomite and soft clayey altered Client: William Lettis & Associates, Inc. dolomite. 1777 Botelho Dr., Suite 262 Normal Stress Shear Stress Walnut Creek, CA 94596 (psi) (psi) Project: Diablo Canyon Power Plant Initial 20. 21.8/ 41. ISFSI 8 0 1 .0 Final 21.9 Job Number: 1223-60 0 11.0 Test Date: May 7, 2001 Diablo Canyon ISFSI 1-179 of 203 Data Report I, Rev. I

500 400 300 U) C/) 200 100 0 0.000 0.0 10 0.020 0.030 0.040 0.050 0.060 0.070 0.080 Axial Strain (in./in.) TRIAXIAL COMPRESSION TEST Axial Stress, Cell Pressure & Sample Pressure vs. Axial Strain Boring: 01-C Sample: #21 Geo GU Depth: 9.5' Test T 800 Peralta Ave DESCRIPTION Unlimited San Leandro, CA 94577 Gray friable clayey weak medium sandstone with partial plaster caps. Client: William Lettis & Associates, Inc. 1777 Botelho Dr., Suite 262 STRENGTH

SUMMARY

Walnut Creek, CA 94596 Cell Sample Axial Strain Pressure Pressure Strength Project: Diablo Canyon Power Plant (in./in.) (psi) (psi) (psi) 732 378 ISFSI

                  .0187
                  .0243

885 46

                  .0282          1    6904       '-24                   Project Number: 1223-60
                            .08 1Test Date:      May 16, 2001 Diablo Canyon ISFSI                                   1-180 of 203 Data Report I, Rev. I

3000 2800 2600 2400 ;:.7_23 2200 2000 1800 bi Q 1600 1400 1200 1000 800 600 400 200 0 0.0005 0.0004 0.0003 0.0002 0.0001 0.0000 0.0002 0.0004 0.0006 0.0008 0.0010 Radial Strain (in/in) Axial Strain (in/in.) ELASTIC MODULUS TEST Axial Stress vs. Axial & Radial Strain I Boring: 01-C GU Sample: #22 Geo T Depth: 24.0' Test '27069 N. Bloomfield Rd. DESCRIPTION Unlimited Nevada City, CA 95959 Tan fine grained (dolomitic?) sandstone Client: William Lettis & Associates, Inc. with an axial fracture and partial plaster caps on both ends. 1777 Botelho Dr., Suite 262 Walnut Creek, CA 94596 Project: Diablo Canyon Power Plant Modulus: 2, '000 psi ISFSI Poisson's ratio: .23 P Density: 14 p Project Number: 1223-50 Test Date: April 29, 2001 Diablo Canyon ISFSI 1-181 of 203 Data Report I, Rev. 1

I Shear Stress

                                                                                                         - ------- Normal Stress 90 80 70 4t2.

60 -

I I j ci, I a C', 50 I I C', I I I

ci) *

m l i3 40 -

I 301 I I I ., I. . .. . I I" 201

                              -4                         -                                4, 10   -              -          I                                         11.8 I *- i       zo       ý-

0 I I __:*-____ lqI 1,11,11,1,,1, 0.00 0.10 0.20 0.30 0.40 0.50 0.60 19.0 Shear Displacement (in.) I DIRECT SHEAR TEST Shear and Normal Stress vs. Shear Displacement Boring: 01-C Sample: 23 Geo GU Depth: 41.4' Test 27069 N. Bloomfield Rd. DESCRIPTION Unlimited Nevada City, CA 95959 Very thin gray clay coated slickensided joint in gray medium grained sandstone. Client: William Lettis & Associates, Inc. 1777 Botelho Dr., Suite 262 Normal Stress Shear Stress Walnut Creek, CA 94596 (psi) (psi) Initial "20"-21. Project: Diablo Canyon Power Plant

41. 4 .8ISFSI 830 .8ISS Final "2

                                          .9                        9.0             Job Number: 1223-60
                                          .7                      37.0 2.8

___________________________ 71.0 Test Date: May 7, 2OO0 Diablo Canyon ISFSI 1-182 of 203 Data Report I, Rev. 1

Shear Stress 100

                                                                                                                                   - ------- Normal Stress 80 70 w

60 I I I I I I Cn 50 0

           ,j=                                                                                                II 40                                                                                  I                  I I                 I I                 I l I_

30 -- I_,

l. . . . .

