ML020290383

Part 21 of 22, Diablo Canyon Independent Spent Fuel Storage Installation, Submittal of Non-Proprietary Calculation Packages, Attachment 7.2 to Calculation 52.27.100.735, Revision 0, Book 8 of 8

ML020290383
Person / Time
Site:	Diablo Canyon
Issue date:	12/21/2001
From:	Womack L F Pacific Gas & Electric Co
To:	Document Control Desk, Office of Nuclear Material Safety and Safeguards, Office of Nuclear Reactor Regulation
References
+sispmjr200505, -nr, -RFPFR, DIL-01-004 52.27.100.735, Rev 0
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{{#Wiki_filter:NON-PROPRIETARY CALCULATIONS Book 8 of 8 Attachments to PG&E Letter DIL-01-004 Dated December 21, 2001 69-20132 03/07/01 NUCLEAR POWER GENERATION CF3.ID4 ATTACHMENT

7.2 Index

No. 402 Binder No.TITLE: CALCULATION COVER SHEET Unit(s): 1 & 2 File No.: 52.27 Responsible Group: Civil Calculation No.: 52.27.100.735 No. of Pages 3 pages + Index (4 pages) + 1 Design Calculation YES [x] NO [ ] Attachment (51 pages) System No. 42C Quality Classification Q (Safety-Related) Structure, System or Component: Independent Spent Fuel Storage Facility

Subject:

Determination of Seismic Coefficient Time Histories for Potential Sliding Masses Along Cut Slope Behind ISFSI Pad (GEO.DCPP.01.25, Rev. 1) Electronic calculation YES [ ] NO [ x I Computer Model Computer ID Program Location Date of Last Change Registered Engineer Stamp: Complete A or B A. Insert PE Stamp or Seal Below B. Insert stamp directing to the PE stamp or seal REGISTERED ENGINEERS' STAMPS AND EXPIRATION DATES ARE SHOWN ON DWG 063618 Expiration Date: NOTE 1: Update DCI promptly after approval. NOTE 2: Forward electronic calculation file to CCTG for uploading to EDMS.1 Page I of 3 69-201i. J3/07/01 Page ..f'3 CF3.ID4 ATTACHMENT

7.2 TITLE

CALCULATION COVER SHEET CALC No. 52.27.100.735, RO RECORD OF REVISIONS Rev Status Reason for Revision Prepared LBIE LBIE Check LBIE Checked Supervisor Registered No. By: Screen Method* Approval Engineer Remarks Initials/ Yes/ Yes/ PSRC PSRC Initials/ Initials/ Signature/ LAN ID/ No/ No/ Mtg. Mtg. LAN ID/ LAN ID/ LAN ID/ Date NA NA No. Date Date Date Date 0 F Acceptance of Geosciences Calc. AFT2 [ ] Yes [ ] Yes [ ] A N/A N/A N/A -. No. GEO.DCPP.01.25, Rev. 1. [ ] No [ ] No [ ] B Calc. supports current edition of , l. jo, j/i471o 10CFR72 DCPP License [x ]NA [x ]NA [x ] C ..j. -Application to be reviewed by NRC prior to implementation. Prepared per CF3.ID17. [ ]Yes [ ]Yes [ ]A [ ]No [ ]No [ ]B [ ]NA [ ]NA [ ]C [ ]Yes [ ]Yes [ ]A [ ]No [ ]No [ ]B [_]NA [ ]NA [ ]C *Check Method: A: Detailed Check, B: Alternate Method (note added pages), C: Critical Point Check 2. Pacific Gas and Electric Company 69-392(10/92) Engineering -Calculation Sheet Engineering Project: Diablo Canyon Unit ( )1 ( ) 2 (x) 1&2 CALC. NO. 52.27.100.735 REV. NO. 0 SHEET NO. 3 of 3 SUBJECT Determination of Seismic Coefficient Time Histories for Potential Sliding Masses Along Cut Slope Behind ISFSI Pad A. Tafoya Al DATE 12/15/01 CHECKED BY N/A DATE Table of Contents: Item Type 1 Index 2 Attachment A Title Cross-Index (For Information Only) Determination of Seismic Coefficient Time Histories for Potential Sliding Masses Along Cut Slope Behind ISFSI Pad Page Numbers 1-4 1-51 MADE BY 3 Pacific Gas and Electric Company 69-392(10/92) Engineering -Calculation Sheet Engineering Project: Diablo Canyon Unit ( )1 ( ) 2 (x) 1&2 CALC. NO. 52.27.100.735 REV. NO. 0 SHEET NO. 1-1 of 4 SUBJECT Determination of Seismic Coefficient Time Histories for Potential Sliding Masses Along Cut Slope Behind ISFSI Pad MADE BY A. Tafoya k' DATE 12/15/01 CHECKED BY N/A DATE 1- This table cross references between Geosciences calculation numbers and DCPP (Civil Group's) calculation numbers. This section is For Information Only. Cross-Index (For Information Only) Item Geosciences Title PG&E Calc. Comments No. CaIc. No. No. 1 GEO.DCPP.01.01 Development of Young's 52.27.100.711 Modulus and Poisson's Ratios for DCPP ISFSI Based on Field Data 2 GEO.DCPP.01.02 Determination of 52.27.100.712 Probabilistically Reduced Peak Bedrock Accelerations for DCPP ISFSI Transporter Analyses 3 GEO.DCPP.01.03 Development of Allowable 52.27.100.713 Bearing Capacity for DCPP ISFSI Pad and CTF Stability Analyses 4 GEO.DCPP.01.04 Methodology for 52.27.100.714 Determining Sliding Resistance Along Base of DCPP ISFSI Pads 5 GEO.DCPP.01.05 Determination of 52.27.100.715 Pseudostatic Acceleration Coefficient for Use in DCPP ISFSI Cutslope Stability Analyses 6 GEO.DCPP.01.06 Development of Lateral 52.27.100.716 Bearing Capacity for DCPP CTF Stability Analyses 7 GEO.DCPP.01.07 Development of Coefficient 52.27.100.717 of Subgrade Reaction for DCPP ISFSI Pad Stability Checks 8 GEO.DCPP.01.08 Determination of Rock 52.27.100.718 Anchor Design Parameters for DCPP ISFSI Cutslope 9 GEO.DCPP.01.09 Determination of 52.27.100.719 Calculation to be Applicability of Rock Elastic replaced by letter 1 Pacific Gas and Electric Company Engineering -Calculation Sheet Project: Diablo Canyon Unit ( )1 ( ) 2 (x) 1&2 CALC. NO. REV. NO.69-392(10/92) Engineering 52.27.100.735 0 nf .SHEET NO. 1-2 of 4 Cno.ffir~ie~nt TimA. for Potential Slidina Masses Alona Cut Slone Behind ISFSI Pad ,-, MADE BY A. Tafoya k DATE 12/15/01 CHECKED BY Cross-Index (For Information Only) Item Geosciences Title PG&E Calc. Comments No. CaIc. No. No. Applicability of Rock Elastic replaced by letter Stress-Strain Values to Calculated Strains Under DCPP ISFSI Pad 10 GEO.DCPP.01.10 Determination of SSER 34 52.27.100.720 Long Period Spectral Values 11 GEO.DCPP.01.11 Development of ISFSI 52.27.100.721 Spectra 12 GEO.DCPP.01.12 Development of Fling 52.27.100.722 Model for Diablo Canyon ISFSI 13 GEO.DCPP.01.13 Development of Spectrum 52.27.100.723 Compatible Time Histories 14 GEO.DCPP.01.14 Development of Time 52.27.100.724 Histories with Fling 15 GEO.DCPP.01.15 Development of Young's 52.27.100.725 Modulus and Poisson's Ratio Values for DCPP ISFSI Based on Laboratory Data 16 GEO.DCPP.01.16 Development of Strength 52.27.100.726 Envelopes for Non-jointed Rock at DCPP ISFSI Based on Laboratory Data 17 GEO.DCPP.01.17 Determination of Mean and 52.27.100.727 Standard Deviation of Unconfined Compression Strengths for Hard Rock at DCPP ISFSI Based on Laboratory Tests 18 GEO.DCPP.01.18 Determination of Basic 52.27.100.728 Friction Angle Along Rock Discontinuities at DCPP ISFSI Based on Laboratory 2 SUBJECT N/A DATE Determination ofSeismic Coefficient Time Histories for Potential Slidinn Masses Along Cut Slone Behind lSFS1 Pad Pacific Gas and Electric Company 69-392(10/92) Engineering -Calculation Sheet Engineering Project: Diablo Canyon Unit ( )1 ( ) 2 ( x ) 1&2 CALC. NO. 52.27.100.735 a REV. NO. 0 SHEET NO. 1-3 of 4 SUBJECT Determination of Seismic Coefficient Time Histories for Potential Sliding Masses Along Cut Slope Behind ISFSI Pad MADE BY A. Tafoya DATE 12/15/01 CHECKED BY N/A DATE Cross-Index (For Information Only) Item Geosciences Title PG&E Calc. Comments No. Calc. No. No. Hoek-Brown Equations 20 GEO.DCPP.01.20 Development of Strength 52.27.100.730 Envelopes for Shallow Discontinuities at DCPP ISFSI Using Barton Equations 21 GEO.DCPP.01.21 Analysis of Bedrock 52.27.100.731 Stratigraphy and Geologic Structure at the DCPP ISFSI Site 22 GEO.DCPP.01.22 Kinematic Stability Analysis 52.27.100.732 for Cutslopes at DCPP ISFSI Site 23 GEO.DCPP.01.23 Pseudostatic Wedge 52.27.100.733 Analyses of DCPP ISFSI Cutslopes (SWEDGE Analysis) 24 GEO.DCPP.01.24 Stability and Yield 52.27.100.734 Acceleration Analysis of Cross-Section I-I' 25 GEO.DCPP.01.25 Determination of Seismic 52.27.100.735 Coefficient Time Histories for Potential Siding Masses Along Cut Slope Behind ISFSI Pad 26 GEO.DCPP.01.26 Determination of 52.27.100.736 Earthquake-Induced Displacements of Potential Sliding Masses on ISFSI Slope 27 GEO.DCPP.01.27 Cold Machine Shop 52.27.100.737 Retaining Wall Stability 28 GEO.DCPP.01.28 Stability and Yield 52.27.100.738 Acceleration Analysis of Potential Sliding Masses Along DCPP ISFSI Transport Route 3 Pacific Gas and Electric Company Engineering -Calculation Sheet Project: Diablo Canyon Unit ( )1 ( )2 (x) 1&2 CALC. NO.69-392(10/92) Engineering 52.27.100.735 , i-. ,I -' REV. NO. 0 SHEET NO. 1-4 of 4 SUBJECT Determination of Seismic Coefficient Time Histories for Potential Sliding Masses Along Cut Slope Behind ISFSI Pad MADE BY A. Tafoya Al DATE 12/15/01 CHECKED BY N/A DATE Cross-Index (For Information Only) Item Geosciences Title PG&E Calc. Comments No. Caic. No. No. Retaining Wall Stability 28 GEO.DCPP.01.28 Stability and Yield 52.27.100.738 Acceleration Analysis of Potential Sliding Masses Along DCPP ISFSI Transport Route 29 GEO.DCPP.01.29 Determination of Seismic 52.27.100.739 Coefficient Time Histories for Potential Sliding Masses on DCPP ISFSI Transport Route 30 GEO.DCPP.01.30 Determination of Potential 52.27.100.740 Earthquake-Induced Displacements of Potential Sliding Masses Along DCPP ISFSI Transport Route 31 GEO.DCPP.01.31 Development of Strength 52.27.100.741 Envelopes for Clay Beds at DCPP ISFSI 32 GEO.DCPP.01.32 Verification of Computer 52.27.100.742 Program SPCTLR.EXE 33 GEO.DCPP.01.33 Verification of Program 52.27.100.743 UTEXAS3 34 GEO.DCPP.01.34 Verification of Computer 52.27.100.744 Code -QUAD4M 35 GEO.DCPP.01.35 Verification of Computer 52.27.100.745 Program DEFORMP 36 GEO.DCPP.01.36 Reserved 52.27.100.746 37 GEO.DCPP.01.37 Development of Freefield 52.27.100.747 Ground Motion Storage Cask Spectra and Time Histories for the Used Fuel Storage Project 4 Calculation 52.27.100.735, Attachment A, Page I of 51 DEC. 15. 2001i 3ý: ý)-JH1 ý, I FROM Clug+r -San FranciSco PHONE NO. :415 564 6697 ~-~'-~--.'JU -L-Jul I I J"061 VL+/-IC.LI UL NO.090 P.1/2 PACIPIC GAS AN~~D ELECTRIC COMIPANY OBOSCIENCBS DEPARTMENT CALCULATION DOCU)MENT Caic Number GEO.DCPP,01,25 Revision I Date 12/13/01 Caic Pages: 48 Verification Method: A Verification Pages: 1 TTrIL: Detoimdqinat.LonofSes33 Coef-ficsint Til~e-Hitoriq3 for patwgdia s1Idin~ Mooss 410W~ Ct Slone beblndisFSI Pad PREPARED BY: VB1RWID BY: DATE_____ Printe NameOrganization Printed Name APPR.OVED BY: Piri~nted TThm DATE I./4-54 Organization DATE /.:-/~ Organization =1Tlt~ IM

• pIIRN,%\ooklWRMStiLqW*CMCOOS\6427,OW\pu.dcpp.ol.2ARovifth 1\90var &best 12-14-01.doc Calculation 52.27.100.735, Attachment A, Page 2- of 51 PACIFIC GAS AND ELECTRIC COMPANY GEOSCIENCES DEPARTMENT CALCULATION DOCUMENT Calc Number GEO.DCPP.0 1.25 Revision I Date 12/13/01 Calc Pages: 48 Verification Method: A Verification Pages: I TITLE: Determination of Seismic Coefficient Time Histories for Potential Sliding Masses alone Cut Slope behind ISFSI Pad PREPARED BY: VERIFIED BY: 2H L/-q4 ttbp Printed Name Printed Name DATE 1, / vtoTJ //, Organization DATE Organization APPROVED BY: Printed Name Organization

\\oak I\deptdata\Project\6000s\6427.006\geo.dcpp.01.25\Revision l\cover sheet 12-14-01.doc DATE Calculation 52.27.100.735, Attachment A, Page 3 of 51 Determination of Seismic Coefficient time Histories for Potential Sliding Masses along Cut Slope behind ISFSI Pad Calc. Number GEO.DCPP.01.25 Record of Revisions Rev. Revision Reason for Revision No. Date 00 Initial Issue 11/07/01 Revised test to incorporate PG&E NQS, UFSP, and Geosciences and its reviewers' comments including:

1) clarification of SHAKE program in 01 the software section, 2) addition of 2 figures showing the velocity and 12/13/01 displacement time histories of the rotated time histories, 3) addition of record of revision sheet, and 4) minor editorial changes.

Calculation 52.27.100.735, Attachment A, Page __ of 51 CALCULATION PACKAGE GEO.DCPP.01.25 REVISION I Calculation Title: Determination of Seismic Coefficient Time Histories for Potential Sliding Masses along Cut Slope behind ISFSI Pad Calculation No.: GEO.DCPP.01.25 Revision No.: 1 Calculation Author: Zhi-Liang Wang Calculation Date: 12/13/01 PURPOSE As required by Geomatrix Consultants, Inc. Work Plan entitled, "Laboratory Testing of Soil and Rock Samples, Slope Stability Analyses, and Excavation Design for Diablo Canyon Power Plant Independent Spent Fuel Storage Installation Site," the purpose of this calculation package is to provide the seismic response of the DCPP ISFSI slope and seismic coefficient time histories for potential sliding masses identified in calculation package GEO.DCPP.01.24. ASSUMPTION

1. Response time histories of the potential sliding wedges can be approximated by averaging an appropriate number of nodal time histories within the wedge. This is a reasonable assumption because the material is stiff enough that the response of the rock wedge is very similar to the input time history.

INPUT 1. Five sets of rock motions originating on the Hosgri fault: Transmittal from PG&E Geosciences dated September 28, 2001 (Attachment 1). 2. Direction of down-slope movement along Section I-I': Transmittal from William Lettis & Associates dated August 3, 2001 (Attachment 2). 3. Orientation (azimuth) of the strike of the Hosgri fault: Transmittal from William Lettis & Associates dated August 23, 2001 (Attachment 3). 4. Direction of positive fault parallel component on Hosgri fault: Transmittal from PG&E Geosciences dated October 18, 2001 (Attachment 4). 5. Rotated motions from set 1 and set 5, from calculation package GEO.DCPP.01.26. l:\Project\6000s\6427.006\geo.dcpp.0 1.25\Revision I\GEO.DCPP.01.25-RV-I .doc Page I of 48 Calculation 52.27.100.735, Attachment A, Page 5 of 51 CALCULATION PACKAGE GEO.DCPP.01.25 "REVISION I Dynamic Properties for Finite Element Analyses Properties required for the dynamic finite element analyses include the unit weight, shear modulus at low shear strain, Gmax, and relationships describing the modulus reduction and damping ratio increase with increasing shear strains. Uniformity of materials In the stability analyses (see calculation package GEO.DCPP.0 1.24), several material properties and shear strength parameters were considered to compute factors of safety and yield accelerations for potential sliding masses. Because of the existence of the clay beds, tension crack zones, and other zones of discontinuities, the rock mass was treated as non-uniform material for the purpose of stability analysis. For purposes of the seismic response of the slope, the effects from these discontinuities were not considered significant, and the rock slope was simulated as a rock profile having density and shear wave velocity that varied with depth, based on field shear wave velocity measurements and laboratory unit weights. Unit weight of rock mass Unit weights of rock mass were based on field investigations for the ISFSI site as reported in Attachment No. 5. Shear Wave Velocity and Shear Modulus at Low Strain Shear modulus values at low strain can either be measured in the laboratory using resonant column tests or obtained from field measurements of shear wave velocity. When available, estimates of Gmax based on field measurements of shear wave velocity are preferable to laboratory test data. The shear modulus at low strain is related to the shear wave velocity by the following relationship: Gm.a = (v,) g where: Gma = shear modulus at low strain 7 = unit weight of material g = acceleration due to gravity "V", = shear wave velocity I:\Project\6000s\6427.006\geo.dcpp.01.25\Revision I\GEO.DCPP.01.25-RV-I .doc Page 2 of 48 Calculation 52.27.100.735, Attachment A, Page j of 51 CALCULATION PACKAGE GEO.DCPP.01.25 REVISION I Results of shear wave velocity measurements performed at the power block area were presented in the Long Term Seismic Program report (PG&E, 1988). Additional shear wave velocity measurements were made in the slopes behind the ISFSI pad during the current investigation. The results of these field measurements are presented in calculation package GEO.DCPP.01.21. A copy of the average shear wave velocity with depth in two borings behind the ISFSI slope is shown in Attachment

5. Based on the results of these investigations, a shear wave velocity distribution with depth was selected for use in the dynamic analyses, and is shown on the finite element mesh on Figure 6. Modulus Reduction and Damping Relationships with Strain In the iterative equivalent-linear procedure used in QUAD4M, relationships of the variation of modulus reduction factor and damping ratio with shear strain are used to select strain compatible shear moduli and damping ratios for each element. The variation of shear modulus reduction factor and damping ratio with shear strain for rock in the vicinity of the power block area was estimated on the basis of cyclic triaxial and resonant column tests performed on rock cores in 1978, as presented in Attachment

5. The data are presented on Figures 7 and 8 for the modulus reduction factor and damping ratio, respectively.

The modulus reduction curve shown on Figure 7 from the manual of the SHAKE program was selected for the current analysis, which roughly corresponds to the median value of the range obtained from the rock core tests. For the variation of damping ratio with shear strain, the curve defining the lower bound of the shaded zone for the DCPP rock was selected for use in the current analysis. METHODOLOGY Earthquake-induced seismic coefficient time histories (and their peak values, kmal) for the potential sliding surfaces were computed using the two-dimensional dynamic finite element analysis program QUAD4M (Hudson and others, 1994). This is a time-step analysis that incorporates a Rayleigh damping approach and allows the use of different damping ratios in different elements. The program QUAD4M was verified in calculation package GEO.DCPP.01.34. The program uses equivalent-linear, strain-dependent modulus and damping properties and an "iterative procedure to estimate the non-linear strain-dependent soil and rock properties. [:Project\6000s\6427.006\geo.dcpp.01 .25Revision 1\GEO.DCPP.01.25-RV-I.doc Page 3 of 48 Calculation 52.27.100.735, Attachment A, Page I_ of 51 CALCULATION PACKAGE GEO.DCPP.0 1.25 REVISION I Selection of Input Motions Geosciences Department of PG&E developed five sets of possible earthquake rock motions for the ISFSI site (see Attachment No. I as confirmed in Attachment

6) to be used as input to the analysis.

