Supplemental Report 3

Transcription

1 Supplemental Report 3

2 Geology Geotechnical Engineering Hamlin St., #200 Van Nuys, CA Office (818) Fax (818) November 5, 2010 Whole Foods c/o Goldman Firth Rossi Architects Pacific Coast Highway Malibu, California Subject: SUPPLEMENTAL REPORT No Civic Center Way, Malibu, California References: 1) Geotechnical Review Sheet by Fugro West, Inc. for the City of Malibu, dated October 19, ) Report of Geotechnical Investigation by Van Beveren & Butelo, Inc. covering the subject site and dated August 7, ) Supplemental Report No. 1 by covering the subject site and dated March 30, 2010 (revised April 22, 2010). 4) Supplemental Report No. 2 by covering the subject site and dated September 27, 2010 (revised October 5, 2010). Dear Gentlemen, Pursuant to your request, presented herein is a response to Reference 1. A copy of the review letter is attached. Items contained in the review letter are responded to below. To facilitate the review, the following responses are provided per the review letter: Review Comments: Item #1: Previous seismic trenching performed on the site is depicted on the attached geologic map. On site seismic trenching is extremely limited by the very shallow depth to groundwater and the very young sediment above the groundwater. However, it is believed that adequate seismic trenching covers the proposed development for the following reasons; According to the Leighton and Associates, Inc. report dated March 18, 1994 covering the Malibu Civic Center area, No evidence of active faulting was found. According to the report by the California Division of Mine and Geology Fault Evaluation Report FER-229 dated October 3, 1994 of the Malibu Coast Fault, There is no known evidence of Holocene displacement on the main trace of the Malibu Coast fault.

3 November 5, 2010 Page 2 On August 16, 2007, the fault zone near the east side of Malibu Bluff Park was removed from the State of California Earthquake Fault Zone map by the California Geologic Survey. Clearly, the State of California and private consultants agree that no evidence of active faulting on the Malibu Coast fault within the Malibu Civic area is known. Because these very extensive investigation on the Malibu Coast Fault concluded that the Malibu Coast is inactive in the Malibu Civic Area, adequate seismic trenching covers the proposed development. Item #2: The design of the irrigation is being provided by others. It is our understanding that the proposed daily irrigation of the proposed landscaping will not significantly affect the groundwater levels. Therefore, no additional analysis is required at this time. If it is determined that the groundwater levels will significantly rise additional analysis should be performed. Although, no significant rise in the groundwater level is projected at the subject site, additional liquefaction analysis has been performed based on the site being elevated from the existing grade up to about four (4) feet from the current grade and a rise in the groundwater level to the existing ground surface. The analysis was performed utilizing the data from the liquefaction analysis within Reference No. 2 above. Exploration Van-Beveren Existing Conditions Liquefaction Induced Settlement (in) Liquefaction Induced Settlement (in) with Grade Raised 4 Feet Liquefaction Induced Settlement (in) with Grade Raised 4 Feet and Groundwater Level Raised to Existing Surface CPT CPT CPT CPT Boring Boring Boring Boring Average Based on the additional liquefaction analysis the recommendations provided within References No. 2-4 remain applicable. Building Plan Check Stage Review Comments: Item #1-5: Acknolwedged.

4 November 5, 2010 Page 3 Should you have any questions regarding this report, please do not hesitate to contact the undersigned at your convenience. Respectfully submitted, Scott J. Walter Robert L. Sousa GE 2476 CEG 1315 Exp: 9/30/12 Exp: 5/31/11 RLS/SJW/RMH: Enclosures: Distribution: Liquefaction Analysis Revised Geologic Map Revised Cross Sections A & B Review Letter by the City of Malibu (4) Addressee (2) City of Malibu