F I I I I 20 - z

I I

                                                                                              ~-:t= ==-~:                   7/0!

l0 I 5' 7.2 0 F . . . . . . Iii Ij I liii I liii 1111111111 ill IIIII11 I I II I 0.00 0.10 0.20 0.30 0.40 0.50 0.60 Shear Displacement (in.) I SearandDIRECT SHEAR TEST1 SeradNormal Stress vs. Shear Displacemn Boring: 01-C Sample: 24 Geo G U Depth: 44.3' Test T 27069 N. Bloomfield Rd. DESCRIPTION Unlimited Nevada City, CA 95959 Wavy lightly bonded joint with thin clay coating in tan medium grained sandstone. Client: William Lettis & Associates, Inc. 1777 Botelho Dr., Suite 262 Normal Stress Shear Stress Walnut Creek, CA 94596 (psi) (psi) Initial Project: Diablo Canyon Power Plant ISFSI Final Job Number: 1223-60 Test Date: May 7, 2000 Diablo Canyon ISFSI 1-183 of 203 Data Report I, Rev. I

400 Axial Stress Cell Pressure 300 I 200 100

                                                                      &0 0

0.000 0.010 0.020 0.030 0.040 0.050 0.060 0.070 Axial Strain (mr/in.) TRIAXIAL COMPRESSION TEST Axial Stress, Cell Pressure & Sample Pressure vs. Axial Strain Boring: 01-E Sample: #25 Geo G U Depth: 7.0' Test e 800 Peralta Ave DESCRIPTION Unlimited San Leandro, CA 94577 Tan fractured and sheared clayey altered weak fine grained dolomitic sandstone. Client: William Lettis & Associates, Inc. 1777 Botelho Dr., Suite 262 STRENGTH

SUMMARY

Walnut Creek, CA 94596 Cell Sample Axial Strain Pressure Pressure Strength Project: Diablo Canyon Power Plant (in/in.) (psi) (psi) (psi) - ISFSI

               .028          6                 126 80       53       151                Project Number: 1223-60 67    321I,                  etD0e rTest Date:      May 17, 2001 Diablo Canyon ISFSI                              1-184 of 203 Data Report I, Rev. I

200 180 q-oo 2s---- - I V- . 160 140 120 U, U, 4) 100 80 60 40 20 0 0.0005 0.0004 0.0003 0.0002 0.0001 0.0000 0.0005 0.0010 0.0015 0.0020 Radial Strain (in/in) Axial Strain (in./in.) ELASTIC MODULUS TEST I L Axial Stress vs. Axial & Radial Strain I Boring: 01-E Geo GU Sample: #26 T Depth: 22.0' Test 2*7069 N. Bloomfield Rd. DESCRIPTION Unlimited Nevada City, CA 95959 Tan fine grained (dolomitic?) sandstone Client: William Lettis & Associates, Inc. with a few healed shears. 1777 Botelho Dr., Suite 262 Walnut Creek, CA 94596 Project: Diablo Canyon Power Plant Modulus: 2 0 0 psi ISFSI Poisson's ratio: Density: 32f pcf Project Number: 1223-60 _ __ Test Date: May 13, 2001 Diablo Canyon ISFSI 1-185 of 203 Data Report I, Rev. 1

1000 800 , 7 Io ff

                                                                                                           .crOCI'?a - I
           "      "600 S 400 200 0

0.0005 0.0004 0.0003 0.0002 0.0001 0.0000 0.0005 0.0010 0.0015 0.0020 Radial Strain (in/in) Axial Strain (in./in.) ELASTIC MODULUS TEST Axial Stress vs. Axial & Radial Strain Boring: 01-E Geo GU Sample: #28 T Depth: 49.0' Tes't > 27069 N. Bloomfield Rd. DESCRIPTION Unlimited Nevada City, CA 95959 Tan fine grained (dolomitic?) sandstone Client: William Lettis & Associates, Inc. with dolomite(?) healed fracture about 34 degrees to the core axis. 1777 Botelho Dr., Suite 262 Walnut Creek, CA 94596 Project: Diablo Canyon Power Plant Modulus: 4 00 psi ISFSI Poisson's ratio: 1256 Density: 1 fProject Number: 1223-c0 0 Test Date: April 29, 2001 Diablo Canyon ISFSI 1-186 of 203 Data Report I, Rev. I

_ Shear Stress 100 Normal Stress 90 80 70 60

                                                                                -- 5o. 2.