These motions are estimated to originate on the Hosgri fault about 4.5 km west of the plant site. Both fault normal and fault parallel components were determined for each of the five sets of motions. The fault parallel component incorporated the fling effect; its positive direction was specified in the southeasterly fault direction (see Attachment No. 3 as confirmed in Attachment 5). The fault normal component has a direction normal to the fault, and its polarity can be either positive or negative depending on the assumed location of the initiation of the rupture. Based on Attachments 2 and 3 as confirmed in Attachment 7, the best estimate of the direction of movement along cross section I-I' (as shown in Figure 1) is 36 +/- 10 degrees (counter-clockwise) from the direction of the strike of the Hosgri fault (i.e., to the southeast; see Attachment No. 2). The value of 10 degrees is used to address the uncertainties associated with the relative orientation between the fault and the analytical section. The fault normal component can be at + 90 degrees from fault parallel direction, that is 36+90 = 126 (or 36-90 -54) degrees from the direction of section I-I'. From these relations, the ground motion component along section I-I' can be determined from the specified components along the fault normal and fault parallel directions. The component along section I-I' will be referred to as the rotated component. The rotated component along section I-I' direction is the sum of the projections of the fault normal and fault parallel components along the direction of section I-I'. The formulation is as follows: IH' = Fp cos(q) + FN sin(o) and H- = Fp cos(q) -FN sin(o) in which the Fp and Fv are fault parallel and fault normal components of the acceleration time histories, IT is the component along section I-I' (for a positive fault normal component), and II- is the component along section I-I' (for a negative fault normal component). q0 is the angle between the up-slope direction of section I-I' and the fault parallel direction (southeast). The five sets of earthquake motions on the Hosgri fault are now rotated to earthquake motions along 1:\Project\6000s\6427.006\geo.dcpp.01.25\Revision I\GEO.DCPP.01.25-RV-I.doc Page 4 of 48 Calculation 52.27.100.735, Attachment A, Page % of 51 CALCULATION PACKAGE GEO.DCPP 01.25 REVISION I the up-slope direction of cross section I-I'. For a specified angle between section I-F' and the fault direction, there are 10 rotated earthquake motions along I-I' direction, because for each set the positive and negative directions of the fault normal component were considered separately. The response of the slope was computed using, as input, control motions specified at the horizontal ground surface in the free field, approximately 800 feet from the toe of the slope. The originally developed five sets of potential earthquake motions all fit the ISFSI design spectrum. These motions were first rotated to the direction of cross section I-I' as described above. Then, approximate earthquake-induced displacements initially were computed for each set using a rigid sliding block model based on the Newmark approach (see calculation package GEO.DCPP.01.26). The two sets of rotated motions that produced the highest deformation in the rigid sliding block analysis (based on Table 1 of GEO.DCPP.0 1.26) were selected as input motions for the two-dimensional dynamic response analyses. These two sets of rotated motions were from set 1 and set 5 as described in calculation package GEO.DCPP.01.26. The acceleration time histories of these two motions are presented in Figures 2 and 3 for set 1 and set 5 motions, respectively. The corresponding velocity and displacement time histories are shown in Figures 4 and 5. The positive values indicate motions in the up-slope direction of the section I-I', that is estimated to be, at most, 46 degrees (counter-clockwise) from the direction of the strike of the Hosgri fault. Because the base of the finite element mesh is at a depth of 300 feet, and because the QUAD4M program allows the input motion to be applied only at the base, the base motion was first computed by deconvolving the surface ground motion. The control motions specified at the ground surface (in the free field beyond the toe of the slope) were deconvolved using a one dimensional wave propagation analysis SHAKE (Geomatrix version, 1995; see "Software" section) to obtain motions at the level of the base of the two-dimensional finite-element model. Calculation package GEO.DCPP.01.34 shows that, when using the base motion developed from SHAKE, the program QUAD4M can produce reasonably similar surface ground motions in the free field. This calculation package verified that the deconvolved motions could be specified as input (outcropping) motions at the base of the two-dimensional model. The rock below this depth was modeled as an elastic half-space that has the same shear wave velocity as the rock just above it.[:Project\6000s\6427.006\geo.dcpp.01.25\Revision I\GEO.DCPP.01.25-RV-1 .doc Page 5 of 48 Calculation 52.27.100.735, Attachment A, Page 'k of 51 CALCULATION PACKAGE GEO.DCPP.01.25 REVISION I Finite Element Model and Boundary Conditions A finite element representation of the slope at ISFSI site along cross section I-I' is shown on Figure 6. The minimum thickness of the mesh layer (8 feet) was selected to allow propagation of shear waves having frequencies up to 25 Hz. The bedrock underlying the slope was modeled to a depth of about 300 feet below the horizontal free field near the toe of the slope. The base of the finite element mesh is treated as an elastic half-space. For the nodes at the two lateral boundaries, the dynamic displacement is allowed in the horizontal direction only when the horizontal input motion is applied at the base. In order to avoid unrealistic reflections from the lateral boundaries, we extended the lateral boundaries horizontally to a significant distance from the ISFSI site. Because the response is needed only at the specified potential sliding masses (located between the toe and about two-thirds the height of the slope), the laterally extended portion of the mesh does not accurately match the topography beyond these locations. The extended boundary was used only to improve the numerical accuracy of the response in the immediate vicinity of the slope, and not to model the response of the entire hillside. SOFTWARE The computer program QUAD4M was verified in calculation package GEO.DCPP.01.34. The computer program SHAKE (modified by Geomatrix, 1995) was used to compute base motions in this calculation package. SHAKE originally was developed at the University of California, Berkeley (Schnabel, Lysmer, and Seed, 1972). Geomatrix modified the code to increase the sizes of arrays to accommodate more time history data points and more layer numbers. To verify the accuracy of the modified version of SHAKE (Geomatrix, 1995), we also applied two other independently modified versions of SHAKE. These two versions are SHAKE91, modified by the University of California, Davis (Idriss and Sun, 1991), and SHAKE96S, modified by International Civil Engineer Consultants (ICEC, 1995). SHAKE96S was independently verified by ICEC using the theoretical methods documented in Tseng and Hamasaki (1996). A test was performed involving deconvolution of ground motions using the design ground motions (with peak acceleration close to 1 g) and the analytical profile developed for the ISFSI site. The maximum difference between the three deconvolved motions obtained using the three versions of SHAKE was on the order of 106 g, demonstrating that the results l:\Project\6000s\6427.006\geo.dcpp.01.25\Revision I\GEO.DCPP.01.25-RV-1.doc Page 6 of 48 Calculation 52.27.100.735, Attachment A, Page LO of 51 CALCULATION PACKAGE GEO.DCPP.0 1.25 REVISION I from SHAKE (Geomatrix, 1995) were appropriate for use in this project. The results of these verification runs are included on the enclosed compact disc. ANALYSIS The results of the dynamic analyses provide a distribution of the earthquake-induced accelerations and stresses within all elements of the modeled slope profile (cross section I-I'). Using the rotated input motion developed from sets 1 and 5, computed peak accelerations along the slope surface are presented on Figure 9. Contours of computed peak acceleration within the slope, using input motion sets 1 and 5, are shown on Figure 10 and 11, respectively. Acceleration time histories were calculated for a total of 26 locations within three potential sliding masses (namely Ib, 2c, and 3c), as shown in Figure 12. These sliding masses have the least computed yield accelerations among potential sliding masses along the various clay beds within the slope, as shown in GEO.DCPP.01.24. The locations of these potential sliding masses are presented on Figure 12. Average acceleration time histories were estimated for each mass (using the acceleration time histories computed at locations inside the three masses) and are presented in Figure 13 and 14 for input motion sets 1 and 5, respectively. Section I-I' is oriented 36 degrees from the direction of the Hosgri fault strike, and its highest elevation is about 750 feet. In order to investigate the sensitivity of the computed seismic response to the variations in the orientation of the section analyzed, a cross section was selected that has an orientation slightly different from that of I-I'. This section basically is along the ridge of the slope behind the ISFSI site, and extends as high as 1100 feet in elevation, whereas section I-I' levels out at elevation 750 feet. The computed peak surface accelerations are presented in Figure 15 for input motion set 1. Figure 15 shows that the differences in terms of peak surface accelerations between the two sections in the zone of interest are not significant. This result shows that the computed seismic responses are not sensitive to slight changes in the orientation of section I-I', or in the total height of the hillside included in the analysis.I:\Project\6000s\6427.006\geo.dcpp.01.25\Revision 1\GEO.DCPP.01.25-RV-1 .doc Page 7 of 48 Calculation 52.27.100.735, Attachment A, Page k\ of 51 CALCULATION PACKAGE GEO.DCPP.01.25 REVISION I RESULTS The computed peak surface accelerations indicate some amplification (up to 35%) along the up-slope direction for set 5 motions, as shown on Figure 9. The amplification effects for set 1 are not significant. The computed peak acceleration contours (as shown on Figures 10 and 11) indicate a decrease in accelerations with depth below the slope. The calculated average accelerations for potential sliding mass lb show a slight increase compared with the input motion due to the amplification effect at the slope surface, while the deeper sliding masses 2c and 3c show a slight decrease due to the reduction of peak accelerations with depth. The waveforms of the computed average acceleration (as shown on Figures 13 and 14) are generally similar to the input motions shown in Figures 2 and 3. This is because the material of the slope is composed basically of rock mass with relatively high shear wave velocities. REFERENCES

1. Geomatrix Consultants, Inc. Work Plan, Laboratory Testing of Soil and Rock Samples, Slope Stability Analyses, and Excavation Design for Diablo Canyon Power Plant "Independent Spent Fuel Storage Installation Site, Revision 2, dated October 8, 2000. 2. Geosciences Calculation Package GEO.DCPP.01.21, Revision 1, Analysis of Bedrock Stratigraphy and Geologic Structure at the DCPP ISFSI Site. 3. Geosciences Calculation Package GEO.DCPP.01.24, Revision 1, Stability and yield acceleration analysis of cross-section I-I'. 4. Geosciences Calculation Package GEO.DCPP.01.26, Revision 1, Determination of Potential Earthquake-Induced Displacements of Potential Sliding Masses on DCPP ISFSI Slope (Newmark Analysis).

5. Geomatrix Consultants, Inc., 1995, Modification of Program SHAKE. 6. Geosciences Calculation Package GEO.DCPP.01.34, Revision 1, Verification of QUAD4M. 7. Hudson, M., Idriss, I.M. and Beikae, M, 1994, QUAD4M (program and User's manual) Center for Geotechnical Modeling, Department of Civil & Environmental Engineering, University of California, Davis, California.

8. Idriss, I.M., and Sun, Joseph I., 1991, User's manual for SHAKE91, program modified based on the original SHAKE program published in December 1972 by Schnabel, Lysmer, and Seed, Center for Geotechnical Modeling, Department of Civil &l:\Project\6000s\6427.006\geo.dcpp.0 1.25\Revision I\GEO.DCPP.01.25-RV-I .doc Page 8 of 48 Calculation 52.27.100.735, Attachment A, Page It- of 51 CALCULATION PACKAGE GEO.DCPP.01.25 REVISION I Environmental Engineering, University of California, Davis, California.

November 1992. 9. PG&E, 1988, Final Report of the Diablo Canyon Long Term Seismic Program, July. 10. Schnabel, P.B., Lysmer. J. and Seed, H.B., SHAKE, A computer program for earthquake response analysis of horizontally layered sites, EERC Report No. 72-12, University of California, Berkeley, December.

11. Tseng and Hamasaki, 1996. ATTACHMENTS

1. 09/28/2001, PG&E Geosciences, Robert K. White, Re: Confirmation of transmittal of inputs for DCPP ISFSI slope stability analyses, pages 25 through 27. 2. 08/3/2001, William Lettis & Associates, Inc., Jeff Bachhuber, Re: Ground Motion Directional Components, pages 21 and 29. 3. 08/23/2001, William Lettis & Associates, Inc., Jeff Bachhuber, Re: Revised Estimates for Hosgri Fault Azimuth, DCPP ISFSI Project, pages 30 and 31. 4. 10/18/2001, PG&E Geosciences, Joseph Sun, Re: Positive direction of the fault parallel component time history on the Hosgri fault, pages 32 through 35. 5. 10/25/2001, PG&E Geosciences, Robert White, Re: Input parameters for calculations, pages 36 through 41. 6. PG&E Geosciences, Robert White, Re: Confirmation of preliminary inputs for DCPP ISFSI site, pages 42 through 44. 7. 11/1/2001, PG&E Geosciences, Robert White, Re: Confirmation of additional inputs to calculations for DCPP ISFSI site, pages 45 through 48 ENCLOSURE Compact disc labeled, "PG&E DCPP ISFSI, GEO.DCPP.01.24, Rev. 1; GEO.DCPP.01.25, Rev. 1; and GEO.DCPP.01.26 , Rev. 1, December 13, 2001," and containing the input and output files for determination of seismic coefficient time histories for potential sliding masses along cut slope behind ISFSI pad.l:\Project\6000s\6427.006\geo.dcpp.0

.25\Revision I\GEO.DCPP.01.25-RV-1 .doc Page 9 of 48 Calculation 52.27.100.735, Attachment A, Page 0 of 51 GEO.DCPP.01. 25 REVISION 1 N t Az= 3380 Az= 3020 FN\\ \\ \Motion, A Figure 1. Orientations of Section I-I' and Hosgri Fault.OF 48 1.0 S~Up-slope 0 o -0.5 C 0) 0 -0.5 Component along section H-', used for analyses 0 (46 deg. from F.P direction, combined with -FN component) .(6 d .f m dio , c 0 10 20 30 40 50 1.0 1. Sourtheast ' "0.5 C: -o 00. hi -0.5 Fault parallel component with fling effect -1.0I 0 0 10 20 30 40 50 .I .1 .0 , , ,,' CO 7 0.5 0 z 0.0 (D 0 -0.5 <- Fault normal component -1.0 I1 1 0 10 20 30 40 50 Time (second) r <Ub 0 Figure 2. Acceleration time histories of fault normal, fault parallel and rotated I-I components of Set 1. z l~k J. 10 20 30 40 10 20 30 40 0 10 20 30 40 Time (second)Figure 3. Acceleration time histories of fault normal, fault parallel and rotated I-I' components of Set 5.1.0 C3) 0 0 0 0.5 0.0 -0.5 -1.0 0 1.0 0 a) 0 0 Corr~ponent along section I-I', used for analyses (.46,deg. from Ij.P direction,, combined 1 with FN coi 0.5 0.0 -0.5 -1.0 C 1-i1 0 C) 0 L.. U) U) 0 0 1.0 0.5 0.0 -0.5 -1.0 50 -I 50 0 50 0 tz 1 0C. Z ( 10 10 20 20 30 30 40 40 Time (second) Figure 4. Time histories of acceleration, velocity, and displacement from I-I' components of set 1.1.0 "D 0.5 0 .4 ,z 0.0 0-0.5 -1.0 (0 200 0 a) -C/) 100 E " 0 o-100 -200 Component along section I-I', used for analyses (46,deq. from Fj.P direction, combined, with -FN c'"0 C 0 5 5 I I 200 E 0 "- 100 E 0 al 0_--100 -2000 10 00 U'0 due to techtonic movement 50 ' i~i 0 -b Zo: (1.0 I I 0) .-0.5 0.0 (, Sa) -0.5 ponent along section I-I', used for analyses <-1.0 (46,deg. from Ij.P direction,, combined 1 with FN component) 0 10 20 30 40 50 200 cfit S10 0 p E 0 o_100 I ,I ,I ,I .1. -200 0 10 20 30 40 50 200 E 100 due to techtonic movement CL-U -2 00 .- 001 03 05 00 Figure 5. Time histories of acceleration, velocity, and displacement from I-rcomponents of set 5. :Z (I))(! Calculation 52.27.100.735, Rev. 0, Attachment A, Page A of 51 GEO.DeCP.01. OI REVISION I I I I II I I !I I i i I 1 1 -400 -200 6 200 400 600 800 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 Horizontal Distance, feet I"--1 3000 Figure 6. Finite Element Representation of Slope at ISFSI Site, Cross Section 1-I.PAGE :L;)800 700 600-co U) .u 500 400 300-200 100--600 Calculation 52.27.100.735, Attachment A, Page __f of 51 GEO.DCPP.014D REVISION I Shear Strain (%) 10.1 Figure 7 Variation of shear modulus with shear strain for the site rock based on 1978 laboratory test data.In Pacific Gas and Electric Company Diablo Canyon Power Plant Long Term Seismic Program 48 10' 2.0 1.8 1.6 U) '0 co 0 z 1.4 1.2 1.0 0.8 0.6 0.4 0.2 0 10"l PAGE I U Calculation 52.27.100.735, Attachment A, Page VO of 51 GEO.DCPP.01.4 REiSION i Shear Strain (o) I0" 2 10*'25 20 0 Irr C) CL Is 10 5 0 Figure Variation of damping ratio with shear strain for the site rock based on 1977 laboratory test data."-/Pacific Gas and Electric Company PAGE ,OF 4 0 Diablo Canyon Power Plant Long Term Seismic Program .(Po .,,,,,, atin-- ;, n g... . S ..ace Peak acceleration from set 1 motion ------------ -Peak acceleration from set 5 motion Surface elevation of section 1-1 slope 200 400 600 800 1000 1200 1400 1600 Horizontal Distance, feet Figure 9. Computed peak acceleration along slope surface , 1.2 1 0.8 0.6 0.4 0.2 0-0) r:7 C0 0 (n Cl a) 0 C: 0 a) a) a_ CO CO ("tI 0 800 700 600 0 500 ILU 400 300 0r Z, z-1800 C) 0 C) C) 800 = 700- 10 -0.9 S-'-"-'--- 0.8 -o 600 2 5 0 0 -o. 9 , 0 -.. .2 400- 0. 1Z -0.7.P > 300- .2 0 0- 100.9 S-600 -400 -200 0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 3000 Horizontal Distnace, feet S~Figure 10. Contours of peak acceleration induced by motion set 1 along section W-'. CL) 0 0 Zt! zo 0., ((.5300- 0. d 0_ 0 co o Fiue1.Cnor fpa ceeaininue ymto e ln eto -' .o40 0 : _Z0. -0.78 . ]0.6 ----o-.6 200- Y 10000 0-0 >-600 20 0 20 40 60 80 10 120 10 160 1 0 200 20 2400 2600 2800 3000; tnHorizontal Distnace, feet > Z 0 0 <0 Cý 1 ,-node points to compute acceleration time histories I I I I I I I I I -Sliding Mass 1 b Sliding Mass 2c Sliding Mass 3c 100 I III IIIII 1 3 200 300 I0I I I I T 400 500 600 700 800 900 1000 1100 I I 1 1 1200 1300 1400 1500 Horizontal Distance, feet Figure 12. Potential sliding masses and node points for computed acceleration time histories 0 " Zc C)(800 (700 600 500 400 300-0 uii 0 CO 200-1 00--I-0 -100 0 CD) 0 0 eb 0-I ý- (0M 0 C: 0) 0 C.0.5 0.0 -0.5 1.0 0.5 0.0 -0.5 -1.0 1.0 0.5 0.0 -0.5 -1.0 1.0 0-1.01 0 Figure 13., 50 -JI 5o0 0 10 20 30 40 10 20 30 40 50 Time (second) Average acceleration time histories of potential sliding masses using input motion set 1 0 z (0 10 20 30 40 U) 0 Co CM 0) "Cd 0 0 (D C 0 0 0 0 U C") (10 20 30 40 0 0 10 20 30 40 0 10 20 30 40 Time (second) Figure 14. Average acceleration time histories of potential sliding masses using input motion set 5.(1.0 CM 0 az a) C., 0 0.5 0.0 -0.5 -1.0 1.0"tzl CI.0D C 0 CO a) a) ,0 CM C 0 (V 2 a) a,) 0 (i 50 50 0.5 0.0 -0.5 -1.0 1.0 0.5 0.0 -0.5 -1.0 0 Ut 0 C; (Cn a) 0 03 CU Co 0~ Co 0 4 M T I M U) C) 0 0 U) 0..1.2 1 0.8 0.6 0.4 0.2 0-, Zone of interest Peak acceleration along section I-I from s ----------- Peak acceleration along ridge section fror Surface elevation of section I-I ----------- Surface elevation of section along ridge ,....- -" 1500 2000 2500 Horizontal Distance, feet Figure 15. Variations of computed peak acceleration along slope surface.et 1 motion m set 1 motion.(I= 1000 800 : 600 > LL0 400 C) 0 0.. Co 0 500 1000 3000 3500 4000-C o v 0 CD' Calculation 52.27.100.735, Attachment A, Page TL% of 51 GEO.DCP.P.O1. I REVISION 1 ATTACHMENT 1 PAGE .%OF 48 Calculation 52.27.100.735, Attachment A, Page 2-f of 51 Pacific Gas and Electric Company Geosciences 245 Market Street, Room 418B GEO.DCPP.01. I z Mail Code N4C P.O. Box 770000 PEVISION ' San Francisco, CA 94177 415/973-2792 Fax 415/973-5778 Dr. Faiz Makdisi Geomatrix Consultants 2101 Webster Street Oakland, CA 94612 September 28, 2001 Re: Confirmation of transmittal of inputs for DCPP ISFSI slope stability analyses DR. MAKDISI: This is to confirm transmittal of inputs related to slope stability analyses you are scheduled to perform for the Diablo Canyon Power Plant (DCPP) Independent Spent Fuel Storage Installation (ISFSI) under the Geomatrix Work Plan entitled "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." Inputs transmitted include: Drawing entitled "Figure 21-19, Cross Section I-I'," dated 9/27/01, labeled "Draft," and transmitted to you via overnight mail under cover letter from Jeff Bachhuber of WLA and dated 9/27/01. Time histories in Excel file entitled "timehistories_3comp_revl .xls," dated 8/17/2001, file size 3,624 KB, which I transmitted to you via email on 8/17/2001. Please confirm receipt of these items and forward confirmation to me in writing. Please note that both these inputs are preliminary until the calculations they are part of have been fully approved. At that time, I will inform you in writing of their status. These confirmation and transmittal letters are the vehicles for referencing input sources in your calculations. PAG O 8 trans2fmrn.doc:rkw:9/28/01 ., PAGE ý,,OF Calculation 52.27.100.735, Attachment A, Page _& of 51 GEO.DCPP.O 1.r2;5 Confirmation of transmittal of inputs for DCPP ISFSI slope stability analyses REVISION "I Although the Work Plan does not so state, as you are aware all calculations are required to be performed as per Geosciences Calculation Procedure GEO.001, entitled "Development and Independent Verification of Calculations for Nuclear Facilities," revision 3. All of your staff assigned to this project have been previously trained under this procedure. I am also attaching a copy of the Work Plan. Please make additional copies for members of your staff assigned to this project, review the Work Plan with them, and have them sign Attachment

1. Please then make copies of the signed attachment and forward to me. If you have any questions, feel free to call. Thanks. ROBERT K. WHITE Attachment cc: Chris Hartz PAGE 2'j' OF 46 Calculation 52.27.100.735, Attachment A, Page 3\ of 51 GEO.DCPP.0 1.2 5 REVISION I ATTACHMENT 2.PAGE ;6 OF q8 Calculation 52.27.100.735, Attachment A, Page -of 51 GEO.DCPP.01.2' 5 REV ISION William Lettis & Associates, Inc. T ,fEM 7 7 r3ntelho D'ive, Suite 262, Walnut Creek, Californip 94596 Voice: (925) 256-6070 FAX: (925) 256-6076 TO: Dr. Faiz Makdisi -Geomatrix Consultants, Inc. FROM: Jeff L. Bachhuber

-William Lettis & Associates, Inc. DATE: August 3, 2001 RE: Ground Motion Directional Components FAIZ: At the request of Robert K. White of PG&E Geoscienecs Department, we prepared this memorandum that documents our review of ground motion directional components for slope stability analyses at the PG&E DCPP ISFSI site. It is our understanding that you will be rotating ground motions developed by PG&E to the best-estimated downslope failure direction and require an appropriate. rotation angle from the Hosgri fault parallel direction. Based on our geologic characterization, the most likely slope failure direction would be along cross section I-I' on the attached figure 21-3, or along an azimuth orientation of about 302 ;-10'. We believe that this value is conservatively realistic. Please call me if you have any questions or require further input for this issue. Cc: Rob Whlaite/Bill Page -PG&E Geosciences !,PAGE O OF48 Calculation 52.27.100.735, Attachment A, Page 15_ of 51 GEO.DCPP0

1.5 REVISION

1 ATTACHMENT 3 PAGE OF O 8i S1 1 (i [ 226 W ..LL!.AM & ASSOC ATS .NC. Y252i6b6OJ, Calculation 52.27.100.735, Attachment A, Page of 51 GEO.DCPP.01 .i--REVWSION I William Lettis & Associates, Inc. 1777 Bot.lho Drive, Silte 262, WaJntit Creek, California 94596 Voice: (925) 256,-6(07fl FAX: (925) 256-6076 MEMORANDUM TO: Dr. Faiz Makdisi -Geomatrix Consultants, Inc, FROM: Jeff L. Bachhuber -William Lettis & Associates, Inc. DATE: August 23, 2001 RE: Revised Estimates for Hosgri Fault Azimuth, DCPP ISFSI Project FAIZ: This memorandum provides a revised strike azimuth of 338' for the I-Iosgri fault for evaluation of ground motion directional components for slope stability analyses at the PG&E DCPP ISFSI site. The revised azimuth presented in this memorandum supercedes the previous estimated azimuths (328' to 3350) presented in our memorandum dated August 8, 2001, and is based on a re-evaluation of fault maps in the PG&E LTSP (1988), and ISFSI project Calculation Package GEO.01.21, The revised estimated average strike for the Hosgri fault nearest the ISFSI site (bctwccn Morro Bay and San Luis Bay) is 338'. Figure 21-23 of Calculation Package GEO.01.21, which previously showed an azimuth of 340' for the Hosgri fault, will be revised to correspond to this re-interpreted average strike. Discrete faults and local reaches of the fault zone exhibit variations in strike azimuth between about 328' and 338', but the average overall strike of 3380 is believed to be the best approximation for the ground motion modeling, Please call me if you have any questions or require further input for this issue. Jeff Bachhuber Cc: Rob White/Bill Page -PG&E Geosciences DAGE ;j OF48 Calculation 52.27.100.735, Attachment A, Page 35 of 51 GEO.DCPP.0

1. Z 5 REVISION 1 ATTACHMENT 4 , PAGE 0"-

Calculation 52.27.100.735, Attachment A, Page _3 of 51 Pacific Gas & Electric Company Geosciences 0epartment GEO.DCPP.0. 25 REVJISION 1 P.O. Box 77000)0, Mail Code NAC San Francisco, CA 94177 Fa~x: (415) 973-5778 TELEFAX COVER SHEET To: Company: XeL57r'4--, Phone: 6 C I Fax: C57/0 -3i-4-4 cc: REMARKS: C] Per request r7 For review F] Reply ASAP C] Please comment .<. r3-f- -a "ca-2.A t A PAGE o OF' qj\,-ý- Iý1 Date: ___ Number of pages including cover sheet: _From: Company: PG&E Phone: 5415 973- Z;' Fax: _415) 973-5778 mmýL ----- -- -MNEMNWNNNý Calculation 52.27.100.735, Attachment A, Page i31 of 51 PACIFC GAS AND ELECTRIC COMPAN~Y CF-OS CIENCES DEPARTNMNT CALCULATION DOCTNfENT=fE: -U e( Lvfkt-,,1ý GEO.DCPP.O 1 .4 a REV7U31ION' I Ca;-c Numnber~~~~ Revi sion J Datc 0C. ~'>~ Caic Pages: 2-4ý Verificat~ion Method: f Ver-ificaTici Pagcs: 17 9 A~~-t_4 +~ 4(~t 17LJ PREPARED BY: DATE 'f)CD,4\ ti r Printed Name VEPffTE BY: Printed Namie APPROVED BY: Prired4a e i Organization DATE Organizatiou DATE Organmiauon -.. ...... CL FS CLU V) N. 172 C..\PAGE'5..0F Calculation 52.27.100.735, Attachment A, Page of 51 GEO.DCPP.01 4 5 REISION I Calc Number: GEO.DCPP.01.14 Rev Number: 1 Sheet Number: 4 of 26 Date: 10/12/01 6. BODY OF CALCULATIONS Step 1: S-wave arrival times The approximate arrival times of the S-waves is estimated by visual inspection of the velocity time histories (Figures 1, 2, 3, 4, and 5). The selected arrival times are listed in Table 6-1. Table 6- 1. Time of Fling Set Reference Time History Approximate Arrival Time Polarity* Arrival time of of fling (tl) S-waves (sec), 1 Lucerne 8.0 7.1 -1 2a Yarimca 9.0 8.5 -1 3 LGPC 4.0 3.4 -1 5 El Centro (1940) 1.5 0.0 1 6 Saratoga 4.5 3.7 -1

• The polarity is applied to the fault parallel time history from calculations GEO.DCPP.01.13 (rev 1) to cause constructive interference between the S-wave and the fling. (eq. 5-2). A fling arrival time is selected by visual inspection of the interference of the velocity of the transient motion and the fling (Figures 1, 2, 3, 4, and 5). The selected fling arrival time are listed in Table 6-1. Since DCPP is on the east side of the Hosgri fault and the fault has right-lateral slip, the permanent tectonic defonmation at the site will be to the southeast.