5 November 5, 2010 Page 4 The following liquefaction Induced Settlement (in) with Grade Raised 4 Feet. LIQUEFACTION ANALYSIS SUMMARY Copyright by CivilTech Software Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to, 11/4/2010 1:24:12 PM Input File Name: F:\Liquefy5\1680 CPT1A VB.liq Title: Whole Foods VBB CPT-1A Subtitle: Surface Elev.=0 Hole No.=CPT1A Depth of Hole= ft Water Table during Earthquake= 5.00 ft Water Table during In-Situ Testing= 7.60 ft Max. Acceleration= 0.45 g Earthquake Magnitude= 7.50 Input Data: Surface Elev.=0 Hole No.=CPT1A Depth of Hole=49.50 ft Water Table during Earthquake= 5.00 ft Water Table during In-Situ Testing= 7.60 ft Max. Acceleration=0.45 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. CPT Calculation Method: Modify Robertson* 2. Settlement Analysis Method: Ishihara / Yoshimine 3. Fines Correction for Liquefaction: Stark/Olson et al.* 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 9. User request factor of safety (apply to CSR), User= 1.5 Plot one CSR curve (fs1=user) 10. Use Curve Smoothing: Yes* * Recommended Options Fill on Top= 4 ft Fill Unit Weight= 125 pcf Depth of this report is based on original ground surface, not based on fill 1 atm (atmosphere) = 1 tsf (ton/ft2) In-Situ Test Data: Depth qc fs Rf gamma Fines D50 ft atm atm pcf % mm Modify Robertson method generates Fines from qc/fs. Inputted Fines are not relevant. Output Results: Settlement of Saturated Sands=2.02 in. Settlement of Unsaturated Sands=0.01 in. Total Settlement of Saturated and Unsaturated Sands=2.03 in. Differential Settlement=1.017 to in. Depth CRRm CSRfs F.S. S_sat. S_dry S_all ft in. in. in.

6 November 5, 2010 Page * * * * F.S.<1, Liquefaction Potential Zone (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. 1 atm (atmosphere) = 1 tsf (ton/ft2) CRRm Cyclic resistance ratio from soils CSRsf Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf S_sat Settlement from saturated sands S_dry Settlement from Unsaturated Sands S_all Total Settlement from Saturated and Unsaturated Sands NoLiq No-Liquefy Soils

7 November 5, 2010 Page 6 LIQUEFACTION ANALYSIS CALCULATION DETAILS Copyright by CivilTech Software Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to, 11/4/2010 1:24:29 PM Input File Name: F:\Liquefy5\1680 CPT1A VB.liq Title: Whole Foods VBB CPT-1A Subtitle: Input Data: Surface Elev.=0 Hole No.=CPT1A Depth of Hole=49.50 ft Water Table during Earthquake= 5.00 ft Water Table during In-Situ Testing= 7.60 ft Max. Acceleration=0.45 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. CPT Calulation Method: Modify Robertson* 2. Settlement Analysis Method: Ishihara / Yoshimine 3. Fines Correction for Liquefaction: Stark/Olson et al.* 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 9. User request factor of safety (apply to CSR), User= 1.5 Plot one CSR curve (fs1=user) 10. Average two input data between two Depths: Yes* * Recommended Options Fill on Ground Surface= 4 ft Fill Unit Weight= 125 pcf Factor of soil strength (SPT or CPT) change due to fill= 1 Depth of this report is based on original ground surface, not based on fill 1 atm (atmosphere) = 1 tsf (ton/ft2) In-Situ Test Data: Depth qc fs Rf Gamma Fines D50 ft atm atm % pcf % mm Modify Robertson method generates Fines from qc/fs. Inputted Fines are not relevant. Output Results: Calculation segment, dz=0.050 ft User defined Print Interval, dp=5.00 ft Peak Ground Acceleration (PGA), a_max = 0.45g CSR Calculation: Depth gamma sigma gamma' sigma' rd mz a(z) CSR x fs1 =CSRfs ft pcf atm pcf atm g g