U, 50 rd, 4) I

           .4-,

40 30 20 10 0 0.00 0.10 0.20 0.30 0.40 0.50 0.60 Shear Displacement (in.) DIRECT SHEAR TEST Shear and Normal Stress vs. Shear Displacement Boring: O1-E Sample: 29 Geo U Depth: 51.8' Test 27069 N. Bloomfield Rd. DESCRIPTION Unlimited Nevada City, CA 95959 Planar well mated bedding joint in tan fine to medium grainedf sandstone. Client: William Lettis & Associates, Inc. 1777 Botelho Dr., Suite 262 Normal Stress Shear Stress Walnut Creek, CA 94596 (psi) (psi) Initial 20. 74 Project: Diablo Canyon Power Plant 6 .07 Final /2.5 58 Job Number: 1223-60 6.3 0.0 Diablo Canyon ISFSI 1-187 of 203 Data Report I, Rev. 1

Boring: 01-F Sample: #30 Geo <G TU Depth: 57.6' Test

27069 N. Bloomfield Rd.

Unlimited Nevada City, CA 95959 DESCRIPTION Light tan medium grained sandstone. Client: William Lettis & Associates, Inc. 1777 Botelho Dr., Suite 262 Walnut Creek, CA 94596 Project: Diablo Canyon Power Plant Modulus: 14 ,0 psi ISFSI Poisson's ratio: .2f1 Density: 1 .34pcf Project Number: 1223-60 Test Date: May 13, 2001 Diablo Canyon ISFSI 1-188 of 203 Data Report I, Rev. I

__ Shear Stress 50

                                                                                          -    --    Normal Stress 45 40                                                    q4o. 3 35 30 25
                                                                        .4 C/1 20 15 10 5

0 0.00 0.10 0.20 0.30 0.40 Shear Displacement (in.) S~DIRECT SHEAR TEST Shear and Normal Stress vs. Shear Displacement Boring: 01-F Sample: 31 Geo U Depth: 117.0' Test 27069 N. Bloomfield Rd. DESCRIPTION Unlimited Nevada City, CA 95959 Tan sandy clay seam (.5-1" thick) in tan fine to medium grained clayey sandstone. Client: William Lettis & Associates, Inc. 1777 Botelho Dr., Suite 262 Normal Stress Shear Stress Walnut Creek, CA 94596 S(psi) (psi) Initial 17.0 9.0 Project: Diablo Canyon Power Plant 0.0 .2ISS

                                   .855                                         ISFSI Final          1 .5             16.               Job Number: 1223-60 340              \1.Da__

3 ____y_ ________ _

50. 45.0 -,-Test Date: May 8, 200 (

Diablo Canyon ISFSI 1-189 of 203 Data Report I, Rev. I

4, 00O1z-. to 8 S 6

4 2

0 0.00 12 0.0010 0.0008 0.0006 0.0004 0.0002 0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030 Radial Strain (in/in) Axial Strain (in./in.) ELASTIC MODULUS TEST Axial Stress vs. Axial & Radial Strain Boring: 01-F Geo GU Sample: #32 G T Depth: 117.7' Test

27069 N. Bloomfield Rd.

Unlimited Nevada City, CA 95959 DESCRIPTION Gray fine to medium grained soft clayey Client: William Lettis & Associates, Inc. friable sandstone with no visible fractures. 1777 Botelho Dr., Suite 262 Walnut Creek, CA 94596 Modulus:-0 s Project: Diablo Canyon Power Plant Modulus: 7 i ISFSI Poisson's ratio: .1 Density: 3Project

                                                    ý                            Number: 1223-54 Test Date:      April 29, 2001 Diablo Canyon ISFSI                                 1-190 of 203 Data Report I, Rev. 1

1000 900 800 700 *Axial I Stress 700 Cell Pressure 600 "u' 500 q7 400 - 300-- - - - 200 1.00F 0.000 0.005 0.010 0.015 0.020 0.025 0.030 0.035 0.040 0.045 0.050 0.055 0.060 0.065 0.070 Axial Strain (in/in) I TRIAXIAL COMPRESSION TEST Axial Stress and Confining Pressure vs. Strain Boring: 01-F Sample: 32 Geo GU Depth: 117.7' Test T 27069 N. Bloomfield Rd. Density: 135.8 pcf. Unlimited Nevada City, CA 95959 DESCRIPTION Gray fine to medium grained soft clayey Client: William Lettis & Associates, Inc. friable sandstone with no visible fractures. 1777 Botelho Dr., Suite 262 Walnut Creek, CA 94596 Conf. Pres. Strength Ysi) ( si) Project: Diablo Canyon Power Plant 4 0 ISFSI 3 16 Project Number: 1223-60 1\6 400 Test Date: May 4,2001 Diablo Canyon ISFSI 1-191 of 203 Data Report I, Rev. 1