In the time histories the fling has a positive polarity. Since the tectonic deformation will be: to the southeast, the positive direction of the fault parallel time history is dtftned to the southeast. Step 2: Fling Time History Using the values of A, ow, and Tiling given in input 4-1, and the values oft 1 given in Table 6-1, the fling time history is determined using eq. (5-1). The computed fling time histories for the 5 sets are shown in Figures 1, 2, 3, 4, and 5. PAGE OF 1 48 Calculation 52.27.100.735, Attachment A, Page 30_ of 51 GEO.DCPP.01.Z D REVISION I ATTACHMENT 5 PAGE ;3G OF.,j4 8 Calculation 52.27.100.735, Attachment A, Page 'ku of 51 Pacific Gas and Electric Company Geosciences 245 Market Street, Room 4[3B GEO.DCPP.01.5 Mail Code N4C P.O. Box 770000 San Francisco, CA 94177 REVISION *L 415/973-2792 Fax 415/973-5778 DR. FAIZ MAKDISI GEOMATRIX CONSULTANTS 2101 WEBSTER STREET OAKLAND, CA 94612 October 25, 2001 Re: Input parameters for calculations DR. MAKDISI: As required by Geosciences Calculation Procedure GEO.001, entitled "Development and Independent Verification of Calculations for Nuclear Facilities," rev. 4, I am providing you with the following input items for your use in preparing calculations.

1. The shear wave velocity profiles obtained in borings BA98-1 and BA98-3 in 1998 are presented in Figure 21-42, attached, of Calculation GEO.DCPP.01.21, entitled "Analysis of Bedrock Stratigraphy and Geologic Structure at the DCPP ISFSI Site," rev. 0, and can be so referenced.

These profiles were previously presented in Figure 10 of the WLA report entitled "Geologic and Geophysical Investigation, Dry Cask Storage Facility, Borrow and Water Tank Sites," dated January 5, 1999. 2. The average unit weight of rock obtained from the hillside has been determined to be 140 pounds per cubic foot, as documented in a data report entitled "Rock Engineering Laboratory Testing -GeoTest Unlimited." 3. Regarding the time histories provided to you on 8/17/01, since the tectonic deformation will be to the southeast, the positive direction of the fault parallel time history is defined as to the southeast, as described in Geosciences Calculation GEO.DCPP.01.14, entitled "Development of Time Histories with Fling," rev. 1, page 4. 4. The source of the shear modulus and damping curves are Figures Q19-22 and Q19-23, attached, from PG&E, 1989, Response to NRC Question 19 dated December 13, 1988, and can be so referenced. Regarding format of calculations, please observe the following: PAGE ;D oF 48lLU/L1Lll U0~ Iltn. :bw.l ti.' Calculation 52.27.100.735, Attachment A, Page A_. of 51 Faiz Makdisi input parameters for calculations GEO.DCPP.O1. 25 Contents of CD-ROMs attached to calculations should be listed in the calcul #q IO.. including title, size, and date saved associated with each file on the CD-RONi e number of files is considerable, a simple screen dump of the CD-ROM contents is sufficient. If you have any questions regarding the above, please call me. ROBERT K. WHITE Attachments PAGE o OF q8 (Borings 98BA-1 and 98BA-4 Velocity (motersIsecond) 0 500 1000 Vs 1500 2000 2500 3000 3500 4000 370 60--6---R1 VS BA 98-04 * ..... ',-'O-S-R1V$BA 98-04 S* i ......i"--(3 -RS-R 2 Vp8A 98-01 20 ..... .. I-R2 VS BA 98-01 350 120 4 I -R1 pBA98.01 * ! " :{ --e--S-RI Vp A 98-01 i .-4i-- --R1-R2 Vo BA 98-041 40 330. ... .~. .....' e gr d at 310". 3 10 * ! , : : .. .. " ~ ~ ~....... ..-..-... .- .:i :;: i ::! .: : : :. 230 180 .... .. 100 2 -170 120 Ar. v rV .... ...... > * ;. .... ..... .. .. ......: .. ....... ......... .... ..... ..7 0 ', : .......: ... ... . 2 4 0 ' .... ...i .......... ..... .. ' ' 3 0 2000 4000 Boring 98BA-3 Velocity (meters/second) 0 500 1000 1500 2000 2500 3000 3500 4000 Vs Vp 20 40 60 80 100 120 140 160 180 200 220 240 6000 8000 10000 12000 14000 Velocity (lee/second) 0 2000 4000 6000 8000 Velocity (leet/second) (w Note: Average nelociry profiles interpreted from data. R I R2 = Receiver-to-receiver velocity (3.3-loot spacing) S-R1 = Source-to-receiver velocity (10.3-0oot spacong)0 -1 0 0 -4 S 0 -I DIABLO CANYON ISFSI FIGURE 21-42 ISFSl SITE SUSPENSION LOGS AND INTERPRETED AVERAGE SEISMIC VELOCITIES Page 163 of 162 t-I 0 0 C00 11-4 S(' Z '-(0 nri CK)10000 12000 14000 Modifed tron GeoVis"on (1998), OCPP ISFSI SAR Section 2.6 Toticaj Report Appendx C GE:O,0CPP.01.21 REV 0 Calculation 52.27.100.735, Attachment A, Page __1 of 51 GEO.DCPP.01. ,2 ;aee 31 QJUestIonII Y9 REVISION 1 Shear Strain (%) 1 0-Z 10" Figure Q19-22 Variation of shear modulus with shear strain for the site rock based on 1978 laboratory test data.PAGE 40 OF 4 8 IN Pacific Gas and Electric Company Diablo Canyon Power Plant Long Term Seismic Program'C'.. .-- -1¢10.4 2.0 1;8 1.6 0 U, E N 0 z 1.4 1.2 1.0 0.8 0.6 0.4 0.2 0 10., Calculation 52.27.100.735, Attachment A, Page 'V of 51 GEO.DCPP.O1.0, e 3 in 7 REVISION L 25 20 CC is 10 5 0 10 .3 Shear Strain (o) 10o2 10-I Figure Q19-23 Variation of damping ratio with shear strain for the site rock based on 197-7 laboratory test data.PAGEL OF4j8 In Pacific Gas and Electric Company Diablo Canyon Power Plant Long Term Seismic Program Quesr on 1 7 Calculation 52.27.100.735, Attachment A, Page 6$ of 51 GEO.DCP.OP1. 2 5 REVISION I ATTACHMENT 6 PAGE 4 Z OF 48 Calculation 52.27.100.735, Attachment A, Page kke of 51 Pacific Gas and Electric Company Geosciences D.O r 245 Market Street, Room 418B GEO.DCPP.0I- , Mail Code N4C P.O. Box 770000 San Francisco, CA 94177 REVISION 1 415/973-2792 Fax 415/973-5778 DR. FAIZ MAKDISI GEOMATRIX CONSULTANTS 2101 WEBSTER STREET OAKLAND, CA 94612 October 31, 2001 Re: Confirmation of preliminary inputs to calculations for DCPP ISFSI site DR. MAKDISI: A number of inputs to calculations for the DCPP ISFSI slope stability analyses have been provided to you in a preliminary fashion. This letter provides confirmation of those inputs in a formal transmittal. A description of the preliminary inputs and their formal confirmation follow. Letter to Faiz Makdisi from Rob White dated June 24, 2001.

Subject:

Recommended rock strength design parameters for DCPP ISFSI site slope stability analyses. This letter recommended using 4 = 50 degrees for the preliminary rock strength envelope in your stability analyses, and indicated that this value would be confirmed once calculations had been finalized and approved. Calculations GEO.DCPP.0 1.16, rev. 0, and GEO.DCPP.01.19, rev. 0, are approved and this recommended value is confirmed. Letter to Faiz Makdisi from Rob White dated September 28, 2001.

Subject:

Confirmation of transmittal of inputs for DCPP ISFSI slope stability analyses. This letter provided confirmation of transmittal of cross section I-I' and time histories, and indicated that these preliminary inputs would be confirmed once calculations had been approved. Calculation GEO.DCPP.01.21, rev. 0, is approved and section I-I' as described in the September 28 letter is confirmed. A copy of the figure from the approved calculation is attached. Calculations GEO.DCPP.01.13, rev. 1, and GEO.DCPP.01.14, rev. 1, are both approved and time histories as described in the September 28 letter are confirmed. A CD of the time histories from the approved calculations is attached. PAGE 4 OF 4 8 Calculation 52.27.100.735, Attachment A, Page 4-1 of 51 Faiz Makdisi Confirmation of preliminary inputs to calculations for DCPP ISFSI site GEO.DCPP.01.25 REVISION "Email to Faiz Makdisi from Joseph Sun dated October 24, 2001.

Subject:

Ground motion parameters for back calculations. This email provided input for a back calculation to assess conservatism in clay bed properties in the slope. Inputs included maximum displacement per event of 4 inches and a factor of 1.6 with which to multiply ground motions for use in the back calculation analysis. This letter confirms those input values, with the following limitation: these values have not been developed under an approved calculation, therefore should not be used to directly determine clay bed properties for use in forward analyses, but may be used for comparative purposes only, to assess the level of conservatism in those clay bed properties determined in approved calculations Letter to Faiz Makdisi from Jeff Bachhuber dated October 10, 2001.

Subject:

Transmittal of Revised Rock Mass Failure Models -DCPP ISFSI Project. This letter provided you with figures indicating potential rock mass failure models as superimposed on section I-I'. This letter confirms PG&E approval to use these models in your analyses. These figures are labeled drafts and are currently being finalized in a revision to Calculation GEO.DCPP.01.21. Once this revision and the included figures have been approved, I will inform you in writing of their status. ROBERT K. WHITE Attachments PAGE q. OF Lj8 Calculation 52.27.100.735, Attachment A, Page bt' of 51 GEO.DCPP.01. Z S REVISION I ATTACHMENT 7 PAGE 4S 0 0F48 Calculation 52.27.100.735, Attachment A, Page 4A of 51 Pacific Gas and Electric Company Geosciences 245 Market Street, Room 418B Mail Code N4C P.O. Box 770000 GODP-1 San Francisco, CA 94177 415/973-2792 REVISION Fax 415/973-5778 DR. FAIZ MAKDISI GEOMATRIX CONSULTANTS 2101 WEBSTER STREET OAKLAND, CA 94612 November 1, 2001 Re: Confirmation of additional inputs to calculations for DCPP ISFSI site DR. MAKDISI: Additional inputs to calculations for the DCPP ISFSI slope stability analyses have been provided to you by Jeff Bachhuber of William Lettis Associates. This letter provides confirmation of our acceptance of those inputs in a formal transmittal. A description of those additional inputs and their formal acceptance follow. Letter to Faiz Makdisi from Jeff Bachhuber dated August 3, 2001.

Subject:

Ground Motion Directional Components. This letter recommended using an azimuth of 302 degrees plus or minus 10 degrees for the orientation of the most likely failure surfaces, coinciding with Section I-I'. We concur with this recommendation based on the discussion on page 53 of the approved Calculation GEO.DCPP.01.21, rev. 0, and verification of the orientation of Section I-I' on Calculation Figure 21-4, attached. Letter to Faiz Makdisi from Jeff Bachhuber dated August 23, 2001.

Subject:

Revised Estimates for Hosgri Fault Azimuth, DCPP ISFSI Project. This letter recommended using an azimuth of 338 degrees for the orientation of the average strike of the Hosgri fault. We concur with this recommendation, based on verification of the orientation as presented in the LTSP plates and as shown on Figure 21-36, attached, of Calculation GEO.DCPP.01.21, rev. 0. ROBERT K. WHITE Attachments PAGE O1 oF48 Itr2fm4.doc:rkw: 11/1/01 page I of I Calculation 52.27.100.735, Attachment A, Page Q of 51 Explanation --- Fault: dashed where approximately located; teeth indicate dip direction of reverse fault; arrows indicate relative sense of displacement ..... Syncline axial trace 0.14 Late Pleistocene (post 120,000 years ago) uplift rate (meters/1 000 yr) 0.16* Uplift rate (meters/1000 yr) based on the altitude and estimated age (560,000 years) of the 07 marine terrace PAGE 47 EB] Estero Bay Subblock FIF Irish Hills Subblock EWD Edna Subblock N R Newsom Ridge Subblock SAFETY ANALYSIS REPORT DIABLO CANYON ISFSI FIGURE 21-36 REGIONAL STRUCTURE MAP GEO.DCPP.01.21 REV 0 Oclobe( 15, 2001 Page 157 of 162 1 OF 48 ,.,-. -, ..- -- -- ----Lmo, rp , Oc /Y i v , .v -.\- -.N 636 X N 6353C CcX P LA NLATION Qc I Co.Auvium ' Opim Marine teirace deposil (overlain oy Cc) Obispo rormation (lower and middle Miocene) DOLOMITE SUBUNIT Dolomite. .:iayey dolomile, dolomitic silrsone Io line-grained dolomiic sndstone. and limestone. The subunil conlalns occasional dasconlrinuous to continuous (tens to hundreds OI feelt c!ay beds thai are generally 1:32 to 1/2-inch thick. but locally are Ihicker Rocks in this unil are moderatel i- o ;veil-cemenred. medium hard. moderately to slignlly -neatherec. orllte and typically medium strong, TobaFrable (pcorly cemenled) dolomite and dolomllic rocks of subunlt To 0 1. I rThese typically nave low hardness, are very weak Io weak. and occur as discontinuous zones where weathering and/or alleratlon has been concentraled. SANDSTONE SUBUNIT Dolomilic medium- 0o coarse-grained sandstone (arkose Io arenilic). and altered sandstone. derrmal clasts are composed primarily ol dolomilrzei

eldspars.

marine fossil fragments. and volcanic rock Iragmenls Discontinuous clay layers thar are generally less han 112 inch nick occur locally within roe sutuncr The rocks are oI row 1o medium hddness. moderately-10 well-cemented and typically medium strong. Friable (poorly cemenled) dolomitic sandstone and sandsrone of suounil To.b-2 These rocks lypically are o0 low hardness and are very weak to weak. and occur as discontinuous zones in places where weathering and/or alteration has been concentraled. Strike and dir of bedding T nEpiralmylaranch, 0ei. 80 Minor lault. di: indicated. dashed D where inlerred, queried where OS-l. Disconinumr, survey iine uncertain. afr3ws show sense or / n bulldozer cut movement. U-uptnrown. -dovwnlhrown. Foolonnt of 500 kV lower I Small. secondary faults exposed 5n Irench 0 ep n Outline of ISFSI Pads and CTF s.1a Clay beds. thickness indicated Prooosed cut slope above ISFSI Pads 0 Geologic conlact. Solid line ., where well.defined. dashed Axis oi anticline. solid arrow fn wnere approximate i N snows plunge, dasned N where approximate O1-C*___ Boring to, ISFSl. numie, M indicaled (inllial number is -Axis of synclhne. solid arrow year drilled) 4 shows plunge. dashed where approximate . A Axis of monoclhne. solid & arrow snows plunge. dasred Geologic cross seCltOn. -wnere approximale arrows indicate end of line is~ rof[e map area -so te araShoreline angle od manne terrace "p wave-cut plaltorm (buried). elevation indicaled 290:5 (O5 terrace: see Figure 21.24) ISFSI Culslope is a scnemalic representation and is nor final NT DIABLO CANYON ISFSI FIGURE 21-4 GEOLOGIC MAP OF ISFSI AND CTF SITES GGEO CCPP'rI2E D .... CO < U 0-4 © .4 z 0 c).t~Zl 0-"D .0 co 0 Page 1 of 3 69-20132 03/07/01 NUCLEAR POWER GENERATION CF3.ID4 ATTACHMENT

7.2 Index

No. 402 Binder No.TITLE: CALCULATION COVER SHEET Unit(s): 1 & 2 File No.: 52.27 Responsible Group: Civil Calculation No.: 52.27.100.736 No. of Pages 3 pages + Index (4 pages) + 1 Design Calculation YES [x] NO [] Attachment (49 pages) System No. 42C Quality Classification Q (Safety-Related) Structure, System or Component: Independent Spent Fuel Storage Facility

Subject:

Determination of Earthquake-Induced Displacements of Potential Sliding Masses on ISFSI Slope (GEO.DCPP.01.26, Rev. 1)FElectronic calculation YES [i 1 NO [ x Computer Model Computer ID Program Location Date of Last Change Registered Engineer Stamp: Complete A or B A. Insert PE Stamp or Seal Below B. Insert stamp directing to the PE stamp or seal REGISTERED ENGINEERS' STAMPS AND EXPIRATION DATES ARE SHOWN ON DWG 063618 Expiration Date: NOTE 1: Update DCI promptly after approval. NOTE 2: Forward electronic calculation file to CCTG for uploading to EDMS.1 69-201t,. j3/07/01 , CF3.ID4 ATTACHMENT 7.2 Page~. .3 TITLE: CALCULATION COVER SHEET CALC No. 52.27.100.736, RO RECORD OF REVISIONS Rev Status Reason for Revision Prepared LBIE LBIE Check LBIE Checked Supervisor Registered No. By: Screen Method* Approval Engineer Remarks Initials/ Yes/ Yes/ PSRC PSRC Initials/ Initials/ Signature/ LAN ID/ No/ No/ Mtg. Mtg. LAN ID/ LAN ID/ LAN ID/ Date NA NA No. Date Date Date Date 0 F Acceptance of Geosciences Calc. AFT2 [ ] Yes [ ] Yes [ ] A N/A N/A N/A No. GEO.DCPP.01.26, Rev. 1. A--r Caic. supports current edition of t [ ] No [ ] No [ ] B 1OCFR72 DCPP License [x] NA [x]NA [x]C tL ]./o ( Z//-/,, Application to be reviewed by NRC prior to implementation. Prepared per CF3.ID 17. [ ]Yes [ ]Yes [ ]A []No [INo []B [ ]NA [ ]NA [ IC [ ]Yes [ ]Yes [ ]A []No []No []B [ ]NA [ ]NA [ ]C *Check Method: A: Detailed Check, B: Alternate Method (note added pages), C: Critical Point Check 2 Pacific Gas and Electric Company 69-392(10/92) Engineering -Calculation Sheet Engineering Project: Diablo Canyon Unit ( )1 ( ) 2 (x) 1&2 CALC. NO. 52.27.100.736 REV. NO. 0 SHEET NO. 3 of 3 SUBJECT Determination of Earthquake-Induced Displacements of Potential Slidinq Masses on ISFSI Slope MADE BY A. Tafoya to DATE 12/15/01 CHECKED BY N/A DATE Table of Contents: Item Type 1 Index 2 Attachment A Title Cross-Index (For Information Only) Determination of Earthquake-Induced Displacements of Potential Sliding Masses on ISFSI Slope Page Numbers 1-4 1 -49 3 Pacific Gas and Electric Company Engineering -Calculation Sheet Project: Diablo Canyon Unit ( )1 ( )2 (x) 1&2 CALC. NO.69-392(10/92) Engineering 52.27.100.736 REV. NO. 0 SHEET NO. 1-1 of 4 SUBJECT Determination of Earthquake-Induced Displacements of Potential Sliding Masses on ISFSI Slope MADE BY A. Tafoya IV DATE 12/15/01 CHECKED BY N/A DATE 1- This table cross references between Geosciences calculation numbers and DCPP (Civil Group's) calculation numbers. This section is For Information Only. Cross-Index (For Information Only) Item Geoscience Caic. Title PG&E Calc. Comments No. No. No. 1 GEO.DCPP.01.01 Development of Young's 52.27.100.711 Modulus and Poisson's Ratios for DCPP ISFSI Based on Field Data 2 GEO.DCPP.01.02 Determination of 52.27.100.712 Probabilistically Reduced Peak Bedrock Accelerations for DCPP ISFSI Transporter Analyses 3 GEO.DCPP.01.03 Development of Allowable 52.27.100.713 Bearing Capacity for DCPP ISFSI Pad and CTF Stability Analyses 4 GEO.DCPP.01.04 Methodology for 52.27.100.714 Determining Sliding Resistance Along Base of DCPP ISFSI Pads 5 GEO.DCPP.01.05 Determination of 52.27.100.715 Pseudostatic Acceleration Coefficient for Use in DCPP ISFSI Cutslope Stability Analyses 6 GEO.DCPP.01.06 Development of Lateral 52.27.100.716 Bearing Capacity for DCPP CTF Stability Analyses 7 GEO.DCPP.01.07 Development of Coefficient 52.27.100.717 of Subgrade Reaction for DCPP ISFSI Pad Stability Checks 8 GEO.DCPP.01.08 Determination of Rock 52.27.100.718 Anchor Design Parameters for DCPP ISFSI Cutslope 9 GEO.DCPP.01.09 Determination of 52.27.100.719 Calculation to be Applicability of Rock Elastic replaced by letter Stress-Strain Values to Calculated Strains Under 1 Pacific Gas and Electric Company Engineering -Calculation Sheet Project: Diablo Canyon Unit ( )1 ( )2 (x) 1&2 69-392(10/92) Engineering CALC. NO. 52.27.100.736 REV. NO. 0 SHEET NO. 1-2 of 4 SUBJECT Determination of Earthquake-Induced Dislacements of Potential Sliding Masses on ISFSI Slope MADE BY A. Tafoya 0 DATE 12/15/01 CHECKED BY N/A DATE Cross-Index (For Information Only) Item Geoscience Caic. Title PG&E Caic. Comments No. No. No. DCPP ISFSI Pad 10 GEO.DCPP.01.10 Determination of SSER 34 52.27.100.720 Long Period Spectral Values 11 GEO.DCPP.01.11 Development of ISFSI 52.27.100.721 Spectra 12 GEO.DCPP.01.12 Development of Fling 52.27.100.722 Model for Diablo Canyon ISFSI 13 GEO.DCPP.01.13 Development of Spectrum 52.27.100.723 Compatible Time Histories 14 GEO.DCPP.01.14 Development of Time 52.27.100.724 Histories with Fling 15 GEO.DCPP.01.15 Development of Young's 52.27.100.725 Modulus and Poisson's Ratio Values for DCPP ISFSI Based on Laboratory Data 16 GEO.DCPP.01.16 Development of Strength 52.27.100.726 Envelopes for Non-jointed Rock at DCPP ISFSI Based on Laboratory Data 17 GEO.DCPP.01.17 Determination of Mean and 52.27.100.727 Standard Deviation of Unconfined Compression Strengths for Hard Rock at DCPP ISFSI Based on Laboratory Tests 18 GEO.DCPP.01.18 Determination of Basic 52.27.100.728 Friction Angle Along Rock Discontinuities at DCPP ISFSI Based on Laboratory Tests 19 GEO.DCPP.01.19 Development of Strength 52.27.100.729 Envelopes for Jointed Rock Mass at DCPP ISFSI Using 2 Pacific Gas and Electric Company Engineering -Calculation Sheet Project: Diablo Canyon Unit ( )1 ( )2 (x) 1&2 69-392(10/92) Engineering CALC. NO. 52.27.100.736 REV. NO. 0 SHEET NO. 1-3 of 4 SUBJECT Determination of Earthquake-Induced Displacements of Potential Sliding Masses on ISFSI Slope MADE BY A. Tafoya DATE 12/15/01 CHECKED BY N/A DATE Cross-Index (For Information Only) Item Geoscience Calc. Title PG&E CaIc. Comments No. No. No. Hoek-Brown Equations 20 GEO.DCPP.01.20 Development of Strength 52.27.100.730 Envelopes for Shallow Discontinuities at DCPP ISFSI Using Barton Equations 21 GEO.DCPP.01.21 Analysis of Bedrock 52.27.100.731 Stratigraphy and Geologic Structure at the DCPP ISFSI Site 22 GEO.DCPP.01.22 Kinematic Stability Analysis 52.27.100.732 for Cutslopes at DCPP ISFSI Site 23 GEO.DCPP.01.23 Pseudostatic Wedge 52.27.100.733 Analyses of DCPP ISFSI Cutslopes (SWEDGE Analysis) 24 GEO.DCPP.01.24 Stability and Yield 52.27.100.734 Acceleration Analysis of Cross-Section I-I' 25 GEO.DCPP.01.25 Determination of Seismic 52.27.100.735 Coefficient Time Histories for Potential Siding Masses Along Cut Slope Behind ISFSI Pad 26 GEO.DCPP.01.26 Determination of 52.27.100.736 Earthquake-Induced Displacements of Potential Sliding Masses on ISFSI Slope 27 GEO.DCPP.01.27 Cold Machine Shop 52.27.100.737 Retaining Wall Stability 28 GEO.DCPP.01.28 Stability and Yield 52.27.100.738 Acceleration Analysis of Potential Sliding Masses Along DCPP ISFSI Transport Route 3 Pacific Gas and Electric Company Engineering -Calculation Sheet Project: Diablo Canyon Unit ( )1 ( )2 (x) 1&2 69-392(10/92) Engineering CALC. NO. 52.27.100.736 REV. NO. 0 SHEET NO. 1-4 of 4 SUBJECT Determination of Earthquake-Induced Displacements of Potential Slidinq Masses on ISFSI Slope MADE BY A. Tafoya K DATE 12/15/01 CHECKED BY N/A DATE Cross-Index (For Information Only)4 Item Geoscience Calc. Title PG&E Calc. Comments No. No. No. 29 GEO.DCPP.01.29 Determination of Seismic 52.27.100.739 Coefficient Time Histories for Potential Sliding Masses on DCPP ISFSI Transport Route 30 GEO.DCPP.01.30 Determination of Potential 52.27.100.740 Earthquake-Induced Displacements of Potential Sliding Masses Along DCPP ISFSI Transport Route 31 GEO.DCPP.01.31 Development of Strength 52.27.100.741 Envelopes for Clay Beds at DCPP ISFSI 32 GEO.DCPP.01.32 Verification of Computer 52.27.100.742 Program SPCTLR.EXE 33 GEO.DCPP.01.33 Verification of Program 52.27.100.743 UTEXAS3 34 GEO.DCPP.01.34 Verification of Computer 52.27.100.744 Code -QUAD4M 35 GEO.DCPP.01.35 Verification of Computer 52.27.100.745 Program DEFORMP 36 GEO.DCPP.01.36 Reserved 52.27.100.746 37 GEO.DCPP.01.37 Development of Freefield 52.27.100.747 Ground Motion Storage Cask Spectra and Time Histories for the Used Fuel Storage Project FROM :Cluff -San Francis Calculation 52.27.100.736, Attachment A, Page I of 49 DEC. 15. 200@1 4: UU~H41t co PHONE NO. : 415 564 6697 I-'6&E k-,UELALNCES DMP NO.090 P. 2/2, PACIFIC GAS AND ELE-CTRC COMPANSY GEOSCIENCES DEPARThvMNT CALCULATION DOCUMENT Cab Nuniber GEO.DCP.O1.26 Revision I Date 12/13/01 Cabc Papes; 46 Vcrificatlon Method: A Verification Pages, I TITLE; Deto~~~ ln~~mn~o oeta 1dn UUL9f~ A 1aALdn PREPARE-D By: VERIFIED BY.-4HI L-,4 L1'4 U'A1 " A. prinutd Na Organimadon DATE V Primted Name s APPROVED BY.Organizatnou DATE / '~ Organizatiou Ja. LU ~~ 1ýcovlr Shae= 12-14.oL .doo Calculation 52.27.100.736, Attachment A, Page 2- of 49 PACIFIC GAS AND ELECTRIC COMPANY GEOSCIENCES DEPARTMENT CALCULATION DOCUMENT Calc Number GEO.DCPP.01.26 Revision 1 Date Calc Pages: Verification Method: Verification Pages: 12/13/01 46 A 1 TITLE: Determination of Earthquake-Induced Displacements of Potential Sliding Masses on ISFSI Slope PREPARED BY: SA' '- 4 DATE I 2jj 3 , Printed Name VERIFIED BY:*SgAniz TPio X Organization DATE /,-' 41--l /Printed Name Organization APPROVED BY: Printed Name Organization \\oak l\deptdata\Project\6000s\6427.006\geo.dcpp.0 1 .26\Revision l\cover sheet 12-14-01.doc DATE.- '4 1->iI .( Calculation 52.27.100.736, Attachment A, Page 3 of 49 Determination of Earthquake-Induced Displacements of Potential Sliding Masses on DCPP ISFSI Slope Calc. Number GEO.DCPP.01.26 Record of Revisions Rev. Revision Reason for Revision No. Date 00 Initial Issue 11/07/01 Revised test to incorporate PG&E NQS, UFSP, and Geosciences and its 01 reviewers' comments including:

1) addition of record of revision sheet, 12/13/01 and 2) minor editorial changes.4 I.

Calculation 52.27.100.736, Attachment A, Page __L of 49 CALCULATION PACKAGE GEODCPP.01.26 REVISION I Calculation Title: Determination of Earthquake-Induced Displacements of Potential Sliding Masses on DCPP ISFSI Slope Calculation No.: GEO.DCPP.01.26 Revision No.: 1 Calculation Author: Zhi-Liang Wang Calculation Date: 12/13/01 PURPOSE As required by Geomatrix Consultants, Inc. Work Plan entitled, "Laboratory Testing of Soil and Rock Samples, Slope Stability Analyses, and Excavation Design for Diablo Canyon Power Plant Independent Spent Fuel Storage Installation Site," the purpose of this calculation package is to estimate earthquake-induced permanent displacements of potential sliding masses (on the cut slope behind the ISFSI pad) using Newmark-type analyses. ASSUMPTIONS Not applicable. INPUT 1. Five sets of rock motions originating on the Hosgri fault: Transmittal from PG&E Geosciences dated September 28, 2001 (Attachment 1). 2. Direction of down slope movement along Section I-I': Transmittal from William Lettis & Associates dated August 3, 2001 (Attachment 2). 3. Orientation (azimuth) of the strike of the Hosgri fault: Transmittal from William Lettis & Associates dated August 23, 2001 (Attachment 3). 4. Direction of positive fault parallel component on Hosgri fault: Transmittal from PG&E Geosciences dated October 18, 2001 (Attachment 4). 5. Yield accelerations and locations for potential sliding masses from calculation package GEO.DCPP.01.24, revision 1. 6. Average acceleration time histories in potential sliding masses from calculation package GEO.DCPP.01.25, revision 1.C:\DATA\rkwactive\P WRPLTS\DCPP\Drycask\calculations\calc_01.26\GEO.DCPP.0 1.26-rev 1.doc Page I of 46 Calculation 52.27.100.736, Attachment A, Page c of 49 CALCULATION PACKAGE GEO.DCPP.01.26 REVISION I METHODOLOGY Development of Rotated Motions along Section I-I' Geosciences Department of PG&E developed five sets of possible earthquake rock motions for the ISFSI site (see Attachment 1 as confirmed in Attachment

6) to be used as input to tie analysis.

These motions are estimated to originate on the Hosgri fault about 4.5 km west of the plant site. Both fault normal and fault parallel components were determined for each of the five sets of motions. The fault parallel component incorporated the fling effect and its positive direction was specified in the southeasterly fault direction (see Attachment No. 4 as confirmed in Attachment 5). The fault normal component has a direction normal to the fault strike, and its polarity can be either positive or negative depending on the assumed location of the initiation of the rupture. Based on Attachments 2 and 3 as confirmed in Attachment 7, the best estimate of up-slope direction along cross section I-I' (as shown in Figure 1) is 36 degrees (counter clockwise) from the direction of the strike of the Hosgri fault. (i.e., to the southeast). The fault normal component can be at + 90 degrees from the fault parallel direction, that is 36+90 = 126 (or 36-90 = -54) degrees from the direction of section I-I'. From these relations, the ground motion component along section I-I' can be determined from the specified components along the fault normal and fault parallel directions. The component along section I-I' will be referred to as the rotated component. The rotated component along the direction of section I-I' direction is the sum of the projections of the fault normal and fault parallel components along the direction of section I-I'. The formulation is as follows: IH' = Fp cos(q) + FN. sin(q5) and I- = Fp cos(b) -Fv sin(J) in which the FP and FN are fault parallel and fault normal components of the acceleration time histories, It is the component along section I-I' for the positive fault normal component, and IT is the component along section I-I' for the negative fault normal component. 0 is the angle between the up-slope direction of section I-I' and the fault parallel direction (southeast). The five sets of earthquake motions on the Hosgri fault now are rotated to earthquake motions along\\oak I \deptdata\Project\600Os\6427.006\geo.dcpp. 0 1.26\Revision 1\GEO.DCPP.01.26-RV-1 .doc Page 2 of 46 Calculation 52.27.100.736, Attachment A, Page (P of 49 CALCULATION PACKAGE GEO.DCPP.01.26 REVISION I the up-slope direction of cross section I-I'. For a specified angle between section I-I' and the fault direction, there are 10 rotated earthquake motions along the I-I' direction, because the positive and negative directions of the fault normal component were considered separately. Procedures for Calculation of Permanent Displacement The procedure used to estimate permanent displacements involves the following steps. 1. A yield acceleration, ky, at which a potential sliding surface would develop a factor of safety of unity, is estimated using limit equilibrium, pseudo-static slope stability methods. The yield acceleration depends on the slope geometry, the ground water conditions, the undrained shear strength of the slope material, and the location of the potential sliding surface. The analyses are presented in calculation package GEO.DCPP.01.24.

2. The seismic coefficient time history (and the maximum seismic coefficient, kmax) induced within a potential sliding mass is estimated using two-dimensional dynamic finite element methods. The seismic coefficient is the ratio of the force induced by an earthquake in a sliding block to the total mass of that block. Alternatively, the seismic ... .coefficient time history can be obtained directly by averaging acceleration values from several different finite elements within the sliding block at each time interval.

These analyses are presented in calculation package GEO.DCPP.01.25.

3. For a specified potential sliding mass, the seismic coefficient time history for that mass is compared with the yield acceleration, ky. When the seismic coefficient exceeds the yield acceleration, down-slope movement will occur along the direction of the assumed failure plane. The movement will decelerate and will stop after the level of the induced acceleration drops below the yield acceleration, and the relative velocity of the sliding mass drops to zero. The accumulated permanent down-slope displacement is calculated by double-integrating the increments of the seismic coefficient time history that exceed the yield acceleration.

The results of these computations are presented below. SOFTWARE The program DEFORMP was validated in GEO.DCPP.0 1.35 and used in this package for the displacement computation. C:\DATA\rkwactive\PWRPLTS\DCPP\Drycask\calculations\calc_0 1.26\GEO.DCPP.0 1.26-rev I .doc Page 3 of 46 Calculation 52.27.100.736, Attachment A, Page 7 of 49 CALCULATION PACKAGE GEO.DCPP.0 1.26 REVISION I ANALYSIS Because the slope at the ISFSI site is a rock slope, and its seismic response is anticipated to be generally similar to the input rock motions, the earthquake-induced deformation was first estimated using a Newmark-type analysis for a sliding block on a rigid plane. An estimated yield acceleration of 0.20g (based on estimates from calculation package GEO.DCPP.0 1.24) was used to calculate the deformation of the sliding block. The displacement was computed for the negative direction (representing down-slope movement) only. The permanent down-slope displacement of the sliding block was integrated by using the input rock motions in the positive direction (representing the up-slope direction) only. These preliminary displacement estimates were used to help in selecting the ground motion time histories that provided the largest permanent displacement. Table 1 shows the calculated down-slope permanent displacements (for the five sets of rotated rock motions) using the program DEFORMP, following the Newmark rigid block approach described above. Details of the DEFORMP calculations, including the input and output files, "are included in the enclosed compact disc labeled GEO.DCPP.01.26, December 13, 2001. The results (for 4=36 degrees) indicate that, on average, ground motion sets 1, 3, and 5 provided the largest displacements (2.9 feet to 2.4 feet). A sensitivity analyses was performed to evaluate the effect of the uncertainty in the direction of section I-I' relative to the fault strike. For this analysis 4 was varied by + 10 degrees. As shown in Table 1, for = 46 degrees, ground motion set 1 (with a negative fault normal component) and set 5 (with a positive fault normal component) produced the largest displacements (3.3 feet and 2.8 feet, respectively). This is because the fault normal components are stronger than the fault parallel components in most cases, and for 4 = 46 degrees, the I-I' direction is closer to the fault normal direction. Set 3 motion, when combined with the negative fault normal component, produced 2.8 feet of displacement; however, when combined with the positive fault normal component, it produced much smaller displacement than did set 5. Based on the above rigid sliding block analyses, two rotated ground motions, set 1 motion (rotated 46 degrees with a negative fault normal component) and set 5 motion (rotated 46\\oak I \deptdata\Proj ect\6000s\6427.006\geo.dcpp.0 1 26\Revision I\GEO.DCPP.01.26-RV-1P.doc Page 4 of 46 Calculation 52.27.100.736, Attachment A, Page S of 49 CALCULATION PACKAGE GEO.DCPP.0 1.26 REVISION I degrees with a positive fault normal component), were used in the two-dimensional finite element analyses as described in calculation package GEO.DCPP.01.25 TABLE 1. DOWN-SLOPE DISPLACEMENT CALCULATED BASED ON ROTATED INPUT MOTIONS ALONG SECTION I-I' (DISPLACEMENT UNIT: FEET; YIELD ACCELERATION: 0.2g)RESULTS Earthquake-Induced Displacements of Existing Slope The results of stability analyses were reported in calculation package GEO.DCPP.01.24. Using the potential sliding masses having the lowest yield accelerations (namely I b, 2c, and 3c), the potential for permanent displacements was evaluated using the concept of yield acceleration proposed by Newmark (1965) and modified by Makdisi and Seed (1978) as described above. The potential sliding masses and the node points where the computed acceleration time histories were used to develop average-acceleration time histories for each sliding mass are presented in Figure 2. The computed average acceleration time histories for potential sliding masses Ib, 2c, and 3c are presented in Figures 3 and 4 for input motion sets I and 5, respectively. The computed peak seismic coefficient, kmax, for the three potential sliding masses are listed in Table 2. The values ranged between 0.80g and 0.98g for input motion set 1, and\\oakl\deptdata\Project\6000s\6427.006\geo.dcpp.01.26\Revision I\GEO.DCPP.01.26-RV-i.doc Set No. Description Polarity Ky=0.20 1 -136 1-1 4 6 1-126 Set 1 Lucerne FN- 2.9 3.3 2.5 FN+ 1.4 1.4 1.5 Set 2a Yarimca FN- 2.4 2.8 1.8 FN+ 1.2 1.4 1.1 Set 3 LGPC FN- 2.5 2.8 2.3 FN+ 1.3 1.2 1.4 Set 5 El Centro FN- 2.2 2.6 1.8 FN+ 2.4 2.8 2.1 Set 6 Saratoga FN- 0.9 1.1 0.8 FN+ 0.9 1.0 0.8 Page 5 of 46 Calculation 52.27.100.736, Attachment A, Page j of 49 CALCULATION PACKAGE GEO.DCPP.0 1.26 REVISION I between 0.61g and 0.75g for input motion set 5. As expected, the largest potential sliding mass 3c has the lowest peak seismic coefficient for both set I and set 5 motions. The seismic coefficient time histories shown in Figures 3 and 4 were then double-integrated, using the program DEFORMP, to obtain earthquake-induced displacements for any specified yield acceleration. Details of these calculations, including the input and out files, are included in the enclosed compact disc labeled GEO.DCPP.01.26. Note that the positive direction of the rock motions (shown in Figure 1) is consistent with the coordinate system selected for the dynamic analysis; i.e. the horizontal coordinate increases in the up-slope direction. As mentioned before, the integration was made for the ground motion amplitudes exceeding the yield acceleration in the positive direction only, and the resulting displacement was computed for potential sliding in the down-slope direction. The relationships between calculated displacement and yield acceleration, ky, for each of the three potential sliding masses considered are presented on Figures 5 and 6 for input motion sets 1 and 5, respectively. The normalized relationships between calculated displacement and yield .acceleration ratio, ky/kma,,, for the three potential sliding masses considered are presented on Figures 7 and 8 for input motion sets 1 and 5, respectively. For the yield acceleration values listed in Table 2, the earthquake-induced down-slope displacements for all the potential slip surfaces analyzed were estimated from Figures 5 and 6, and are summarized in Table 2. Computed permanent displacements using set 1 motion as input range from about 3.1 feet for sliding mass Ib, to about 1.4 feet for sliding mass 3c. Computed displacements using ground motion set 5 as input were lower, ranging from 2.4 feet for sliding mass I b to about V2 foot for sliding mass 3c. Sliding mass l b (located in the upper portion of the slope) daylights at a horizontal distance of about 400 feet from the toe of the cut slope behind the pad. As mentioned above, the estimated displacements for this sliding mass ranged between 2.4 and 3.1 feet. Sliding mass 2c (located in the middle portion of the slope) daylights about 100 feet from the toe. The estimated displacements for this sliding mass ranged between 21/2 and 3 feet.\\oak I \deptdata\Project\6000s\6427.006\geo.dcpp.0 1.26\Revision I\GEO.DCPP.01.26-RV-I.doc Page 6 of 46 Calculation 52.27.100.736, Attachment A, Page _j_9 of 49 CALCULATION PACKAGE GEO.DCPP.0 1.26 REVISION I Considering the thickness and strength of the reinforced concrete pad, potential sliding mass 3c daylights between the edge of the pad and the toe of the cut slope. The computed displacements for sliding mass 3c ranged between 0.6 and 2 feet. Two additional potential sliding masses were analyzed in addition to 3c: sliding mass 3c-1, which daylights beyond the edge of the ISFSI pad; and sliding mass 3c-2, which daylights at the first bench on the cut slope behind the pad. The computed displacements for sliding mass 3c-1 ranged between 0.4 and 1.2 feet. For sliding mass 3c-2, the computed displacements ranged between 0.8 and 2.0 feet, depending on the input motion used in the analysis. Sliding mass 3c-2 daylights at a horizontal distance of about 70 feet from the edge of the pad. TABLE 2 COMPUTED DOWN-SLOPE DISPLACEMENTS USING SET 1 AND SET 5 INPUT MOTIONS Sliding Input Yield Acceleration, Peak Seismic Down-slope Mass Motion ky, (g) Coefficient, kma,, Displacement, feet Location (g) lb Set 1 0.20 0.98 3.1 2c Set 1 0.19 0.89 3.1 3c Set 1 0.25 0.81 1.4 3c-1 Set 1 0.28 0.80 1.2 3c-2 Set 1 0.23 0.81 2.0 lb Set 5 0.20 0.75 2.4 2c Set 5 0.19 0.68 2.3 3c Set 5 0.25 0.61 0.6 3c-1 Set 5 0.28 0.61 0.4 3c-2 Set 5 0.23 0.62 0.8 Earthquake-Induced Displacements for Back-Analysis of Pre-excavated Slope Configuration An approximate back-analysis was performed for the slope behind the ISFSI pad in its pre excavated (pre-1971) configuration to evaluate the level of conservatism in the assumed lateral extent and the undrained strength of the clay beds underlying the slope. This analysis is described in calculation package GEO.DCPP.01.24. Ground motions used in this analysis were\\oak 1\deptdata\Project\6000s\6427.006\geo.dcpp.O0 1.26\Revision 1\GEO.DCPP.01.26-RV-1.doc Page 7 of 46 Calculation 52.27.100.736, Attachment A, Page tk of 49 CALCULATION PACKAGE GEO.DCPP.01.26 REVISION I estimated by approximately scaling, by a factor of 1.6, the median-plus-one standard deviation design ground motions already developed for the ISFSI site. The basis for such an estimate is described in Attachment

8. Accordingly, two rotated input ground motions, set I and set 5, were scaled by a factor of 1.6 and integrated to estimate earthquake-induced displacements for various specified yield accelerations.