8 November 5, 2010 Page CSR is based on water table at 5.00 during earthquake sigma and sigma' are based on fill on ground surface during earthquake CRR Calculation from CPT data, using Modify Robertson's Method: (Fines content is determined by qc and fric.) Depth qc fric. n Q Rf Ic Cq Fines Kc qc1n qc1f CRR7.5 ft atm atm % atm atm E E NoLiq E E E E E E E E E E E E E E E E E E E E E E E E E E E Fines have been calculated, and correction is made by Modify Robertson Method. Fines=NoLiq means the soils are not liquefiable. CRR is based on water table at 7.60 during In-Situ Testing SPT or CPT are increased due to increased overburden pressure Factor of Safety, - Earthquake Magnitude= 7.50: Depth sigc' CRR7.5 x Ksig =CRRv x MSF =CRRm CSRfs F.S.=CRRm/CSRfs ft atm ^ * * * * F.S.<1: Liquefaction Potential Zone. (If above water table: F.S.=5) ^ No-liquefiable Soils or above Water Table. (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) CPT convert to SPT for Settlement Analysis: Fines Correction for Settlement Analysis: Depth Ic qc/n60 qc1 (N1)60 Fines d(n1)60 (N1)60s ft atm % NoLiq

9 November 5, 2010 Page (N1)60s has been fines corrected in liquefaction analysis, therefore d(n1)60=0. (N1)60 is converted from qc1, (N1)60s is after fines correction Fines=NoLiq means the soils are not liquefiable. Settlement of Saturated Sands: Settlement Analysis Method: Ishihara / Yoshimine Depth CSRsf / MSF* =CSRm F.S. Fines (N1)60s Dr ec dsz dsp S ft % % % in. in. in E E E E E E E E E E Settlement of Saturated Sands=2.025 in. qc1 and (N1)60 is after fines correction in liquefaction analysis (N1)60s is converted from qc1 and after fines correction dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=5.00 ft S is cumulated settlement at this depth Settlement of Unsaturated Sands: Depth sigma' sigc' (N1)60s CSRsf Gmax g*ge/gm g_eff ec7.5 Cec ec dsz dsp S ft atm atm atm % % in. in. in E E E E Settlement of Unsaturated Sands=0.008 in. (N1)60s is converted from qc1 and after fines correction dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=5.00 ft S is cumulated settlement at this depth Total Settlement of Saturated and Unsaturated Sands=2.033 in. Differential Settlement=1.017 to in. Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. 1 atm (atmosphere) = tsf(1 tsf = 1 ton/ft2 = 2 kip/ft2) 1 atm (atmosphere) = kpa(1 kpa = 1 kn/m2 = Mpa) SPT Field data from Standard Penetration Test (SPT) BPT Field data from Becker Penetration Test (BPT) qc Field data from Cone Penetration Test (CPT) [atm (tsf)] fs Friction from CPT testing [atm (tsf)] Rf Ratio of fs/qc (%) gamma Total unit weight of soil gamma' Effective unit weight of soil Fines Fines content [%] D50 Mean grain size Dr Relative Density sigma Total vertical stress [atm] sigma' Effective vertical stress [atm]