_ _ Shear Stress 200 190 180 170 160 150 140 130 120 110 r'n 100 90 80 70 60 50 40 30 20 10 0 0.00 0.20 0.40 0.60 0.80 1.00 Shear Displacement (in.) DIRECT SHEAR TEST Shear and Normal Stress vs. Shear Displacement Boring: 01-F Sample: 33 Geo U Depth: 118.3' Test T 27069 N. Bloomfield Rd. DESCRIPTION Unlimited Nevada City, CA 95959 Gray clay seam (0-.05" thick) in gray medium grained weak clayey sandstone. Client: William Lettis & Associates, Inc. 1777 Botelho Dr., Suite 262 Normal (si) Stress Shear Stress (psi)r Walnut Creek, CA 94596 Initial 1 .5 0 Project: Diablo Canyon Power Plant 2 .4 39ISFSI 37 3 Final 13 51 Job Number: 1223-60

21. 4.

40. Test Date: May 8, 200 /

Diablo Canyon ISFSI 1-192 of 203 Data Report I, Rev. 1

oShear Stress I00

                                                                                                     - -  - - - - Normal Stress 90 80 70 The aberrant stress-displacement curve is due to
                                       =                   the large box rotations which resulted in apparent 60                                        negative shear displacement readings. The peak
                                           "*"             strengths are still valid strengths.

50

                         --               I '

40 - , 3 . 20 10 00 0.10. 0 0 0 0.00 0.10 0.20 0.30 0.40 0.50 Shear Displacement (in.) DIRECT SHEAR TEST Shear and Normal Stress vs. Shear Displacement Boring: O1-CTF-A Sample: 34 Geo ýG U Depth: 32.6' Test T 27069 N. Bloomfield Rd. DESCRIPTION Unlimited Nevada City, CA 95959 Contadct between tan snady clay and tan clayey fine to medium grained sandstone. Client: William Lettis & Associates, Inc. 1777 Botelho Dr., Suite 262 Normal Stress Shear Stress Walnut Creek, CA 94596 (psi) Project: Diablo Canyon Power Plant Initial ISFSI Final Job Number: 1223-60 Test Date: May 9, 2004 Diablo Canyon ISFSI 1-193 of 203 ( Data Report I, Rev. 1

_ _ Shear Stress 60

                                                                                     -   -------   Normal Stress (12 (i2 in Cd2
                                                                                                                 )

0.00 0.10 0.20 0.30 0.40 0.50 Shear Displacement (in.) I DIRECT SHEAR TEST Shear and Normal Stress vs. Shear Displacement Boring: 01-H Sample: 35 Geo GU Depth: 94.5' Test T 27069 N. Bloomfield Rd. DESCRIPTION Unlimited Nevada City, CA 95959 Irregular dark gray clay filled joint (.1-.4" thick) in gray clayey medium grained sandstone. Client: William Lettis & Associates, Inc. 1777 Botelho Dr., Suite 262 Normal Stress Shear Stress Walnut Creek, CA 94596 (psi* (psi Initial 12. 4.0 Project: Diablo Canyon Power Plant 204 3.9 ISFSI

                                    .7             33a Final         1 .2               5.Job              Number: 1223-60 0.3               d0             Test Date:     May 9, 2001 Diablo Canyon ISFSI                                1-194 of 203 Data Report I, Rev. I

Shear Stress 400

                                                                                            --------   Normal Stress 350 300 250 rfl  200 150 100 50 0

0.00 0.10 0.20 0.30 0.40 0.50 Shear Displacement (in.) 7 Shear and Normal DIRECT SHEAR Stress TESTDisplacement vs. Shear Boring: 01-I Sample: 36 Geo GU Depth: 174' Test T 27069 N. Bloom field Rd. DESCRIPTION Unlimited Nevada City, CA 95959 Planar bedding joint in tan thinly bedded very fine grained dolomitic sandstone. Client: William Lettis & Associates, Inc. 1777 Botelho Dr., Suite 262 NormalStress Shear S)ess Walnut Creek, CA 94596 (psi) (psi) Initial 14 4722413 2. 2*.IS Project: I Canyon Power Plant Diablo 41 .2 (?)S Final .0 Job Number: 1223-60 2()