The corresponding displacement-yield acceleration relationships are presented in Figures 9 and 10 for input motion sets 1 and 5., respectively. These displacement relationships were used to estimate appropriate yield accelerations that were in turn used in the back-analysis described in calculation package GEO.DCPP.01.24. It should be noted that the computed displacements shown in Figures 9 and 10 were estimated using the scaled input motions only. The results of dynamic analyses (described in calculation package GEO.DCPP.01.25) indicate that amplification effects of the excavated slope were not significant. That is, the computed average acceleration time histories for potential sliding masses within the slope were not significantly different from the input motions. Thus, using the scaled input motion time histories to compute displacements for use in the approximate back analysis is considered reasonable and acceptable. REFERENCES

1. Geomatrix Consultants, Inc. Work Plan, Laboratory Testing of Soil and Rock Samples, Slope Stability Analyses, and Excavation Design for Diablo Canyon Power Plant Independent Spent Fuel Storage Installation Site, Revision 2, dated October 8, 2000. 2. Geosciences Calculation Package GEO.DCPP.01.24, Revision 1, Stability and yield acceleration analysis of cross-section I-I'. 3. Geosciences Calculation Package GEO.DCPP.0 1.25, Revision 1, Determination of seismic coefficient time histories for potential sliding masses along cut slope behind ISFSI pad. 4. Geosciences Calculation Package GEO.DCPP.01.35, Revision 1, verification of computer code -DEFORMP.

5. Makdisi, F.I., and Seed, H.B., 1978, Simplified procedure for estimating dam and embankment earthquake-induced deformations:

Journal of the Geotechnical Engineering Division, American Society of Civil Engineers, v. 104, no. GT7, July, pp. 849-867.\\oak 1\deptdata\Project\6000s\6427.006\geo.dcpp.01.26\Revision I\GEO.DCPP.01.26-RV-1 .doc Page 8 of 46 Calculation 52.27.100.736, Attachment A, Page \Z- of 49 CALCULATION PACKAGE GEO.DCPP.01.26 REVISION 1 6. Newmark, N.M., 1965, Effects of earthquakes on dams and embankments: Geotechnique, v. 15, no. 2, p. 139-160. ATTACHMENTS

1. 09/28/2001, PG&E Geosciences, Robert K. White, Re: Confirmation of transmittal of inputs for DCPP ISFSI slope stability analyses, pages 20 trough 22. 2. 08/3/2001, William Lettis & Associates, Inc., Jeff Bachhuber, Re: Ground Motion Directional Components, pages 23 and 24. 3. 08/23/2001, William Lettis & Associates, Inc., Jeff Bachhuber, Re: Revised Estimates for Hosgri Fault Azimuth, DCPP ISFSI Project, pages 25 and 26. 4. 10/18/2001, PG&E Geosciences, Joseph Sun, Re: Positive direction of the fault parailel component time history on the Hosgri fault, pages 27 through 30. 5. 10/25/2001, PG&E Geosciences, Robert White, Re: Input parameters for calculations, pages 31 through 36. 6. 10/31/2001, PG&E Geosciences, Robert White, Re: Confirmation of preliminary inputs for DCPP ISFSI site, pages 37 through 39. ,, 7. 11/1/2001, PG&E Geosciences, Robert White, Re: Confirmation of additional inputs to calculations for DCPP ISFSI site, pages 40 through 43. 8. 12/13/01, PG&E Geosciences, letter from Robert White to Faiz Makdisi, Re: Confirmation of ground motion parameters for back-calculations, pages 44 through 46. ENCLOSURE Compact disc labeled, "PG&E DCPP ISFSI, GEO.DCPP.01.24, Rev. 1; GEO.DCPP.01.25, Rev. 1; and GEO.DCPP.01.26, Rev. 1, December 13, 2001," and containing the input and output files for computation of earthquake-induced displacements of potential sliding masses.C:\DATA'rkw 1.26\GEO.

DCPP.0 1.26-rev I .doc Page 9 of 46 Calculation 52.27.100.736, Attachment A, Page \5 of 49 N Az= 3380 Az= 3020 GEO.DCPP.0O .I 6 REVISION 1 SMotion, A 4/1 Figure 1. Orientations of Section I-I' and Hosgri Fault.PAGE ,i OF4 6%949 CtIl. 00 ((node points to compute acceleration time histories II I I I I I I I I I I I I 100 200 300 400 500 600 7 8 700 800 0 900 I I I 1000 1100 1200 1300 1400 1500 Horizontal Distance, feet Z Figure 2. Potential sliding masses and node points for computed acceleration time histories 0 C)C C C..JLJ 700 600 500 400 300 200 100-Sliding Mass lb 2c Sliding Mass ass 3c-2 Slidina M Sliding Mass 3c Sliding Mass 3c-1 0 tri 0 0 LU 0-1-100 0'-4 0 0 0 Slidina Mass 3c-2 (, 1.0 I I I 0.5 .0 S0.0 CD o-0.5 < -Average acceleration in sliding mass 1 b -1.0 1 1 0 10 20 30 40 50 1.0 0.5 0) _ a) t -0.5 S< -Average acceleration in sliding mass 2c > -1 I o 0 10 20 30 40 50 .1 .0 ! , ' I ' I 0 _ 0.5 0.5 0 Ca I ý 0.0 _I C) 0 -0.5 0 < -Average acceleration in sliding mass 3c -1.0 1 1 0 10 20 30 40 50 C Time (second) -C) Figure 3. Average acceleration time histories of potential sliding masses using input motion set 1 0Z Figue 3 Avrag acclertio tie hstores f ptenialslidng asss uinginpu moionset1 o t' C;') (10 20 30 40 10 20 30 40 0.5 0.0 -0.5 -1.0 1.0 0.5 0.0 -0.5 -1.0 0 10 20 Time (second) Figure 4. Average acceleration time histories of potential 30 40 (50 si sliding masses using input motion set 5. z©, 1.0 cJ) C 0 0 0.5 0.0 -0.5 -1.0 0 1.0 0) a 0 0 C4 0 ".TI 0) C 0 1) 0 0<50 50 0 I, 0 0 C7 Calculation 52.27.100.736, Attachment A, Page _j of 49 100.00 10.00 E 1.00 aL 0.10 0.01 0.0 GEO.DCPP.O

1. 6 REVISION .1.0 0.2 0.4 0.6 0.8 ky Figure 5. Permanent displacement versus yield acceleration from average acceleration time histories (set 1 input motion).PAGE OF 4' Calculation 52.27.100.736, Attachment A, Page It of 49 GEO.DCPP.0 1".: "' REVISION I 0.2 0.4 6.6 ky 0.8 Figure 6. Permanent displacement versus yield acceleration from average acceleration time histories (set 5 input motion).PAGE L,5.0.F 4U 100.00 10.00 a) E AD 0 CDL ._m Cl)1.00 0.10 0.01 0.0 1.0 Calculation 52.27.100.736, Attachment A, Page 1\ of 49 GEO.DCPP.01.

' REVISION I 100.00 10.00 0.2 0.4 ky/kmax 0.6 0.8 Figure 7. Permanent displacement versus yield acceleration ratio from average acceleration time histories (set 1 input motion).PAGE i OF 46 ISFSI Motion Set 1, 1-I Component S- Sliding mass 1B, kmax = 0.98 g _ Sliding mass 2C, kmax = 0.89g -Sliding mass 3C, kmax = 0.81 g ,\ _ -\\_ ____~"i_,_(D E C, 0~ c., 1.00 0.10 0.01 0.0 1.0 Calculation 52.27.100.736, Attachment A, Page N of 49 GEO.DCPP.O1. 01 REVISION 1.0 ky/kmax Figure 8. Permanent displacement versus yield acceleration ratio from average acceleration time histories (set 5 input motion).PAGE 1ioF 40 100.00 10.00 (D CL .U) E 1.00 0. 0.10 0.01 0.0 Calculation 52.27.100.736, Attachment A, Page _2L of 49 100.00 10.00 1.00 0.10 0.01 GEO.DCPP.0. 16 REVISION I 0.0 0.2 0.4 0.6 0.8 ky Figure 9. Permanent displacement versus yield acceleration from scalied input acceleration time histories-rotated motion set 1 PAGE O. OF 46 UD (D E C) 0 1.0 Calculation 52.27.100.736, Attachment A, Page 27- of 49 tLU.DCPP.01.ý REVISION L 0.2 0.4 0.6 0.8 ky Figure 10. Permanent displacement versus yield acceleration from scaled input acceleration time histories-rotated motion set 5.PAGE Xi9 OF 4 100.00 10.00 E a, 1.00 0.10 0.01 0.0 1.0 Calculation 52.27.100.736, Attachment A, Page 2,3 of 49 GEO.DCRP.01. 'o REVISION I ATTACHMENT 1 PAGE 90 0OF 46 Calculation 52.27.100.736, Attachment A, Page 2* of 49 Pacific Gas and Electric Company Geosciences 245 Market Street, Room 418B Mail Code N4C P.O. Box 770000 San Francisco, CA 94177 415/973-2792 Fax 415/973-5778 GEO.DCPP.01 2W REVISION I lpd,6.- 1E1 trans2fml .doc:rkw:9/28/01 ,PAGE 21 OF 6 Dr. Faiz Makdisi Geomatrix Consultants 2101 Webster Street Oakland, CA 94612 September 28, 2001 Re: Confirmation of transmittal of inputs for DCPP ISFSI slope stability analyses DR. MAKDISI: This is to confirm transmittal of inputs related to slope stability analyses you are scheduled to perform for the Diablo Canyon Power Plant (DCPP) Independent Spent Fuel Storage Installation (ISFSI) under the Geomatrix Work Plan entitled "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." Inputs transmitted include: Drawing entitled "Figure 21-19, Cross Section I-I'," dated 9/27/01, labeled "Draft," and transmitted to you via overnight mail under cover letter from Jeff Bachhuber of WLA and dated 9/27/01. Time histories in Excel file entitled "time histories 3comprevl .xls, " dated 8/17/2001, file size 3,624 KB, which I transmitted to you via email on 8/17/2001. Please confirm receipt of these items and forward confirmation to me in writing. Please note that both these inputs are preliminary until the calculations they are part of have been fully approved. At that time, I will inform you in writing of their status. These confirmation and transmittal letters are the vehicles for referencing input sources in your calculations. Calculation 52.27.100.736, Attachment A, Page 1 of 49 Confirmation of transmittal of inputs for DCPP ISFSI slope stability analyses GEO.DCPP.01 2 6 REVISION ". Although the Work Plan does not so state, as you are aware all calculations are required to be performed as per Geosciences Calculation Procedure GEO.001, entitled "Development and Independent Verification of Calculations for Nuclear Facilities," revision 3. All of your staff assigned to this project have been previously trained under this procedure. I am also attaching a copy of the Work Plan. Please make additional copies for members of your staff assigned to this project, review the Work Plan with them, and have them sign Attachment

1. Please then make copies of the signed attachment and forward to me. If you have any questions, feel free to call. Thanks. ROBERT K. WHITE Attachment cc: Chris Hartz PAGE 2 OF 4 6 Calculation 52.27.100.736, Attachment A, Page -of 49 GEO.DCRP.0 1.2 6 REVISION 1 ATTACHMENT 2 PAGE 23) OF Calculation 52.27.100.736, Attachment A, Page L. of 49 GEO.CP". 1 REVISION .1 WEO.DCPP.01

.t &As t ,I. William ettis & Associates, Inc.IYIIMYLLI+/-(AINJJUfV 1 7 7 7 7 Botelho Drive, SuLite 262, Walnit t Creek, CaIj(ornia 94,596 "Vo]ke: (925) 256.6070 FAX: (92,3) 256-6076i TO: Dr. Faiz Makdisi -Geomatrix Consultants, Inc. FROM: Jeff L. Bachhuber -William Lettis & Associates, Inc. DATE: August 3, 2001 RE: Ground Motion Directional Components FAIZ: At the request of Robert K. White of PG&E Gcosciences Department, we prepared this memorandum that documents our review of ground motion directional components for slope stability analyses at the PG&E DCPP ISFSI site. It is our understanding that you will be rotating ground motions developed by PG&E to the best-estimated downslope failure direction and require an appropriate. rotation angle from the Hosgri fault parallel direction. Based on our geologic characterization, the most likely slope failure direction would be along cross section I-I' on the attached figure 21-3, or along an azimuth orientation of about 302' L10'. We believe that this value is conscrvatively realistic. Please call me if you have any questions or require further input for this issue. Cc: Rob Wbite/Bill Page -PG&E Geosciences PAGE qoF4O Calculation 52.27.100.736, Attachment A, Page 2_S of 49 GEO.DCPP.01.2 6 REVISION 1 ATTACHMENT 3 PAGE 25OF 46 Calculation 52.27.100.736, Attachment A, Page 79k GEO.DCPP.01 zl.ý aU ( 0 of 49 REVISiON I William Lettis & Associates, tnc.1777 bntelho DrLve, Sulte 262, Walint Creek, California 94596 Voice: (925] 2,56-6070 PAX: (925) 2456-6076 MEMORANDUM TO: Dr. Faiz Makdisi -Geomatrix Consultants, Inc. FROM: Jeff L. Bachhuber -William Lettis & Associates, Inc. DATE: August 23, 2001 RE: Revised Estimates for Hosgri Fault Azimuth, DCPP ISFST Project FAIZ: This memorandum provides a revised strike azimuth of 3380 for the I-Iosgri fault for evaluation of ground motion directional components for slope stability analyses at the PG&E DCPP ISFSI site. The revised azimuth presented in this memorandum supercedes the previous estimated azimuths (328' to 3350) presented in our memorandum dated August 8, 2001, and is based on a re-evaluation of fault maps in the PG&E LTSP (1.988), and ISFSI project Calculation Package GEO.O1.21, The revised estimated average strike for the Hosgri fault nearest the ISFSI site (between Morro Bay and San Luis Bay) is 3380. Figure 21-23 of Calculation Package GEO.01.21, which previously showed an azimuth of 340' for the Hosgri fault, will be revised to correspond to this re-interpreted average strike. Discrete faults and local reaches of the fault zone exhibit variations in strike azimuth between about 3280 and 338', but the average overall strike of 3380 is believed to be the best approximation for the ground motion modeling, Please call me if you have any questions or require further input for this issue. Jeff Bachhuber Cc: Rob White/Bill Page -PG&E Geosciences PAGE 4 6 OF ,6 Calculation 52.27.100.736, Attachment A, Page V0 of 49 GEO.DCPP.01.2 6 REVISION 1 ATTACHMENT 4 PAGE 27 OF 46 Calculation 52.27.100.736, Attachment A, Page of 49 Pacific Gas & Electric Company Geosciences Department REVISION I P.O. Box 770000, Mail Code NAC Sari Francisco, CA 94177 Fax: (A15) 973-5778 TELEFAX COVER SHEET clamaforms~faz =--Aoc PAGE 26OF *Date: yIrf[3 ' ol Number of pages including cover sheet: 3 To: Company: Phone: 4n Fax: 15ila) 6e.T- r( cc: From: Company: PG&E Phone: ý415) 9 73- D.40 Fax: 973-5778 REMARKS: ol Per request nl For review E] Reply ASAP 0l Please comment "FT'E f'b.d4 pc.roJ 45..i',-. ..9i;. /fl ,t; ,v' 471~ ~~ n ck4A , A Xq L -'0 -krma te ,i5.G EO.DCPP. 0 1 .2 6 Calculation 52.27.100.736, Attachment A, Page 43 of 49 GEO.DCPP.O

1. G REVISION 1 PACIFIC GAS AND ELECTRIC COMPANY GEOSCIENCES DEPARTMENT CALCULATION DOCUMENT TMTE:-2 U e- "I-PREPARED BY:_VER.1ED BY: Printed Name Printed Name Calc Number 6_C2. 1. / Revision J Date I- Z/. )-2 l Calc Page:;: Z-2( Verificaticn Method: Verification Pages: /7 7 9 d [r 2 "J P UI DATE C:'C40', h 2ii:; ) ri/Organization DATEg t Organization APPROVED BY: DATE Organization 2LIU -U -C. N *. ,, ... .-' S .,.PAGE 29 OF 41 Zt (2 k) k-r<-s- L--,-7ýri nred &ame Calculation 52.27.100.736, Attachment A, Page ;3 of 49 GEO.DCPP.01.26 REVISION j Calc Number: GE0.DCPP.01.

14 Rev Number: I Sheet Number: 4 of 26 6. -BODY OF CALCULATIONS Dare: 10/12/01 Step 1: S-wave arrival times The approximate arrival times of the S-waves is estimated by visual inspection of the velocity time histories (Figures 1, 2, 3, 4, and 5). The selected arrival times are listed in Table 6-1. Table 6- 1. Time of Fling Set Reference Time History Approximate Arrival Time Polarity* Arrival time of of fling (t 1) S-waves sec ' I Lucerne 8.0 7.1 -1 2a Yarimca 9.0 8.5 -1 3 LGPC 4.0 3.4 -1 5 El Centro (1940 1.5 0.0 1 6 Saratoga 4.5 3.7 -1

• The polarity is applied to the fault parallel time history from calculations GEO.DCPP.01.13 (rev 1) to cause constructive interference between the S-wave and the fling, (eq. 5-2). A fling arrival time is selected by visual inspection of the interference of the velocity of the transient motion and the fling (Figures 1, 2, 3, 4, and 5). The selected fling arrival time are listed in Table 6-1. Since DCPP is on the east side of the Hosgri fault and the fault has right-lateral slip, the permanent tectonic deformation at the site will be to the southeast.

In the time histories the fling has a positive polarity. Since the tectonic deformation will be to the southeast, the positive direction of the fault parallel time history is defined to the southeast. 2: Fling Time History Using the values of A, *co, and Tiling given in input 4-1, and the values oft 1 given in Table 6-1, the fling time history is determined using eq. (5-1). The computed fling time histories for the 5 sets are shown in Figures 1, 2, 3, 4, and 5.PAGE a0OF 4G Calculation 52.27.100.736, Attachment A, Page 4ýk of 49 GEO.DCPP.O 1.;26 REVISION I ATTACHMENT 5 PAGE 51OF 4 Calculation 52.27.100.736, Attachment A, Page _-_ of 49 Pacific Gas and Electric Company Geosciences GEO.DCPP 01. , 245 Market Street, Room 418B G U Mail Code N4C P.O. Box 770000 San Francisco, CA 94177 REVISION I 415/973-2792 Fax 415/973-5778 DR. FAIZ MAKDISI GEOMATRIX CONSULTANTS 2101 WEBSTER STREET OAKLAND, CA 94612 October 25, 2001 Re: Input parameters for calculations DR. MAKDISI: As required by Geosciences Calculation Procedure GEO.001, entitled "Development and Independent Verification of Calculations for Nuclear Facilities," rev. 4, I am providing you with the following input items for your use in preparing calculations.

1. The shear wave velocity profiles obtained in borings BA98-1 and BA98-3 in 1998 are presented in Figure 21-42, attached, of Calculation GEO.DCPP.01.21, entitled "Analysis of Bedrock Stratigraphy and Geologic Structure at the DCPP ISFSI Site," rev. 0, and can be so referenced.

These profiles were previously presented in Figure 10 of the WLA report entitled "Geologic and Geophysical Investigation, Dry Cask Storage Facility, Borrow and Water Tank Sites," dated January 5, 1999. 2. The average unit weight of rock obtained from the hillside has been determined to be 140 pounds per cubic foot, as documented in a data report entitled "Rock Engineering Laboratory Testing -GeoTest Unlimited." 3. Regarding the time histories provided to you on 8/17/01, since the tectonic deformation will be to the southeast, the positive direction of the fault parallel time history is defined as to the southeast, as described in Geosciences Calculation GEO.DCPP.01.14, entitled "Development of Time Histories with Fling," rev. 1, page 4. 4. The source of the shear modulus and damping curves are Figures Q19-22 and Q19-23, attached, from PG&E, 1989, Response to NRC Question 19 dated December 13, 1988, and can be so referenced. Regarding format of calculations, please observe the following: PAGE ;ZOF 46 ltr2fml .doc:rkw: 10/25/01 Calculation 52.27.100.736, Attachment A, Page 3L of 49 Faiz Makdisi Input parameters for calculations GEO.DCPP.OI. 2 6 Contents of CD-RONs attached to calculations should be listed in the calcul .including title, size, and date saved associated with each file on the CD-RON SIONe number of files is considerable, a simple screen dump of the CD-ROM'f contents is sufficient. If you have any questions regarding the above, please call me. ROBERT K. WHITE Attachments PAGE 3 3 OF 4 8 Borings 98BA-1 and 98BA-4 0 20 40 60 80 100 S120 140 0 500 [ Average vel 0 2000 4000 6000 Boring 98BA-3 (Velocity (meters/second) 0 2000 2500 3000 3500 4000 Velocity (mgters/second) 1000 1500 2000 2500 3000 3500 4000 Vs Vp -370 ,--4"-R. Vs 8A 98-0 4 -: O-S-1 Vs BA 98-04 -- ] "~-4-R1--R2I Vp BA 98-04 5 1 i.RI.R2VP8A98-01. 350 O " -'x-S-R 11 V , BA 98-01 a *. vp 8A 98-01 Pad rad at 10, 310 S...... ...1 ~......... ....:. l.. 290 T .... ............ .: ... ... ... .... 230 S... .__. , .... .._._. ...... 210 170 150 ocily profile Vs -Average velocity profile Vp 'I 130 160 180 200 220 240 8000 10000 12000 14000 Velocity (feeVsecond) 0 2000 4000 6000 8000 Velocity (leeLsecond) Note, Average velocity profiles interpreteed ftom data. RI -R2 = Receiver-to-receivet velocity (3.3-foot spacing) S-Ri = Source-lo-receiver velociry (10.3-1oot spacingI (20 40 60 80 100 = 120 140 10000 12000 14000 Modiied It=o GeoVeson (1998), OCPP ISFS1 SAR Secuon 2.6 Topicai Report Ap0pe0hx C DIABLO CANYON ISFSI FIGURE 21-42 SUSPENSION LOGS AND VERAGE SEISMIC VELOCITIES Page 163 of 162 tll 0 c:<a uJ C) 0 160 180 200 220 240 0 0 --.V ISFSI SITE INTERPRETED A' REV 0 Calculation 52.27.100.736, Attachment A, Page 3i of 49 GEO.DCPP.O1. 3I (uestion 19 REVISION -Shear Strain (%) lO." 10" 10" Figure Q19-22 Variation of shear modulus with shear strain for the site rock based on 1978 laboratory test data.PAGE 0 5 OF 4r SPacific Gas and Electric Company oiablo Canyon Power Plant Long Term Seismic Program 10.4 2.0 1.8 1.6 0 0 z 1.4 1.2 1.0 0.6 0.4 0.2 0 S° Calculation 52.27.100.736, Attachment A, Page ' of 49 GEO.DCPP.01. 26 PNee 32 REVISION 1 Shear Strain (N) 10.2 10'Figure Q19-23 Variation of damping ratio with shear strain for the site rock based on 1977 laboratory test data.PAGE 00 OF In Pacific Gas and Eilectric Company Diablo Canyon Power Plant Long Term Seismic Program flnqric~n 10*-'10-3 25 20 15 10 5 0 I Calculation 52.27.100.736, Attachment A, Page JO of 49 GEO.DCPP.0 1.26 REVISION 1 ATTACHMENT 6 PAGE 4 OF 46 Calculation 52.27.100.736, Attachment A, Page, k of 49 Pacific Gas and Electric Company Geosciences 245 Market Street, Room 418B GEO.DCPP.01.26 Mail Code N4C G1 P.O. Box 770000 San Francisco, CA 94177 REVISION . 415/973-2792 Fax 415/973-5778 DR. FAIZ MAKDISI GEOMATRIX CONSULTANTS 2101 WEBSTER STREET OAKLAND, CA 94612 October 31, 2001 Re: Confirmation of preliminary inputs to calculations for DCPP ISFSI site DR. MAKDISI: A number of inputs to calculations for the DCPP ISFSI slope stability analyses have been provided to you in a preliminary fashion. This letter provides confirmation of those inputs in a formal transmittal. A description of the preliminary inputs and their formal confirmation follow. Letter to Faiz Makdisi from Rob White dated June 24, 2001.