10 November 5, 2010 Page 9 sigc' Effective confining pressure [atm] rd Acceleration reduction coefficient by Seed a_max. Peak Ground Acceleration (PGA) in ground surface mz Linear acceleration reduction coefficient X depth a_min. Minimum acceleration under linear reduction, mz CRRv CRR after overburden stress correction, CRRv=CRR7.5 * Ksig CRR7.5 Cyclic resistance ratio (M=7.5) Ksig Overburden stress correction factor for CRR7.5 CRRm After magnitude scaling correction CRRm=CRRv * MSF MSF Magnitude scaling factor from M=7.5 to user input M CSR Cyclic stress ratio induced by earthquake CSRfs CSRfs=CSR*fs1 (Default fs1=1) fs1 First CSR curve in graphic defined in #9 of Advanced page fs2 2nd CSR curve in graphic defined in #9 of Advanced page F.S. Calculated factor of safety against liquefaction F.S.=CRRm/CSRsf Cebs Energy Ratio, Borehole Dia., and Sampling Method Corrections Cr Rod Length Corrections Cn Overburden Pressure Correction (N1)60 SPT after corrections, (N1)60=SPT * Cr * Cn * Cebs d(n1)60 Fines correction of SPT (N1)60f (N1)60 after fines corrections, (N1)60f=(N1)60 + d(n1)60 Cq Overburden stress correction factor qc1 CPT after Overburden stress correction dqc1 Fines correction of CPT qc1f CPT after Fines and Overburden correction, qc1f=qc1 + dqc1 qc1n CPT after normalization in Robertson's method Kc Fine correction factor in Robertson's Method qc1f CPT after Fines correction in Robertson's Method Ic Soil type index in Suzuki's and Robertson's Methods (N1)60s (N1)60 after settlement fines corrections CSRm After magnitude scaling correction for Settlement calculation CSRm=CSRsf / MSF* CSRfs Cyclic stress ratio induced by earthquake with user inputed fs MSF* Scaling factor from CSR, MSF*=1, based on Item 2 of Page C. ec Volumetric strain for saturated sands dz Calculation segment, dz=0.050 ft dsz Settlement in each segment, dz dp User defined print interval dsp Settlement in each print interval, dp Gmax Shear Modulus at low strain g_eff gamma_eff, Effective shear Strain g*ge/gm gamma_eff * G_eff/G_max, Strain-modulus ratio ec7.5 Volumetric Strain for magnitude=7.5 Cec Magnitude correction factor for any magnitude ec Volumetric strain for unsaturated sands, ec=cec * ec7.5 NoLiq No-Liquefy Soils References: 1. NCEER Workshop on Evaluation of Liquefaction Resistance of Soils. Youd, T.L., and Idriss, I.M., eds., Technical Report NCEER SP117. Southern California Earthquake Center. Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction in California. University of Southern California. March RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING AND SEISMIC SITE RESPONSE EVALUATION, Paper No. SPL-2, PROCEEDINGS: Fourth International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics, San Diego, CA, March RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING: A UNIFIED AND CONSISTENT FRAMEWORK, Earthquake Engineering Research Center, Report No. EERC by R.B Seed and etc. April Note: Print Interval you selected does not show complete results. To get complete results, you should select 'Segment' in Print Interval (Item 12, Page C).

11 November 5, 2010 Page 10 LIQUEFACTION ANALYSIS SUMMARY Copyright by CivilTech Software Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to, 11/4/2010 1:25:02 PM Input File Name: F:\Liquefy5\1680 CPT2 VB.liq Title: Whole Foods VBB CPT-2 Subtitle: Surface Elev.=0 Hole No.=CPT-2 Depth of Hole= ft Water Table during Earthquake= 5.00 ft Water Table during In-Situ Testing= 9.30 ft Max. Acceleration= 0.45 g Earthquake Magnitude= 7.50 Input Data: Surface Elev.=0 Hole No.=CPT-2 Depth of Hole=70.50 ft Water Table during Earthquake= 5.00 ft Water Table during In-Situ Testing= 9.30 ft Max. Acceleration=0.45 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. CPT Calculation Method: Modify Robertson* 2. Settlement Analysis Method: Ishihara / Yoshimine 3. Fines Correction for Liquefaction: Stark/Olson et al.* 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 9. User request factor of safety (apply to CSR), User= 1.5 Plot one CSR curve (fs1=user) 10. Use Curve Smoothing: Yes* * Recommended Options Fill on Top= 4 ft Fill Unit Weight= 125 pcf Depth of this report is based on original ground surface, not based on fill 1 atm (atmosphere) = 1 tsf (ton/ft2) In-Situ Test Data: Depth qc fs Rf gamma Fines D50 ft atm atm pcf % mm Modify Robertson method generates Fines from qc/fs. Inputted Fines are not relevant. Output Results: Settlement of Saturated Sands=3.77 in. Settlement of Unsaturated Sands=0.01 in. Total Settlement of Saturated and Unsaturated Sands=3.78 in. Differential Settlement=1.891 to in.

12 November 5, 2010 Page 11 Depth CRRm CSRfs F.S. S_sat. S_dry S_all ft in. in. in * * * * * F.S.<1, Liquefaction Potential Zone (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. 1 atm (atmosphere) = 1 tsf (ton/ft2) CRRm Cyclic resistance ratio from soils CSRsf Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf S_sat Settlement from saturated sands S_dry Settlement from Unsaturated Sands S_all Total Settlement from Saturated and Unsaturated Sands NoLiq No-Liquefy Soils