                                  .0               .5
                                  .2                 8(Q)          Test Date:     May 10, 2001 Diablo Canyon ISFSI                               1-195 of 203 Data Report I, Rev. I

Shear Stress 100

                                                                                            - ------- Normal Stress 90 80 70 60 C,,

rn 50 C,) U I-40 30 20 S2-0. I0 0 0.00 0.10 0.20 0.30 0.40 0.50 Shear Displacement (in.) DIRECT SHEAR TEST Shear and Normal Stress vs. Shear Displacement I Boring: 01-I Sample: 37 Geo G U Depth: 168.5' Test T 27069 N. Bloomfield Rd. DESCRIPTION Unlimited Nevada City, CA 95959 Bedding p~ane joint in tan fine grained dolomitic *a/lstone with a thin lamination Client: William Lettis & Associates, Inc. vaYid clay coating. 1777 Botelho Dr., Suite 262 Normal Stress Shear Stress Walnut Creek, CA 94596

                                !si)              (pi)

Initial 6 Project: Diablo Canyon Power Plant 25 ISFSI Final 9 6 Job Number: 1223-60 1 1 _ 38 23 Test Date: May 10, 2001 Diablo Canyon ISFSI 1-196 of 203 Data Report I, Rev. 1

500

                                                                                                 -4=7 400                                                                                      r 30 C2   300 a2 Ca2 200 100 0

0.0005 0.0004 0.0003 0.0002 0.0001 0.0000 0.0005 0.0010 0.0015 0.0020 Radial Strain (in/in) Axial Strain (in./in.) ELASTIC MODULUS TEST Axial Stress vs. Axial & Radial Strain Boring: 01-I Geo GU Sample: #38 A, > Depth: 159.5' T 27069 N. Bloomfield Rd. DESCRIPTION Unlimited Nevada City, CA 95959 Dark gray fine grained dolomitic sandstone Client: William Lettis & Associates, Inc. with two healed joints about 27 degrees to the core axis, healed with a soft white mineral. 1777 Botelho Dr., Suite 262 Walnut Creek, CA 94596 Project: Diablo Canyon Power Plant Modulus: 1 50, psi ISFSI Poisson's ratio: 0 Density: 3.9p Project Number: 1223-60 Test Date: May 13, 2001 Diablo Canyon ISFSI 1-197 of 203 Data Report I, Rev. I

Shear Stre ss 100

                                                                                          --------  Normal Stress 90 80 70 60 57.

cn ga 50

          £12 40 30 20 10 0

0.00 0.10 0.20 0.30 0.40 0.50 Shear Displacement (in.) DIRECT SHEAR TEST Shear and Normal Stress vs. Shear Displacement Boring: 01-I Sample: 39B Ge G U*T Depth: 130.4' 27069 N. Bloomfield Rd. DESCRIPTION Unlimited Nevada City, CA 95959 Tan clay seam (. 1-.2" thick) in tan fine grained dolomitic sandstone. Client: William Lettis & Associates, Inc. 1777 Botelho Dr., Suite 262 Normal Stress Shear Stress Walnut Creek, CA 94596 (psi) (psi) Initial 16, 6.9 Project: Diablo Canyon Power Plant 52 15 ISFSI Final 1 5. Job Number: 1223-60 2 Dt M 12

                                     .500                         Test Date: May 10, 2001 Diablo Canyon ISFSI                               1-198 of 203 Data Report 1, Rev. 1

1500 1400 6 z.f'j)(4( 1300 1200 1100 1000 900 U, 800 700 600 500 400 300 200 100 0 0.0005 0.0004 0.0003 0.0002 0.0001 0.0000 0.0005 0.0010 0.0015 0.0020 Radial Strain (in/in) Axial Strain (in./in.) ELASTIC MODULUS TEST Axial Stress vs. Axial & Radial Strain Boring: 01-I GU Sample: #40A Teo Depth: 88.4' Test : 27069 N. Bloomfield Rd. DESCRIPTION Unlimited Nevada City, CA 95959 Tan thinly bedded fine grained dolomitic Client: William Lettis & Associates, Inc. sandstone with bedding about 69 degrees to the core axis. 1777 Botelho Dr., Suite 262 Walnut Creek, CA 94596 Project: Diablo Canyon Power Plant Modulus: 7 4 0 psi ISFSI Poisson's ratio: Density: 4pcf Project Number: 1223-60 Test Date: May 13, 2001 Diablo Canyon ISFSI 1-199 of 203 Data Report I, Rev. 1