Subject:

Recommended rock strength design parameters for DCPP ISFSI site slope stability analyses. This letter recommended using 4 = 50 degrees for the preliminary rock strength envelope in your stability analyses, and indicated that this value would be confirmed once calculations had been finalized and approved. Calculations GEO.DCPP.0 1.16, rev. 0, and GEO.DCPP.01.19, rev. 0, are approved and this recommended value is confirmed. Letter to Faiz Makdisi from Rob White dated September 28, 2001.

Subject:

Confirmation of transmittal of inputs for DCPP ISFSI slope stability analyses. This letter provided confirmation of transmittal of cross section I-I' and time histories, and indicated that these preliminary inputs would be confirmed once calculations had been approved. Calculation GEO.DCPP.01.21, rev. 0, is approved and section I-I' as described in the September 28 letter is confirmed. A copy of the figure from the approved calculation is attached. Calculations GEO.DCPP.0 1.13, rev. 1, and GEO.DCPP.01.14, rev. 1, are both approved and time histories as described in the September 28 letter are confirmed. A CD of the time histories from the approved calculations is attached. EOr2fm3.doc:rkw: 10/31/01 .PAGE 1.8 OF *G Calculation 52.27.100.736, Attachment A, Page __r-of 49 Faiz Makdisi Confirmation of preliminary inputs to calculations for DCPP ISFSI site GEO.DCPP.01. 6 REVISION I Email to Faiz Makdisi from Joseph Sun dated October 24, 2001.

Subject:

Ground motion parameters for back calculations. This email provided input for a back calculation to assess conservatism in clay bed properties in the slope. Inputs included maximum displacement per event of 4 inches and a factor of 1.6 with which to multiply ground motions for use in the back calculation analysis. This letter confirms those input values, with the following limitation: these values have not been developed under an approved calculation, therefore should not be used to directly determine clay bed properties for use in forward analyses, but may be used for comparative purposes only, to assess the level of conservatism in those clay bed properties determined in approved calculations Letter to Faiz Makdisi from Jeff Bachhuber dated October 10, 2001.

Subject:

Transmittal of Revised Rock Mass Failure Models -DCPP ISFSI Project. This letter provided you with figures indicating potential rock mass failure models as superimposed on section I-I'. This letter confirms PG&E approval to use these models in your analyses. These figures are labeled drafts and are currently being finalized in a revision to Calculation GEO.DCPP.0 1.21. Once this revision and the included figures have been approved, I will inform you in writing of their status. ROBERT K. WHITE Attachments PAGE 0OF 4J Calculation 52.27.100.736, Attachment A, Page k3 of 49 GEO.DCRP.01. 2 REVISION ATTACHMENT 7-PAGE 4 0 OF 0'6 Calculation 52.27.100.736, Attachment A, Page -t6( of 49 Pacific Gas and Electric Company Geosciences 245 Market Street, Room 418B Mail Code N4C GEO.DCPP.01. Z £ P.O. Box 770000 San Francisco. CA 94177 415/973-2792 REVISION " Fax 415/973-5778 DR. FAIZ MAKDISI GEOMATRIX CONSULTANTS 2101 WEBSTER STREET OAKLAND, CA 94612 November 1, 2001 Re: Confirmation of additional inputs to calculations for DCPP ISFSI site DR. MAKDISI: Additional inputs to calculations for the DCPP ISFSI slope stability analyses have been provided to you by Jeff Bachhuber of William Lettis Associates. This letter provides confirmation of our acceptance of those inputs in a formal transmittal. A description of those additional inputs and their formal acceptance follow. Letter to Faiz Makdisi from Jeff Bachhuber dated August 3, 2001.

Subject:

Ground Motion Directional Components. This letter recommended using an azimuth of 302 degrees plus or minus 10 degrees for the orientation of the most likely failure surfaces, coinciding with Section I-I'. We concur with this recommendation based on the discussion on page 53 of the approved Calculation GEO.DCPP.01.21, rev. 0, and verification of the orientation of Section I-I' on Calculation Figure 21-4, attached. Letter to Faiz Makdisi from Jeff Bachhuber dated August 23, 2001.

Subject:

Revised Estimates for Hosgri Fault Azimuth, DCPP ISFSI Project. This letter recommended using an azimuth of 338 degrees for the orientation of the average strike of the Hosgri fault. We concur with this recommendation, based on verification of the orientation as presented in the LTSP plates and as shown on Figure 21-36, attached, of Calculation GEO.DCPP.01.21, rev. 0. ROBERT K. WHITE Attachments PAGE 41 OF 46, gtr2fm4.doc:rkw: 11/1/01 page 1 of I Calculation 52.27.100.736, Attachment A, Page of 49 Explanation Fault: dashed where approximately located; teeth indicate dip direction of reverse fault; arrows indicate relative sense of displacement Syncline axial trace 0.14 Late Pleistocene (post 120,000 years ago) uplift rate (meters/1000 yr) 0.16* Uplift rate (meters/1000 yr) based on the altitude and estir age (560,000 years) of the Q7 marine terrace PAGE 4 OF z 6-EB Estero Bay Subblock FIF Irish Hills Subblock -ED] Edna Subblock NR Newsom Ridge Subblock nated GEO.OCPP.O1.21 REV 0 OctoDer 1 Page 157 of 162 SAFETY ANALYSIS REPORT DIABLO CANYON ISFSI FIGURE 21-36 REGIONAL STRUCTURE MAP octot~er 15., 2-, 1 GEO.IDCPP.01.21 REV 0 -S co--- -----+ -- vv -P~l Ill-13b 11W I ILAiN A fI10N OPtm Marine ie,race oeposit (Oneairn Cxy c)C) Obispo :ormalion (lower and middle Miocene) DOLOMITE SUBUNIT Tt Dotomine. 'iayey dolomite. dolomitlic sllsione to tine-grained dolomitic sandstone. and imestone. The suounl contains occasional iscOntlnuouis to cOnllnuous tiens to hundreds ot feel) clay eads that are generally 1,t32 to ti2nmch thick. but locally are thicker Rocks in this unit are moderaleri !o well-cemented, medium hard. moderately to slignlly weatmerec. orilte and lypically medium strong T Friable (poorly cemented) dolomite and dolomitic rocks oa subunit Tot0, I These rocks typically have low hardness. are very weak to weak. and occur as discontinuous zones whnere weathering and/or alteration has been concentrated SANDSTONE SUBUNIT Dolomitic medium- to coarse-grained sandstone (arkose to arenitc). TOtb-2_ and altered sandstone: detrital clasts ate composed primarily of dotomitized reldspars. marine tossil fragments. and volcanic rock iragments. Discontinuous clay layers thai ale generally less than 1:2 inch thick occur locally wiltin the suounil. The rocks are o0 low to medium hirdnesn. moderately-to well-cemented and typically medium strong. 2 Friaole (poorly cemented) dolomitic sandsione and sandstone o0 suounit Tolb.2 These rocks typically are ol low hardness and are very weak no weak. and occur as discontinuous zones in places where weainening andior alteration has been concentraled 7 T-21tA 1-1 . Sk .-,~. 1-G i k f j " '" ] 208ý T. -c >7 QOBAS2 -Tots 1" S BA- ... ",4 -j: 8-BA-1 ~rclay bed-d et S -r~ T 4 M V~.~~ bed Tii i T.-r4A. ......T-1B icl-ay bed N.T- T.. " -S-SS 5350 --Geologic contact. solid line wnete well-defined. dashed where approximate Ol-C. Boring tot tSPS, number indicated (initial number is year drilLed)Geologic crOss section. arrows indicate end of ire is oti the map area-4 n I,Exploratory liencn, >, number indicated DS-. / Discontin~uitysurvey inne D- in bulldozer cui Footprnt ot 500 kV tower DOuiine of ISFSI Pads and CTF iie-, Proposed cur slope above ISFSI Pads Axiso o anticline. solid arrow n snows plunge. dasned N where approximate Axis of syncine, solid arrow 4 -Shows plunge, dashed wnere approximate > Axis of monchtine solid -arrow snows rlunge JsrOecn Swhere approximate Shoreline angle ot manne terrace wave-cut plattorm (burled). elevalion incicaledo 'Sh:5 ()O terrace: see Figure 21l24f tSFSI Cutsicoe is a vcrernaic representation and is vot Imnad N DIABLO CANYON ISFSI __,____,co____,_ _ -FIGURE 21-4 GEOLOGIC MAP OF ISFSI AND CTF SIT S 21 Phi 0 T-- 1~6u C) 0 Strike and dip ot bedding b0 Minor fault. d) Indicaled. dashed whistie inrerred. queried where uncerrain. arrows show sense of movemenl. U.upthrown, D-downtnrowt. Small, secondary taults exposed in trench Clay beds. thickness indicated A Calculation 52.27.100.736, Attachment A, Page 41 of 49 GEO.DCPP.01.26 REVISION J ATTACHMENT 8 PAGE 11 4 OF 46 Calculation 52.27.100.736, Attachment A, Page qt of 49 Pacific Gas and Electric Company Geosciences 245 Market Street, Room 418B Mail Code N4C P.O. Box 770000 San Francisco, CA 94177 GEO.DCPP.01. 2 6 415/973-2792 Fax 415/973-5778 REVISION SDR. FAIZ MAKDISI GEOMATRIX CONSULTANTS 2101 WEBSTER STREET OAKLAND, CA 94612 December 13, 2001 Re: Confirmation of DCPP ISFSI ground motion parameters for back calculation analysis DR. MAKDISI: As part of your analysis of the stability of the slope behind the DCPP ISFSI, you are performing a back-calculation analysis of the slope in its pre-excavated (pre-1971) configuration to evaluate the level of conservatism in the assumed lateral extent and the undrained strength of the clay beds underlying the slope. Key parameters required for this analysis, including amount of slope displacement and associated ground motions, are provided below. Calculation GEO.DCPP.01.21, Rev. 1, pages 59 through 61, indicates that the range of potential slope displacements for past large earthquakes is 3 to 6 inches per event (page 60, attached). For purposes of the back-calculation analysis, a value within this range of 4 inches is recommended. For purposes of defining the large earthquake causing this value of displacement, it is recommended that you multiply the ground motions provided to you on 8/17/01 (and confirmed in my letter to you dated 10/31/01) by a factor of 1.6, to represent ground motions that are at the 98 percentile (that is, one standard deviation above the 84h percentile ground motions provided). If you have any questions regarding this information, please call. ROBERT K. WHITE Attachment PAGE 4-5 OF 4(ltr2fml 1 .doc:rkw: 12/13101 page I of I Calculation 52.27.100.736, Attachment A, Page ko of 49 GEO.DCPP.01. 2 6 REVISION I site area (Figure 21-41) (Diablo Canyon ISFSI Data Report A). Similarly the many trenches excavated into the slope, the tower access road cuts, the extensive outcrops exposed by the 1971 borrow cut, and the many borings exposed no tension cracks or fissure fills on the hillslope (Diablo Canyon [SFSI Data Reports A, B and D). Open cracks or soil-filled fissures greater than I to 2 feet in width should be easily recognized across the slope given the extensive rock exposure provided by the borrow cut. Therefore, we conservatively assume that any cumulative displacement in the slope greater than 3 feet would have produced features that would be evident in rock slope. The absence of this evidence places a maximum threshold of 3 feet on the amount of cumulative slope displacement that may have occurred in the geologic past. The hillslope at the ISFSI site is older than at least 300,000 years because remnants of the Q-5 (320,000 yrs) marine terrace are cut into the slope west of the ISFSI site (Figure 2 1-3). Preservation of the terrace documents that the slope has had minimal erosion since that time. Moreover, gradual reduction of the ridge by erosion at the ISFSI site would not destroy deep tension cracks or deep disruption of the rock mass; these features would be preserved as filled fractures and fissures even as the slope is lowered. The topographic ridge upon which the ISFSI site is located has experienced strong ground shaking from numerous earthquakes on the Hosgri fault zone during the past 300,000 years. PG&E (1988, p. 3-39) provides a recurrence interval of 11,350 years for an Mw 7.2 earthquake on the Hosgri fault. Therefore, approximately 25 to 30 large earthquakes have occurred during the past 300,000 years without causing ground motions large enough to produce significant (i.e., greater than 3 feet) cumulative slope displacement. Based on the number of earthquakes, the hillslope likely experienced the design earthquake ground motion as described in the ISFSI SAR (PG&E, 2001). Based on the absence of cumulative slope displacement within a limit of resolution of 3 feet, the amount of possible slope displacement during the Hosgri design earthquake is a maximum of 3 feet (if only one such slope displacement has occurred) and more likely about 3 to 6 inches per event (if multiple earthquakes have caused slope displacement with cumulative displacement of up to 3 feet). Slope displacement of 3 to 6 inches, GEO.DCPP.01.21, Rev. 1 Page 60 of 171 November 6, 2001 PAGE'6 OF 4 6 69-20132 03/07/01 NUCLEAR POWER GENERATION CF3.ID4 ATTACHMENT

7.2 Index

No. 402 Binder No.TITLE: CALCULATION COVER SHEET Unit(s): 1 & 2 File No.: 52.27 Responsible Group: Civil Calculation No.: 52.27.100.738 No. of Pages 3 pages + Index (4 pages) + 1 Design Calculation YES [x] NO [] Attachment (31 pages) System No. 42C Quality Classification Q (Safety-Related) Structure, System or Component: Independent Spent Fuel Storage Facility

Subject:

Stability and Yield Acceleration Analysis of Potential Sliding Masses Along DCPP ISFSI Transport Route (GEO.DCPP.01.28, Rev. 0) Electronic calculation YES [ I NO [ x I Computer Model Computer ID Program Location Date of Last Change Registered Engineer Stamp: Complete A or B A. Insert PE Stamp or Seal Below B. Insert stamp directing to the PE stamp or seal REGISTERED ENGINEERS' STAMPS AND EXPIRATION DATES ARE SHOWN ON DWG 063618 Expiration Date: NOTE 1: Update DCI promptly after approval. NOTE 2: Forward electronic calculation file to CCTG for uploading to EDMS.1 Page 1 of 3 69-20132 03/07/01 CF3 .1D4 Page 2 of 3 ATTACHMENT

7.2 TITLE

CALCULATION COVER SHEET CALC No. 52.27.100.738, RO No. GEO.DCPP.01.28, Rev. 0. Caic. supports current edition of 10CFR72 DCPP License Application to be reviewed by NRC prior to implementation. Prepared per CF3.ID17 requirements. Rev Status Reason for Revision Prepared LBIE LBIE Check LBIE Checked Supervisor Registered No. By: Screen Method* App roval Engineer Remarks Initials/ Yes/ Yes/ PSRC PSRC Initials/ Initials/ Signature/ LAN ID/ No/ No/ Mtg. Mtg. LAN ID/ LAN ID/ LAN ID/ Date NA NA No. Date Date Date Date 0 F Aor-iptanpn. rf ~ I ,,I. I[ i~o [ ]B LJ'o&[ I Yes I ]No [x] NA I I I I I I I I ____ I __[ [[ I. iNA I. iC I I 4 1 ____ 1 ____ _] Yes ]No ]NA I I I L I .ii. aaaeo pages),[ [C: Critical Point Check I Yes ]No ]NA] Yes INo ]NA[ [[ [IA IB I C]A ]B ]c[ [2 kti~tIj Yes [ ]No [x] NA[ [ [I Yes ]No ]NA RECORD OP 1:?P"I'.QTOn.Q v N/A N/A N/A[ B [x IC J, -S ._~~~~a ........* .%.v~.,u DTvlt;l i, wethod knote added pages), Pacific Gas and Electric Company Engineering -Calculation Sheet Project: Diablo Canyon Unit ( )1 ( )2 (x) 1&2 t5V-392(, U1 /z) Engineering CALC. NO. 52.27.100.738 REV. NO. 0 SHEET NO. 3 of 3 SUBJECT Stability and Yield Acceleration Analysis of Potential Sliding Masses Along DCPP ISFSI Transport Route MADE BY A. Tafoya k1 DATE 12/13/01 CHECKED BY N/A DATE Table of Contents: Item Type 1 Index Title Cross-Index (For Information Only)Page Numbers 1-4 2 Attachment A Stability and Yield Accelerations Analysis of Potential Sliding Masses Along DCPP ISFSI Transport Route 1-31 3 Pacific Gas and Electric Company Engineering -Calculation Sheet Project: Diablo Canyon Unit ( )1 ) 2 ( x ) 1&2 69-392(10/92) Engineering CALC. NO. 52.27.100.738 REV. NO.SHEET NO. SUBJECT Stability and Yield Acceleration Analysis of Potential Sliding Masses Aloncg DCPP ISFSI Transport Route MADE BY A. Tafoya KI DATE 12/13/01 CHECKED BY N/A DATE 1- This table cross references between Geosciences calculation numbers and DCPP (Civil Group's) calculation numbers. This section is For Information Only. Cross-Index (For Information Only) Item Geoscience CaIc. Title PG&E Calc. Comments No. No. No. 1 GEO.DCPP.01.01 Development of Young's 52.27.100.711 Modulus and Poisson's Ratios for DCPP ISFSI Based on Field Data 2 GEO.DCPP.01.02 Determination of 52.27.100.712 Probabilistically Reduced Peak Bedrock Accelerations for DCPP ISFSI Transporter Analyses 3 GEO.DCPP.01.03 Development of Allowable 52.27.100.713 Bearing Capacity for DCPP ISFSI Pad and CTF Stability Analyses 4 GEO.DCPP.01.04 Methodology for 52.27.100.714 Determining Sliding Resistance Along Base of DCPP ISFSI Pads 5 GEO.DCPP.01.05 Determination of 52.27.100.715 Pseudostatic Acceleration Coefficient for Use in DCPP ISFSI Cutslope Stability Analyses 6 GEO.DCPP.01.06 Development of Lateral 52.27.100.716 Bearing Capacity for DCPP CTF Stability Analyses 7 GEO.DCPP.01.07 Development of Coefficient 52.27.100.717 of Subgrade Reaction for DCPP ISFSI Pad Stability Checks 8 GEO.DCPP.01.08 Determination of Rock 52.27.100.718 Anchor Design Parameters for DCPP ISFSI Cutslope 9 GEO.DCPP.01.09 Determination of 52.27.100.719 Calculation to be Applicability of Rock Elastic replaced by letter Stress-Strain Values to I _ I _I 1 0 1-1 of 4 Pacific Gas and Electric Company Engineering -Calculation Sheet Project: Diablo Canyon Unit ( )1 ( )2 (x) 1&2 69-392(10/92) Engineering CALC. NO. 52.27.100.738 REV. NO. 0 SHEET NO. 1-2 of 4 SUBJECT Stability and Yield Acceleration Analysis of Potential Slidinq Masses Along DCPP ISFSI Transport Route MADE BY A. Tafoya Al DATE 12/13/01 CHECKED BY N/A DATE Cross-Index (For Information Only) Item Geoscience Calc. Title PG&E Calc. Comments No. No. No. Calculated Strains Under DCPP ISFSI Pad 10 GEO.DCPP.01.10 Determination of SSER 34 52.27.100.720 Long Period Spectral Values 11 GEO.DCPP.01.11 Development of ISFSI 52.27.100.721 Spectra 12 GEO.DCPP.01.12 Development of Fling 52.27.100.722 Model for Diablo Canyon ISFSI 13 GEO.DCPP.01.13 Development of Spectrum 52.27.100.723 Compatible Time Histories 14 GEO.DCPP.01.14 Development of Time 52.27.100.724 Histories with Fling 15 GEO.DCPP.01.15 Development of Young's 52.27.100.725 Modulus and Poisson's Ratio Values for DCPP ISFSI Based on Laboratory Data 16 GEO.DCPP.01.16 Development of Strength 52.27.100.726 Envelopes for Non-jointed Rock at DCPP ISFSI Based on Laboratory Data 17 GEO.DCPP.01.17 Determination of Mean and 52.27.100.727 Standard Deviation of Unconfined Compression Strengths for Hard Rock at DCPP ISFSI Based on Laboratory Tests 18 GEO.DCPP.01.18 Determination of Basic 52.27.100.728 Friction Angle Along Rock Discontinuities at DCPP ISFSI Based on Laboratory Tests 19 GEO.DCPP.01.19 Development of Strength 52.27.100.729 1 Envelopes for Jointed Rock 2 Pacific Gas and Electric Company Engineering -Calculation Sheet Project: Diablo Canyon Unit ( )1 ( )2 (x) 1&2 CALC. NO.69-392(10/92) Engineering 52.27.100.738 REV. NO. 0 SHEET NO. 1-3 of 4 SUBJECT Stability and Yield Acceleration Analysis of Potential Sliding Masses Along DCPP ISFSI Transport Route MADE BY A. Tafoya V DATE 12/13/01 CHECKED BY N/A DATE Cross-Index (For Information Only) Item Geoscience CaIc. Title PG&E Caic. Comments No. No. No. Mass at DCPP ISFSI Using Hoek-Brown Equations 20 GEO.DCPP.01.20 Development of Strength 52.27.100.730 Envelopes for Shallow Discontinuities at DCPP ISFSI Using Barton Equations 21 GEO.DCPP.01.21 Analysis of Bedrock 52.27.100.731 Stratigraphy and Geologic Structure at the DCPP ISFSI Site 22 GEO.DCPP.01.22 Kinematic Stability Analysis 52.27.100.732 for Cutslopes at DCPP ISFSI Site 23 GEO.DCPP.01.23 Pseudostatic Wedge 52.27.100.733 Analyses of DCPP ISFSI Cutslopes (SWEDGE Analysis) 24 GEO.DCPP.01.24 Stability and Yield 52.27.100.734 Acceleration Analysis of Cross Section I-I 25 GEO.DCPP.01.25 Determination of Seismic 52.27.100.735 Coefficient Time Histories for Potential Siding Masses Above Cut Slopes Behind ISFSI Pad 26 GEO.DCPP.01.26 Determination of Potential 52.27.100.736 Earthquake-Induced Displacements of Potential Sliding Masses on DCPP ISFSI Slope 27 GEO.DCPP.01.27 Cold Machine Shop 52.27.100.737 Retaining Wall Stability 28 GEO.DCPP.01.28 Stability and Yield 52.27.100.738 Acceleration Analysis of Potential Sliding Masses Along DCPP ISFSI 3 Pacific Gas and Electric Company Engineering -Calculation Sheet Project: Diablo Canyon Unit ( )1 ( )2 (x) 1&2 CALC. NO.69-392(10/92) Engineering 52.27.100.738 I ILI Ul "1 REV. NO. 0 SHEET NO. 1-4 of 4 SUBJECT Stability and Yield Acceleration Analysis of Potential Sliding Masses Along DCPP ISFSI Transport Route MADE BY A. Tafoya h DATE 12/13/01 CHECKED BY N/A DATE Cross-Index (For Information Only) Item Geoscience Calc. Title PG&E Calc. Comments No. No. No. Transport Route 29 GEO.DCPP.01.29 Determination of Seismic 52.27.100.739 Coefficient Time Histories for Potential Sliding Masses on DCPP ISFSI Transport Route 30 GEO.DCPP.01.30 Determination of Potential 52.27.100.740 Earthquake-Induced Displacements of Potential Sliding Masses Along DCPP ISFSI Transport Route 31 GEO.DCPP.01.31 Development of Strength 52.27.100.741 Envelopes for Clay Beds at DCPP ISFSI 32 GEO.DCPP.01.32 Verification of Computer 52.27.100.742 Program SPCTLR.EXE 33 GEO.DCPP.01.33 Verification of Program 52.27.100.743 UTEXAS3 34 GEO.DCPP.01.34 Verification of Computer 52.27.100.744 Code -QUAD4M 35 GEO.DCPP.01.35 Verification of Computer 52.27.100.745 Code DEFORMP 36 GEO.DCPP.01.36 Reserved 52.27.100.746 37 GEO.DCPP.01.37 Development of Freefield 52.27.100.747 Ground Motion Storage Cask Spectra and Time Histories for the Used Fuel Storage Project 4 Calculation 52.27.100.738, Rev. 0, Attachment A, Pg. __ of 31 FILE tNo. 079 11/27 '01 17:08 ID:PG&E QEUSCIENCES DEPT 1DN Cluff -San Francisco FILE No. 077 11z27 '01 16:5.1 ID:PG&E GEIJSCIENCES DEPT Geoscites Department Departmancttd Calculation Plroceduro 415 973 5778 PA~GE 2 NOU. 27. 2001 6:2SPr1 P 2 PHONE NO. : 415 564 6G97 415 973 5778 PAGE 2 N'unber: Q.EO.OO0 I h Revision: k 140 Title: De~qign Calculacion Cover~ Sheet PACIFIC GAS AND ELECTRIC COMPANY GEOSCIENCES DEPA~RTMEN CALCULATION' DOCUMENTr TITLE: CUlc Number G-oDnCpp.oi .28j Revision 0 DWO 11/26/20)01 CUab Pages: p- 9~ Vdf'ication NMechacit: Soo Su~rnmury t Verification Pages: See Surnmiarys .ý16i ý77# I -l 31p StabilitV Mned Vi-el A-- ration Analysis oaPtnilS~dn a~ A Iona D~C " IMUMI Tanaor Roate PREPARED BY: VERIFIED By.DATE//24 Pr'imetd Name Organization ' ~ I~,gcDATE -i/2 7bt, Printed N4ame, APPROVED BY:--0.DATI//2- 1i LLOY S.~L C *.j No. EGFS-7 CEF.'.!FD ENOW"EERhJG. .*3EOLOCGIST Organization el ,a. / Z/-T 1/0 Calculation 52.27.100.738, Rev. 0, Attachment A, Pg. L of 31 PG&E Num b er: Geosciences Department Revision: Departmental Calculation Procedure Title: Design Calculation Cover Sheet PACIFIC GAS AND ELECTRIC COMPANY GEOSCIENCES DEPARTMENT CALCULATION DOCUMENT TITLE: Stability and Yield Acceleration A Calc Number GEO.DCPP.01.28 Revision 0 Date 11/26/2001 Calc Pages: a c) Verification Method: See Summary A/ Verification Pages: See Summary t .nalysis of Potential Sliding Masses Alon2 DCPP ISFSI Transport Route PREPARED BY: VERIFIED BY: I.'.-.-I :( ;5 '- -- DATE ,/ Pri Nam Printed Name Printed Name DATE Organization i 1/;? 7J01 Organization DATE Printed Name GEO.001 Lý.APPROVED BY: Organization Calculation 52.27.100.738, Rev. 0, Attachment A, Pg. 3 of 31 DCPP ISFSI SAR Calculation GEO.DCPP.01.28 Revision 0 Calculation Title: Stability and Yield Acceleration Analysis of Potential Sliding Masses along DCPP ISFSI Transport Route Calculation No.: GEO.DCPp.01.28 Revision No.: 0 Calculation Author: Karthik Narayanan (Geomatrix Consultants) Calculation Date: 11/26/01 PURPOSE The purpose of this calculation is to evaluate the stability and yield acceleration of potential sliding masses along the transport route between Units I and 2 and the proposed ISFSI site. The analyses described in this calculation package were conducted in accordance with the Geomatrix Consultants, Inc. Work Plan "Laboratory Testing of Soil and Rock Samples, Slope Stability Analysis, and Excavation design for Diablo Canyon Power Plant Independent Spent Fuel Storage Installation Site," Revision 2, dated December 8, 2000. Potential sliding masses having the lowest factors of safety against sliding are identified in this calculation package. The yield accelerations of these potential sliding masses are used in calculation package GEO.DCPP.01.30 to evaluate their potential for earthquake-induced deformations. ASSUMPTIONS The transporter track loads were represented as point loads in the stability and yield acceleration analysis. A plane strain stability analysis model has a unit thickness in the direction perpendicular to the plane of analysis. Hence, the point loads used to model the "transporter tracks represent line loads in the direction perpendicular to the plane of the analysis. This assumption results in conservative factors of safety and yield accelerations. INPUTS The information required for the slope stability and yield acceleration analyses are the surface topography, soil strengths, and unit weights. The analyses described in this calculation package were conducted for cross sections L-L', D-D', and E-E', shown in Attachment A. Surface topography and subsurface geology were taken from these cross sections. A summary of properties used for the stability and yield acceleration analyses is shown on Table 1. Soil properties for the colluvium, terrace deposits, and rock were taken from PG&E \\oakl\deptdata\Project\6000s\6427.006\geo.dcpp.01.28\Transporter Stability Calculation Summary 11-26-01.doc Page I of 29 Calculation 52.27.100.738, Rev. 0, Attachment A, Pg. _, of 31 DCPP ISFSI SAR Calculation GEO DCPP 01 28 Revision 0 (1997) (Attachment B). Properties for the artificial fill were taken to be the same as the colluvium, in accordance with the recommendations presented in Attachment C. Additional input needed for stability analyses includes the assumed transporter loads. The transporter wheel loads were taken from the recommendations of Attachment D. The transporter loads were modeled as two point loads of 225,000 lb each at a wheel spacing of 182 inches. METHOD Slope stability analyses were performed using the computer program UTEXAS3 (Wright, 1990). Spencer's method, a method of slices that satisfies force and moment equilibrium, was used for the analyses. Initially, searches were conducted to identify the circular or wedge-type sliding mass with the lowest factor of safety. If the potential sliding surface identified by the initial search did not intercept or affect the transport route, additional searches were conducted in the vicinity of the transport route to identify potential sliding surfaces that impacted the road. Among the potential sliding masses that included the transport route, the one with the lowest factor of safety was selected as the "critical sliding mass." Once a critical sliding mass was identified based on its factor of safety and proximity to the transport route, its yield acceleration was calculated using UTEXAS3. The yield accelerations will be used in GEO.DCPP.01.30 for evaluation of earthquake-induced displacements. Horizontal seismic coefficients were incrementally applied to the critical sliding mass, and the yield acceleration was taken to be the horizontal seismic coefficient resulting in a factor of safety of unity. In the above calculations where the transporter load was considered, the transporter load was modeled as two concentrated loads. SOFTWARE The calculations of slope stability and yield acceleration were conducted using the program UTEXAS3. This program was verified in GEO.DCPP.01.33. ANALYSIS The slope stability and yield acceleration calculations were conducted using UTEXAS3. The input and output files for the calculation of long-term stability and yield acceleration are contained in the compact disc labeled "GEO.DCPP.01.28, Revision 0".\\oakl\deptdata\Project\6000s\6427.006\geo.dcpp.01.28\Transporter Stability Calculation Summary 11-26-01.doc Page 2 of 29 Calculation 52.27.100.738, Rev. 0, Attachment A, Pg. 5 of 31 DCPP ISFSI SAR Calculation GEO DCPP 01 28 Revision 0 RESULTS The results of the stability and yield acceleration analyses are summarized on Table 2. The lowest factor of safety for the short-term static stability analysis (including the transporter loads) is 1.60, which was calculated for a circular sliding mass shown on Figure 1. Based on Attachment E, this factor of safety is considered adequate for short-term stability. The corresponding yield acceleration for this critical failure surface is 0.46 (which was used in calculation package GEO.DCPP.01.30 to determine associated deformations). The computed yield accelerations for the three sections analyzed ranged between 0.37 and 0.76. The lowest calculated yield acceleration was 0.37, corresponding to a wedge type sliding mass (with a factor of safety of 2) along cross section L-L' (without the transporter load) shown on Figure 2. Yield accelerations are used to estimate earthquake-induced displacements as discussed in calculation package GEO.DCPP.01.30, Revision 0. REFERENCES a) Geomatrix Consultants, Inc. Work Plan, Laboratory Testing of Soil and Rock Samples, Slope Stability Analyses, and Excavation Design for Diablo Canyon Power Plant Independent Spent Fuel Storage Installation Site, Revision 2, dated December 8, 2001 b) GEO.DCPP.01.30, Revision 0 -- Determination of Potential Earthquake-Induced Displacements of Potential Sliding Masses along DCPP ISFSI Transport Route. c) GEO.DCPP.01.33, Revision -- Verification of computer program UTEXAS3 d) Wright, S.G. (1990) -- UTEXAS3, A computer program for slope stability calculations, May 1990, Shinoak Software, Austin, Texas.\\oak I \deptdata\FProject\6000s\6427.006\geo.dcpp.01.28\Transporter Stability Calculation Summary 11-26-01 .doc Page 3 of 29 Calculation 52.27.100.738, Rev. 0, Attachment A, Pg. (. of 31 DCPP ISFSI SAR Calculation GEOD('PP 01 29 Revision 0 TABLE OF CONTENTS Description PaMes Calculation summary 1 -4 TABLE 1 -Summary of parameters used in analysis 5 TABLE 2 -Summary of factors of safety and yield accelerations 6 FIGURES 1 through 6 -Potential sliding masses analyzed 7 -12 Attachments A through E 13-29 ATTACHMENTS Attachment A -11/12/01, PG&E Geosciences, Robert K. White, Re: Forwarding of approved plan and cross-sections D-D', E-E', and L-L' for DCPP ISFSI transport route stability analyses Attachment B -PG&E, 1997, Assessment of slope stability near the Diablo Canyon Power Plant, Response to NRC request of January 31, 1997. Attachment C -11/19/01, PG&E Geosciences, Robert K. White, Re: Transmittal of additional inputs for DCPP ISFSI transport route analysis. Attachment D -Letter from Robert White to Faiz Makdisi (November 15, 2001) subject: Forwarding of Cold Machine Shop Retaining Wall Calculation Inputs from Project Engineer. Partial enclosure: Klimczak, Richard L. (2001) Letter to Robert White, PG&E Geosciences,

Subject:

Diablo Canyon Units 1 and 2, Transmittal of Information on the Transporter Movement Along the Transport Route. Dated October 19, 2001. Attachment E -ASCE Standard N725 Guideline for Design and Analysis of Nuclear Safety Related Earth Structures ENCLOSURES Compact disc labeled "GEO.DCPP.01.28, Revision 0" containing the input and output files for the calculation of long-term stability and yield acceleration. I:\Project\6000s\6427.006\geo.dcpp.01.28\Transporter Stability Calculation Summary 11-26-01 .doc Page 4 of 29 Calculation 52.27.100.738, Rev. 0, Attachment A, Pg. I of 31 DCPP ISFSI SAR Calculation GEO DCPP 01 2S Revision 0 TABLE 1 SOIL PARAMETERS FOR STABILITY ANALYSIS SLOPE SECTIONS A-A' AND C-C' DIABLO CANYON POWER PLANT SITE (From PG&E, 1997)Geologic Description Unit Topsoil Organic CLAY, silty (CH) (section B-B' only) Qc Young colluvium, soft to stiff CLAY, silty and sandy (CH-CL) Qpfl Pleistocene colluvia] fan deposits, CLAY to SILT, gravelly and sandy Qptm Pleistocene marine terrace deposits. poorly graded SAND to GRAVEL Tofb Miocene Obispo Formation, sand) siltstone and silty sandstone. local chert, blocky, Bedrock Density In-Place (pct) 115 115 Shear Strength Parameters Su = 1200 psf S. = 1500 psf 115 Su = 3000 psf 130 140 c = 0; = 400 C = 4000 psf; = 350 Properties for colluvium were applied to artificial fill per Attachment B.I I:\Project\6000s\6427.006\geo dcpp.01.28\Transporter Stability Calculation Summary I 1-26-01-doc Page 5 of 29 Calculation 52.27.100.738, Rev. 0, Attachment A, Pg. 2 of 31 DCPP ISFSI SAR Calculation GEO.DCPF (II 2.8 Revision 0 TABLE 2 FACTORS OF SAFETY AND YIELD ACCELERATIONS COMPUTED FOR POTENTIAL SLIDING MASSES Cross With Description FS ky (g) Figure Files' Section Transporter? input =*.dat output = *.out L-L' Yes Circular 1.60 0.46 1 stacir, dyncir L-L' No Wedge 1.99 0.37 2 stawed2, dynwed2 E-E' Yes Circular 3.38 0.57 3 stacirwt, dyncirwt E-E' No Circular 4.98 0.76 4 stacirnt, dyncirnt D-D' Yes Circular 2.33 0.45 5 stacirwt, dyncirwt D-D' No Circular 2.21 0.45 6 stacirnt, dyncirnt Files are in organized in directories by their respective cross section l:\Project\6000s\6427.006\geo-dcpp.01.28\Transporter Stability Calculation Summary 11-26-0.doc Page 6 of 29 FS = 1.60 ky =0.46 SECTION L-L'FIGURE 1 -Critical circular surface; cross section L-L'; with transporter geo.dcpp.01.28 Revision 0 Page __ of ( FS = 1.99 ky =0.37 SECTION L-L'FIGURE 2 -Critical wedge; cross section L-L'; no transporter geo.dcpp.01.28 Revision 0 Page &9of 2 7 ("N ( w FS = 3.38 ky =0.57 SECTION E-E'FIGURE 3 -Critical circle; cross section E-E'; with transporter geo.dcpp.01.28 Revisiorp 0 Page ofZ 7 (i (FS = 4.98 ky =0.76 SECTION E-E'geo.dcpp.01.28 Revision 0 Page 2 of 2-7 FIGURE 4 -Critical circle; cross section E-E'; no transporter ( w w FS = 2.33 ky =0.45 SECTION D-D'FIGURE 5 -Critical circle; cross section D-D'; with transporter geo.dcpp.01.28 Revision 0 Page // of .?,lo I, ,,(FS = 2.21 ky =0.45 SECTION D-D'FIGURE 6 -Critical circle; cross section D-D'; no transporter geo.dcpp.01.28 Revision 0 Page 2 7 , Calculation 52.27.100.738, Rev. 0, Attachment A, Pg. _5 of 31 Pacific Gas and Electric Company Geosciences 245 Market Street, Room 418B Mail Code N4C P.O. Box 770000 San Francisco, CA 94177 415/973-2792 Fax 415/973-5778 SDR. FAIZ MAKDISI GEOMATRIX CONSULTANTS 2101 WEBSTER STREET OAKLAND, CA 94612 November 12, 2001 Re: Forwarding of Approved Plan and Cross Sections D-D', E-E', and L-L' for DCPP ISFSI Transport Route Stability Analyses DR. MAKDISI: Please find enclosed the following approved plan and cross sections from Geosciences Calculation GEO.DCPP.01.21, rev. 1: Figure 21-3, Geologic Map of the ISFSI Site and Transport Route Vicinity Figure 21-17a, Cross Section D-D' through Patton Cove Landslide Figure 21-18a, Cross Section E-E' Figure 21-25, Cross Section L-L' for your use in DCPP ISFSI transport route stability analyses. These figures supersede those transmitted to you in draft form by Rich Koehler of William Lettis Associates on October 25, 2001. Also for your use, we have determined the azimuth of each section from Figure 21-3, as follows: Section D-D': 38 degrees Section D-D': 34 degrees Section L-L': 67 degrees If you have any questions regarding this information, please call. ROBERT K. WHITE Enclosures F P. A T7IAC.4m EgJ7 A pag4- 4 ltr2fm6.doc: rkw: 11/12/01 ,/Y' C Artificialtfill (engineered) Quaternary deposits -alluvium, debris flow, colluvium, landslide. Holocene colluvial fan NOTE. Only surficial deposits greater than about 5 feet thick shown Pleistocene colluvial fan Pleistocene marine terrace deposit (inferred) Volcanic rock (middle Miocene), diabase intrusive sills and dikes. Obispo Formation (lower and middle Miocene) Member Tof, Unit b -sandstone, dolomitic sandstone, dolomite and minor limestone; gray, yellow-brown, brown. and buish gray; medium to very thick bedding, some units massive: moderately hard to hard; medium density; calcite and quartz veins: very blocky to blocky.OZ Explanation Geologic contact, solid line where well-defined, dashed where approximate, queried where uncertain. Landslides, arrows indicate directon of movement, hachures define head scarp region Cdl SDebris flow path -Ax sof syrJien, soltd arrow shows plunge, dashect where approirmate Member Toft Unit c.-siliceous claystone and siltstone, with .Axs of anthw ines solid arrow lesser sandstone where approximate 7=01i Member Tor -volcanic rock, zeolitized and silicified tutl NOTES: 1. This topogrephic redates constructtn of Diablo Canyon Power Plant and facilties ar,.only approxrn-atelyiocatea.

2. Tooograulpy southeast of1 ower plant reflects.

in Part. Ire construction ground surtace(ISFSI cut stope is schemratic).

3. The ISFSI. CTF. and Transoon Route are locatedOty placing tieo nasc losely as goUsiR*e tosograohtc ed cutural features and are not consudered0 prease.Axis of monocline.

solid -arrow shows plunge, dashed where approximate 290' Buried shoreline, angle of -marine terrace wave cut platform; elevation indicated Footprint of 500 kV tower 65,..- Strike and dip of fault 10 -..L.. Strike and dip of bedding e Honzontal bedding 60 ? ..L- Bedrock fault with attitude; dashed where approximate, dotted where covered, queried wheo[re nuerreu ileamreucrrart. Boring from 1967 power tlocli ' study 1977 boring DDH-D at power block Boring from previous HLA and HLM studies S- Boring for ISFSI investigations, WLA 1996 to 2001 B B' Geologic cross section STransport route DIABLO CANYON ISFSI FIGURE 21-3 GEOLOGIC MAP OF THE ISFSI SITE AND TRANSPORT ROUTE VICINITY GEO.DCPPOI.21 REV I Page 126 of 171 November 6.2001 !oaf ols FTi in' I-'-I N ..21 A I MVl I DIABLO CANYON ISFSI FIGURE 21-25 CROSS SECTION L-L' GEO.DCPP,01.21 REV 1 November 6. 20( 2 ...icr, m-I Matchline See Figure 21-18b K 8 Cl) "-n m -4 0 mm 0 m z 0 Zo Z m "C/l z CI) CI)T -v C *k'J -4 0 0 C I D IABLO CANYON ISFSI 0 25 so 750 25 1I.., LLLLULLLLL jL DIABLO CANYON ISFSI FIGURE 21-17a CROSS SECTION D-D' THROUGH PATTON COVE LANDSLIDE GEO DCP'P0.21 REV 1 Page 140a of 171 ,,1,-- 6 27 1 , -?/ ow I-1 Calculation 52.27.100.738, Rev. 0, Attaclicntl A, l'g. TLOL f 31 CQ L-d)OllfromtFl = DI) Calculation 52.27.100.738, Rev. 0, Attachment A, Pg. Lo of 31 SSESSMENT OF )lope Stability Near The )iablo Canyon Power Plant esponse to NRC Request of January 31, 1997 Calculation 52.27.100.738, Rev. 0, Attachment A, Pg. Z_ of 31 TABLE 1 SOIL PARAMETERS FOR STABILITY ANALYSIS SLOPE SECTIONS A-A' AND B-B'Density Shear Strength Geologic In-Place Parameters Unit Description (pcf) Topsoil Organic CLAY, silty (CH) 115 S, = 1200 psf (section B-B' only) Qc Young colluvium, soft to stiff 115 S, = 1500 psf CLAY, silty and sandy (CH-CL) Qpf Pleistocene colluvial fan deposits, 115 S, = 3000 psf CLAY to SILT, gravelly and sandy Qptm Pleistocene marine terrace deposits, 130 c = 0; poorly graded, SAND to ( = 400 GRAVEL Tofb Miocene Obispo Formation, sandy 140 c = 4000 psf; siltstone and silty sandstone, local 0 = 350 chert, blocky, BEDROCK slope material (or the reduced strength due to earthquake shaking), and the location of the potential slip surface. " The peak, or maximum, acceleration, k.,, induced within a potential sliding mass (average of the peak acceleration over the mass) is estimated. The average earthquake-induced acceleration, also known as the average seismic coefficient, can be estimated using dynamic response analyses. " For a specified potential sliding mass, the induced acceleration is compared with the yield acceleration. When the induced acceleration exceeds the yield acceleration, downslope movements will occur along the direction of the assumed failure plane. The movement will stop after the time when the induced acceleration level drops below the yield acceleration and when the velocity drops to zero. The magnitude of the potential displacement can be calculated by simple double integration of the induced acceleration time history for the specified potential sliding mass. Yield Acceleration The yield acceleration for the cut slope east of Unit 2 was estimated using the computer program SLOPE/W (GEt-SLOPE, 1995) and the Modified Bishop method. A cross section of the profile analyzed showing the slip surface having the lowest computed factor DCPP Assessment of Slope Stability ge 19 G Mf " rA P R 2 I Calculation 52.27.100.738, Rev. 0, Attachment A, Pg. 7_7of 31 1 19/O1 U ~ x ... Pacific Gas and Electric Company Geosci24 ccs MArkstrtee.o s-/ 245 Market Street, Room 419B Mail Code N4C P.0. B3ox 770000 San Francisco. CA 94177 415/973-2792 Fax 415/973-577 8 !~ DR. FAIZ MAKDISI GEOMATRIX CONSULTANTS 2101 WEBSTER STREET OAKLAND, CA 94612 November 19, 2001 Re: Transmittal of additional inputs for DCPP ISFSI Transport Route Analysis DR. MAYKDISI: As part of the scopo of your analysis of the stability of the transport route for the DCPP ISFSI, you are assessing stability of the route at various sections using both unreduced ground motions previously transmitted to you (reference my October 31 2001 letter to you) and reduced ground motions based on incorporating results of a probabilistic seismic hazard analysis and the estimated exposure interval of the transporter on the route. A probabilistically reduced peak bedrock ground acceleration of 0.15g has been derived in calculation GEO.DCPP.01.02, and this value has been approved for further analyses. Accordingly, please scale the peak acceleration of the unreduced ground motions to this level for your transport route analyses In addition, you are assessing the stability of transport route road fill wedges at reduced ground motion levels and with the transporter load previously transmitted to you (reference'my Nove:mber 5 2001 letter to you). The exact subsurface configuration of any fill wedges along the access road is currently unknown, and is shown in only a general way on sections provided to you (reference my November 12 2001 letter to you) based on gener:al descriptions provided in the road construction specification. However, given that the density of any compacted fill derived from the native material is likely to be at or above the density of underlying native material, fill strength is likely to be comparable to the native material, and the exact configuration of the fill is therefore not of consequence. Please proceed with near-surface stability analyses with this assumption. If you have any questions regarding this information, please call ROBERT K- WHITE a 1Itr2fml 0.dorkwr I1I/ll9/01 9F r e~t'> TICý4?fE C-7( P,'-) ~/:12 Calculation 52.27.100.738, Rev. 0, Attachment A, Pg. z_3 of 31 Pacific Gas and Electric Company Geosciences 245 Market Street, Room 4 18B Mail Code N4C P.O. Box 770000 San Francisco, CA 94177 415/973-2792 Fax 415/973-5778 ~ DR. FAIZ MAKDISI GEOMATRIX CONSULTANTS 2101 WEBSTER STREET OAKLAND, CA 94612 November 5, 2001 Re: Forwarding of Cold Machine Shop Retaining Wall Calculation Inputs from Project Engineer DR. MAKDISI: Inputs to the calculation checking the stability of the DCPP Cold Machine Shop Retaining Wall under proposed ISFSI transporter loads have been provided to Geosciences from Richard Klimczak, Project Engineer for the ISFSI project. I am forwarding these inputs to you formally, as required by Geosciences Calculation Procedure GEO.001, rev. 4. Please incorporate these into your calculation in place of previous inputs provided to you informally, and complete the calculation as required by Geosciences Work Plan GEO 2001 -03, rev. 1, Appendix H. A description of the inputs follows. A cbpy of the Work Plan is also enclosed for distribution to those on your staff who are responsible for performing the calculation. Please have them sign the Work Plan Attachment acknowledging their review and forward copies to me. Letter to Robert White from Richard Klimezak, dated October 3, 2001.