200 Shear Stress

                                                                                              - -------    Normal Stress 180 160 140 120 100 U,1 80 60 40 20 0

0.00 0.10 0.20 0.30 0.40 0.50 Shear Displacement (in.) SeradDIRECT SHEAR TEST Shear and Normal Stress vs. Shear Displacement Boring: 01-I Sample: 40B Geo G U Depth: 88.8' Test 27069 N. Bloomfield Rd. DESCRIPTION Unlimited Nevada City, CA 95959 Planar bedding joint in tan fine grained dolomitic sandstone. Client: William Lettis & Associates, Inc. 1777 Botelho Dr., Suite 262 Normal (psi? Stress Shear Stress Walnut Creek, CA 94596 (psi)/ Initial 2513 4 Project: Diablo Canyon Power Plant 4 .8 1 .6Tt t M l2 Final 1 .2 .5Job Number: 1223-60

                                /2.2                 1.0            TestDate:     May 10,2001 Diablo Canyon ISFSI                                1-200 of 203 Data Report I, Rev. I

50 Shear Stress Normal Stress 45 40 35 30 25 COO 20 15 10 5 0 0.00 0.10. 0.20 0.30 0.40 0.50 Shear Displacement (in.) Se and Shear an Normal DIRECT SHEAR Stress TESTDisplacement vs. Shear 1 Boring: 01-I Sample: 41A Geo G U Depth: 45.6' Test T 27069 N. Bloomfield Rd. DESCRIPTION Unlimited Nevada City, CA 95959 Tan clay seam about 3/4" thick in tan fine grained sandstone. Client: William Lettis & Associates, Inc. Normal Stress Shear Stress 1777 Wlu Botelho reC Dr., Suite 49262 (psi) (psi) Walnut Creek, CA 94596 Initial 47 Project: Diablo Canyon Power Plant 9 7 ISFSI n Job Number: 1223-60

                               *94                                 Ts De 113               Test Date:     May 11, 2001 Diablo Canyon ISFSI                               1-201 of 203 Data Report I, Rev. I

110 Shear Stress

                                                                                           - -------   Normal Stress 100 90 80 70 60 rn W'   50 40 30 20 10 0

0.00 0.10 0.20 0.30 0.40 0.50 Shear Displacement (in.) DIRECT SHEAR TEST Shear and Normal Stress vs. Shear Displacement Boring: 01-I Sample: 41B Geo G U Depth: 46.1' Test T 27069 N. Bloomfield Rd. DESCRIPTION Unlimited Nevada City, CA 95959 Planar bedding joint in tan fine grained dolomitic sandstone. Client: William Lettis & Associates, Inc. 1777 Botelho Dr., Suite 262 Normal Stress Shear Stress Walnut Creek, CA 94596 (psi) (psi) Initial 9.5 8.0 Project: Diablo Canyon Power Plant 1 .5 9.0 2 .5 14.1 (? Final 0.5 7. Job Number: 1223-60 2k6.5 14.() S I 8S.5 10 Test Date: May 10, 2001 Diablo Canyon ISFSI 1-202 of 203 Data Report I, Rev. I

1000

                                                                                                               ** 0092.Y to, 900 0 012- &

800

                                                                                                     '.      -oLe4 700 rf=

600 4r) 500 C,. 400 300 200 100 0 0.0005 0.0004 0.0003 0.0002 0.0001 0.0000 0.0005 0.0010 0.0015 0.0020 Radial Strain (in/in) Axial Strain (in./in.) LELASTIC MODULUS TEST Axial Stress vs. Axial & Radial Strain 1 Boring: 01-I Sample: #42 Geo GU Depth: 44.0' Tes,t<ý27069 N. Bloomfield Rd. Unlimited Nevada City, CA 95959 DESCRIPTION Tan frne grained dolomitic sandstone. Client: William Lettis & Associates, Inc. 1777 Botelho Dr., Suite 262 Walnut Creek, CA 94596 Project: Diablo Canyon Power Plant Modulus: 2,1 ,000 ISFSI Poisson's ratio: .1 Density: 42 pcf7 Project Number: 1223-60 Test Date: May 13, 2001 I Diablo Canyon ISFSI 1-203 of 203 Data Report I, Rev. I}}

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1.0 INTRODUCTION

5.0 REFERENCES

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