Subject:

Transmittal of Information on the Transporter Movement Along the Transport Route. The reference letter contains a copy of PG&E calculation 52.27.14.01, pages RLOC 02553 1215 through 1255 (42 pages). These calculation pages are enclosed in this forwarding letter. The reference letter also contains 11 x 17 copies of drawings 516992 and 516993. These drawings are also enclosed in this forwarding letter. The reference letter also lists applicable criteria for the transporter. These criteria have been superseded by the following letter, and should not be used in your calculation. page 1 of 2 Im - Calculation 52.27.100.738, Rev. 0, Attachment A, Pg. ? of 31 Forwarding of Cold Machine Shop Retaining Wall Calculation Inputs from Projecl Engineer Letter to Robert White from Richard Klimczak, dated October 19, 2001.

Subject:

Transmittal of Information on the Transporter Movement Along the Transport Route. This reference letter contains modified transporter criteria and should be used in place of those criteria in the 10/3/01 letter above. If you have any questions regarding this information, please call. ROBERT K. WHITE Enclosures p ag e 2 o f 2 / '/TTA ,C -(m , &- J T D V, Calculation 52.27.100.738, Rev. 0, Attachment A, Pg.z4 of 31 Date: October 3, 2001 File #: 72.10.05 To: Robert White Phone: (415) 973-0544 PG&E Geosciences Dept From: Richard L. Kliimczak, Project Engineer

Subject:

Diablo Canyon Units I and 2 Transmittal of Information on the Transporter Movement Along the Transoort Route Pacific Gas and Electric Company

Dear Rob,

This memorandum provides criteria for movement of the loaded Transporter from the Auxiliary/Fuel Handling Building (Power Plant) to the Cask Transfer Facility (CTF). Information provided herein is applicable to Calculations GEO.DCPP.0O1.02 and GEO.DCPP.0 1.27 and other evaluations of Transport Route stability. Estimate of Total Yearly Travel Time of A Loaded Transporter Along the Transport Route: (Ref. Calculation GEO.DCPP.01.02) Holtec Calculation HI-2002563, Rev. 3, Pg. K-2 shows 1.5 hours to travel between the Power Plant and the CTF. This calculation also conservatively assumes movement of 8 casks per year. Accordingly, we estimate 8 trips at 1.5 hours per trip for a total travel time of 12 hours along the transport route each year. Transporter for HI-STORM 100 Transfer Cask: (Reference Calculation GEO.DCPP.01..27) The following criteria applies to movement of the loaded Transporter from the Power Plant to the CTF and along the Transport Route: 1) Cask Transporter Weights: Transporter weight 170,000 lbs. Payload weight 275,000 lbs Total weight: 445,000 lbs 2) Track Contact Surface Area: Dimensions for each of two tracks 294 inches x 29.5 inches Total effective contact area for two tracks 10,000 sq. inches Estimated contact surface pressure 44.5 psi p. 231 2 V Calculation 52.27.100.738, Rev. 0, Attachment A, Pg. z -of 31 r cto ber 2,200 1 R .Wrhite 3) Center to center spacing be tween tracks: 182 inches The basis for this information is a 9/28/01 memorandum to the file, "Cask Transporter Track Contact Surface Area Estimate," prepared by Rich Hagler of the UFSP for static, level contact surface bearing pressures and the referenced HI-200250I, "Functional Specification for the Diablo Canyon Cask Transporter," Revision 4, July 30, 2001. Evaluation of Stability of the Retaining Wall Located Adjacent to the Unit 2 Cold Machine Shop: (Reference Calculation GEO.DCPP.O 1.27) The attached PG&E calculation and drawings apply to the evaluation of the retaining wall located adjacent to and to the east of the Unit 2 Cold Machine Shop 1) A copy of PG&E calculation 52.27.14.01, "Cold Machine Shop, Retaining Wall and Stairs," 42 pages, RLOC 02553 1215 thru 1255. 2) 11 " x 17" copies of the following PG&E Drawings: Drawin2 Number Revision Title 516992 8 Finish Grading Plan Cold Machine Shop 516993 3 Yard Facilities & Details Cold Machine Shop This transmittal is per requirements of DCPP Procedure CF3.ID 17. If you have questions please contact me at (805) 595-6320 or A. Tafoya at (805) 595-6392. Richard L. Klimczak Project Engineer Diablo Canyon Used Fuel Storage Project Attachments: As listed cc: JStrickland SLO B3 w/o RKWhite 245 Market N4C, 418B w/o BHParton SLO BB w/o J]Sun 245 Market N4C, 422A w/o AFTafoya SLO BIO w/o JCYoung 245 Market N4C, 413C w/o CEHartz SLO BO w/o DCPP Chronological File RDHa-agler SLO B13 DCPP RMS DCPP 119/1 245 Market N4C, 422B w/o DCPP File No. 72.10.05 2 2 t ; &) rL 4-11c, WC E in 4tc z m ru -a CL u Cl Lli v K3 m L -D M 0 Ir Ln ýLj Ijj LL ru Li Lool A Kr L-Ii --j Calculation 52.27.100.738, Rev. 0 Attachment A Po. _jg of 31 riLE N.o. 071 11/26 '01 1S:09 ID:PG&E GEDSCIENCES DEPT 41-, 973 7-1La 24 01 02: 2-4p PGLE Unecd Fuel Storage (805 595-6402 10 ASCE I 62 M 07S9600 0005842 6 quate source and Its associated quality, in general, Section 4.3 niaitarial selection re quiremenmt are equally applicable to site protection ntructurea. 5.4 Design. Parameters to be es tablished ior the design and safety evaluatior of dams, dlkes, breakwaters, seawa-"s, revsatnent are generally the same am given in Section 4-4. 5.4-2 Operating Conditions-Design condjiUons for aite protection aa-uctures are generally those associated with ex treme hydrologica phenomena. How ever, nowslJ operating conditions (which stnujde erosion, weatheTing or other normal operating phenomena that would affect performance of the pro tective strucLure) shall be eornaidwrd in design. S4.2 Slatic Loading Cenditints. The following corulldona shall be conaidered for protective structures: (1) Durii& construction (2) End of construction (3) Deaihn flood evaluation am a hydrostatic load (4) LUa4 case where maximurn design surcharge is present and water level I] at its design minimum elevaiorn.

5.4.3 Static

Stability and Perforrminc. Fac tors of safety for structural capacity should be based upon the ratio o0 avsu able strength to applied arreas or other load effects. The minimnum factors safetyi for the static loading condition listed in Para'aph 5.4.2 shall be as follows: Condition Minimum Pactor or Safety I 2 3 4 1.1 1.3 1.2 1.5 In uasng thes tminimurn recommended safety margins L-he Geotechnical Engineer should havv a high degree of confidence in the reliab~ity of values used for the following paranmetera: (a) type and gradation of material (b) thoroughness and. completeness of field exploration and laboratory testing DESIGN AND ANALYSIS (cJ certainty Of loading condilhon (d) degree Of control and workrnan Ship that can be assured. 5,4.4 Dynamic Losdin Condition. The dynamic force applicabl to aite protec. don structures are the same as those con sidered in Section 4A.,5. 5.5 Analytical Adglka. The analytcal methods applicable to ultimate heat sink astucture are also applicable to site pro tectiorn stuctures 6.0 Site Contour Earth Structures-ining Walls, Natural Slopes, Cuts and Fills 6.2 Scolpe. 6.1.1 Purpow, The purpose of this Sec tion is to describe criteria to be used as a guide in the design, evaluation and conof those mile contour cntrol saactuiea sluch as eatuining walls sIoDe , cuts and fills (chasalfled an Seismic Zte gory 1). This standard is intended to Iden tify iictors to he conridered in construc lion of those and should in no way imMit the lnvestigaticin and analysis deamed necessary for determination of the suitability of much a aorucrure----or the effrct an earth structure would have on other nuelear plant structures. 6.2.2 UIse and Type of Structure 6.2.2.2 Retaining Walfa. A retaining, wall La any permanent sructural element built to support an earth bank that cannot support itself. It is used primarily to con trol site contours and may have specific application to crnsttriaon of elevated or depraessd roadways, erOyion protection facilities, bridge abutments and retaininl potentially unstable hillaIdes. ljrinci p types of retaining walls considered in thiv standard Include gravity walls, semigrav-. ity wails. cantilever walls, counterforn .ualla buttressed walls. crib and bin walls, reinforced earth walls and an chored (or tie hack) walls. The emphasis in this Section is on the design of earth -tructures used as retaining walls, and determirndton of loads on walls made of other materials. 6.1.2.2 Naturai Slopes, Cuts and Fills. Natural slope& con3idexcd in thin section & n L!.ýA cA -Fc)p 5 c5/ m 1 P.P_3 i Pý.E Calculation 52.27.100.738, Rev. 0, Attachment A, Pg. 1_j of 31 FILE Q7. P 11 26 '01 1-Cq !D:PCLL1 .ýEOSu!ENCE DEPT 41? q> I I Jul 24 01 112-2Sfn PGLE Uu.wc Fuel! m r g I BOS) S3S-6402 N UJCL,,AR SA,?Ery R B A -~ 07S9600 STRJC1 5TR are ny ando~. ersting on, or a4 cent to, the proposed site, A cur glop, ani lp ~uU rin th e -xri va tic r toi situ AodR. Manmade fifll ai pov tork`3intaln site gmde. Slop eaus U9Covered by this sefit Cbgar Vided prima-jJ to MaiEntain 'itm reOp (and, Whase filure would adveraei a/fe Plan fut.,t,. 0/ny Safety relatLed nudle 6.ISntnurarigof'on A Kemera discu sian of "' inve's j 8 Pgatie o ea-rthstutrsi P1cleo 3.0a. ~ Presented in Sectio 622SdclWiogy 4nd Geology C~pe ejmcgeology -it- citg~eiaa. gie 1 M4fm.,. Provice useful infornatin or reqwrents~ that I",~s be EBLIafied by thoroujgh aeisznologi ndgoig, n veatigatlion .wo ad elgi n 6-2-2 fH*drulog Earth *burt se, asretairi wails, lap." cut. andused. are Parlicidady sensit~ive to Isrface water erosion and graursdwater level end signved.ento Such arructures shall be de sigei4o WtlWtand histor"I anid desictl basis flooding arid predipilsrlon In_ curdance with ANSI N 170.4u, 6-2-3 le~~c,', the cntuto of eath strcturf it im nreretiv hIlt the """~r Crosa-sction Materials of Con stu'don and their gradati~ on,~ n Placlyent~ be consis tert -with Znn n and foundation condition.. 1;y. ""-t'9&tiOn8 "hall be undertaken andu idcria t ifI Titlr Ob i d o hand suf. Ungineer cank, with confidence. design a !-ruc~ture treering those teqUire.. inent~a References dismsei.,n the rVw. quired geotechnijaj investiga ion a in considerabic dcttill should be con. aulted.11sL -iz W. IL& ry. v. Sblnerl atu~ral Slopesl anid curz cc)nle the uae of I sin u lw e -j rusl iter. ature and jinforrr)tion concerning the foundation geology ofth sol (ad f roc jk o n ththteah d bc a (~r a n~ d o fs recordsa'o construction in the ares anid 'l3w"' -el 092 sallj also be eyarriled Air Photo interprettio and site reconnais salrn 11hou~ld be cotrnplet~d to reveal old Blidt ScarPm or other evidence of ,lop MlOveznents. rs&retosddpoip ~j-of the gioPe should be glade in uufI-~r 'of antiy n Lda to represent th, slope led 6. ndins rid MalJaiaj 5.Section 4.3 tz-a se'ec"On rtieu ent.. ie clually Kppli A m Cable to retaining waj lol., n lfa I 6.4 Daip jOe ndfls he 6~4 P' Desig. Parm-etrse to 3- evaluation Of retaining Well 4 , ntralij.~ 11 lOpes, Cuts and fill, shallinldte Ll (a) a SeOlcchnical profile alongtheen n ~tie Le-ngth and across the structur at intervals uot to exceedi 250 feet, IwhiUch" Iadequ~atetoErv basis for design I k (b) tile poterntialfor ground urlface rupture or diaplaernent due to WSeo~ogical fac-tor C)ground surface azcielerztjon value for the SSE (d) Properties of avn lible cast shapes. rubble, Starke, rock, in Attu arid fil ter nc-terials used ia-aatuto of the struture (a) croan..aecfform BhoWI .i3K3rut geoznr~andconpagltiort of rnate. M1 liqumfij, aenta of the eart. . Ihbcturr and ita f~u,,ndion ukder (a) the SSE anid (b) hydrodynwrri by theciv Stress cauried byteMaxim design "antj (8) etability Of tuesrn~~ n t foundation hner and aurchar- fOrceasystema. &Sacj-~ ated with ma~xlznuin design event Nii hydrologica iprzkuwtr sh~all be fin accordance with ANSI N -170"", 6.4.2 Op"fn Condiidns.~ Cperatln, co~nditions for Contour contraj structurtes lion v ry a~ o d h to th e P1urp o ae, loca tinand other conditions unique to the plant bei~ng considered. Theme condltion, may influen" the daaign of ancillary f~laties. The Geotechnica Engineer shall c'isitfder all florzzl Operating conditions in design of the structure, as well as an licipated trasint.,j abnorrnal and ex t-rrme envira~nmental condlitior., conaid.. erud 48 design basis. during tile life of the structure, A AC U 1'a4r' -7 E5 7 p. r -4 ASCE 1 Az .......... I ....... ..43 T M Calculation 52.27.100.738, Rev. 0, Attachment A, Pg. __ of 31 ;.!_- MO. .71 11,26 '01 15:09 ID:PG&E GEOSCIENCES DEPT 415 97S 577S JUL 24 0L 02:2Sp PGLE Usead Fuei Storage f OS I 595-6402 ASCE I 82 U 0759600 000.5644 1 i DESIGN AND ANALYSIS 643Stiltic Loading Condji 0 iru The 645DnmcLaigC~d~ 0 followVing rodun shalfl be Considered 'diag q -r n (urce fo conto r -co tro struttures: -,car. q ax-1Liaced -oc (1) Durint Corrj dynamic su.rcharg' loadings and the 1D.r ruction dynamic effecto of the Design Maximum (2) End Flood and PrOeQPitztfonIuar be consid (3) MaiLn'1um design aurrJcarge to in- trod. The podtulatb loading cond-tion 5 dude any loading above grade by due to dynamic hlada to ai evaluated are earth, rrmate._, Structure equip- as follows: merit and vehicles for design (I) Failure due to disruption of struc. against sliding ture by major differential fault (4) Load conduion 3 coinddent with movement due to a sSE moat diaadvantageoua ground Water design level (2) groPe fa.Lfe induced by SSE vibro 5-) Maxtrri.r design suzrharge to in- (3)Slidj of the" elude any loading above grade by whak of the earth stucture on emrth. miaterial, structure, equip- weak tundatiQn materials or rnate me ri't An ma e hrl tjt~ , e up. riala whose strangth may be re rnant .,nd vehicle for design duced by b.quefacro b againrit Overturning (4) Failure due to dyna (6) Load Ltl~ition 5 coinddent with load effect iaynMir: surcharge moat dlaadvantageoua ground watar design Level (4) Failure due to dynamnic laadz asmocla ted with tje M~aximum De (7) Desltn makimurn flood and pre- ilgsn Flood or Pre pUation. cipitaflion as a hydxrostati load.-Static Slability and Performan. Factors of satiety for slope Ftablly atddlea ahouLd be based upon the rate of avalj able strength to applihd sr-eas or orhia load effeeta. The minimum factors of "'afety for the static load canditiona listed in Section 6.4.3 shall be as folowas Minimum Factor of Safety 1.3 2.0 1.5 1.3 2. OM' 1.8"For foundation failure by bearing in clay use a F.S. of 3.0. In usig these minimum recornlnernded safety margins the Geotechnical Engineer should have a high degr:e of confldence in the reliabil ity of the values used for the following parameters; (a) type and gradation oE material (b) thoruLughness and coanpleteness of field exploration and laboratory testing (c) certainty uf loading conditlona (d) degree of contrul and warkrrn.n ship that can be asaured.6.4.6 Dynamic siidlity and Perfrru,,e During an earthquake, or in response to other dynamic load phenomena, large cyclic forces may be Induced 'in, a slope or fill. Thewe forces may be auffl:lently large and may occur with a sucient tmnber of cycles to produ a, e xce s pore water PressuLres or reduction In shear strength of """ain types of mater"is Used in con atrection of an earth structure. Depend Ing on the severity of the ground vfbru tory motions and the types of ernbark menit maateris, inuiall to large Pemanent defororn of the emban1Jkxnt could oc--uz during or after an earthquake. in loose Satu.raed coheaionlea soils corn plete loss of strength may occur, leading to failure of an earth stucrurL. This same phenomena could also result from the effects of dynamic wave action although the dynamic frequency characteristas of wave action make It a much less Ukely occurrence. Structur.es containing cohe sive materiala or well-compacted and graded materials gcnerally suffered little or no damage as a result of strong ground shaking." In assessing the safety of an earth structure during and after an other dynamic lcading the following factors should be consid tered: 12 P.S Concdticn 1 2 3 4 5 6 j,) e -,C i 6, E:C), T:ýf PF)_ C) I .2,F--

• ,Calculation 52.27.100.738, Rev. 0, Attachment A, Pg. 3 of 31 -1~ ' t"10-: K iD :P -' 'E G E t L L iI JEN C LE F T 411 _ -8O9 5SS -6402 A.SCE 1 a2 " 0 7 59600 OCOSa 4 NTJCLZAR SAFEjy RELUAI-Et

]RAflTH Sr~Irr ti) .h manitude and type of ark b~pated loading (2) The de8.re of confidercL in the mnethod of analyis Uzsed njj n h ddsrptj 0 n of rnateral and de thý 'efollowing minrnur f cto~o afe LB BPecj"jd for the d Ofan soadfety dl Sectiq T6. ýCondi 0 Mio Nnim ul Factor of safty I Pre'lude by SizI ý 2 dad3 SiigCriteria. 3 1.3 4 13. alurMust evalui~te based on the impact ofa 6 con OlJd r O o~jg~, thel sh~lbeinv~'f1Sih.at 'nay affect the eg (1)D be 'sgaed 48 nee~y:dsg (1)a of~ atlateral support inciud Ing action of, (a) erosion by atreartuij eve'r. etc (b) '"Rves arid L~ng-Shore tji"i cur!-rents Sc ubaerial w eatiering, w ti. and drying a d fr ir a tion (2) reov ~ or ti~n of new slope bya rocjc fall.. slide Or aubs~idenc, Iftlingj. P) Subterranea eros' C~j~Cr bonacez, 9at YPsUr, and collapae ot. caverns. subsidence o i areas, dispersive sails. Ofmn (4) Overloading o ekUdryn Soil Layer(A) by Ofill. u delyn (5) Overioading of 'lopn edn (6) Overstvepe,..uzg of rusi n~l Soil or rock and undercutun g Wb f "teePly adver-se dipping edn fa6,4,g ?crforymarlee Cr"Iterin. The per frmance of any slope utb ugdo he following b..oscla; b jd edo (1) Dowrlope, Movemhents Down.. slope Movements, Whether for nat ural or mnaglrnade Slp,,s hall noat interfere w*ith the ablity~ 01th Plant to perfnrn its sa~te thne tion s. Th is fll.ce asr tye C f unlde .tiaon Of th, rxjnq claza I ro, ~ tyo the ahope t( ýunc tM~res and the ape~1. Ha fthe slopei definition Of slope &I Lny- gh,~ Pendent lure is 1,. (2)Eroli aic Undercuttin Ercsaj, 4rid UnrdercuttngoftI. ofto@~e of rha "SopQ shAl4 be controlled ota they -iv not ~ ~ j t .O e'~ (3 ab) f or function,. of the slope'.. 3)Creep. If the Plant andjor adjohinig facilities are sited on a alope, creep mivereptof iluffidrne magnitud, CanCon~YJe afaiure, ag well as general frLSas~ve "L~abil~t. of the slope. Thk Potentiad for creep and 6.5 AIyiaiy l~ Mr1had. .J s,acdde 6-.1. Relin jnj, Wl 41s Once ho .I, tpsnddesign pararn~ete, hay., been establihed, the type a, reatim uru> fhbirie can be selected, Generally th, fond ion condltaor,, the heIght of wall, Or the expected lateral load narrows the BeLci"proc-sa conlsiderably. Typical ditesOsanid guidelines for uzj, h Proportionq of retaiingar oru Sizin tre giv~en in various ordsar Clt e s~~I are4 Thu stutua adequac of the k~induald inernber should be determined by the Geoted.hJkal Engineer or Engineer basfed on rho iinpoacd loads, usinig app~cable Standardi, 6.5.1.2 EaOrL) Pnu CoImPutgntia As defined4 previously, ,rzthi orssrftaact ing on the w.all Ar o p ~ ao appropriat @eoil rOpertie (Usuually stenth 4d lvslble ear~th pear U~enes Te design mugrAItd~ aressure tribution of these Prea~ures should also take Into consider~ation the type of backfilli and it's rhmtritc and drainage pro visi 0 ma, and the mnethod and direction ojf Compaction. Cl~ayey boila can produce. high earth pressures~ and should be avoided if possible, Free draining clean, grunular soils gencrally resault in lower horizontal earth laip For conv~entional Fietlninng walls, coan venie.-n* empmrica~lly established design "MhRt are available for diffe~r.rni types of backfli.iý ThOse curves haxve agso bevn reproduced in mlost geotechnical V J2:) t V C ., L.e -I- -Jwl L-4 01 02;26p PG&E Used Fuel StoraCe}}