13 November 5, 2010 Page 12 LIQUEFACTION ANALYSIS CALCULATION DETAILS Copyright by CivilTech Software Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to, 11/4/2010 1:25:23 PM Input File Name: F:\Liquefy5\1680 CPT2 VB.liq Title: Whole Foods VBB CPT-2 Subtitle: Input Data: Surface Elev.=0 Hole No.=CPT-2 Depth of Hole=70.50 ft Water Table during Earthquake= 5.00 ft Water Table during In-Situ Testing= 9.30 ft Max. Acceleration=0.45 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. CPT Calulation Method: Modify Robertson* 2. Settlement Analysis Method: Ishihara / Yoshimine 3. Fines Correction for Liquefaction: Stark/Olson et al.* 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 9. User request factor of safety (apply to CSR), User= 1.5 Plot one CSR curve (fs1=user) 10. Average two input data between two Depths: Yes* * Recommended Options Fill on Ground Surface= 4 ft Fill Unit Weight= 125 pcf Factor of soil strength (SPT or CPT) change due to fill= 1 Depth of this report is based on original ground surface, not based on fill 1 atm (atmosphere) = 1 tsf (ton/ft2) In-Situ Test Data: Depth qc fs Rf Gamma Fines D50 ft atm atm % pcf % mm Modify Robertson method generates Fines from qc/fs. Inputted Fines are not relevant. Output Results: Calculation segment, dz=0.050 ft User defined Print Interval, dp=5.00 ft Peak Ground Acceleration (PGA), a_max = 0.45g CSR Calculation: Depth gamma sigma gamma' sigma' rd mz a(z) CSR x fs1 =CSRfs ft pcf atm pcf atm g g

14 November 5, 2010 Page CSR is based on water table at 5.00 during earthquake sigma and sigma' are based on fill on ground surface during earthquake CRR Calculation from CPT data, using Modify Robertson's Method: (Fines content is determined by qc and fric.) Depth qc fric. n Q Rf Ic Cq Fines Kc qc1n qc1f CRR7.5 ft atm atm % atm atm E E NoLiq E E E E E E E E E E E NoLiq E E NoLiq E E E E E E E E E E E NoLiq E E NoLiq E E NoLiq E E E E E NoLiq E E E Fines have been calculated, and correction is made by Modify Robertson Method. Fines=NoLiq means the soils are not liquefiable. CRR is based on water table at 9.30 during In-Situ Testing SPT or CPT are increased due to increased overburden pressure Factor of Safety, - Earthquake Magnitude= 7.50: Depth sigc' CRR7.5 x Ksig =CRRv x MSF =CRRm CSRfs F.S.=CRRm/CSRfs ft atm ^ ^

15 November 5, 2010 Page ^ * * * ^ ^ ^ * ^ * F.S.<1: Liquefaction Potential Zone. (If above water table: F.S.=5) ^ No-liquefiable Soils or above Water Table. (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) CPT convert to SPT for Settlement Analysis: Fines Correction for Settlement Analysis: Depth Ic qc/n60 qc1 (N1)60 Fines d(n1)60 (N1)60s ft atm % NoLiq NoLiq NoLiq NoLiq NoLiq NoLiq NoLiq (N1)60s has been fines corrected in liquefaction analysis, therefore d(n1)60=0. (N1)60 is converted from qc1, (N1)60s is after fines correction Fines=NoLiq means the soils are not liquefiable. Settlement of Saturated Sands: Settlement Analysis Method: Ishihara / Yoshimine Depth CSRsf / MSF* =CSRm F.S. Fines (N1)60s Dr ec dsz dsp S ft % % % in. in. in E E NoLiq E E NoLiq E NoLiq E NoLiq E E E E NoLiq E NoLiq E E E E Settlement of Saturated Sands=3.770 in. qc1 and (N1)60 is after fines correction in liquefaction analysis (N1)60s is converted from qc1 and after fines correction dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=5.00 ft S is cumulated settlement at this depth Settlement of Unsaturated Sands: Depth sigma' sigc' (N1)60s CSRsf Gmax g*ge/gm g_eff ec7.5 Cec ec dsz dsp S ft atm atm atm % % in. in. in.

16 November 5, 2010 Page E E E E Settlement of Unsaturated Sands=0.012 in. (N1)60s is converted from qc1 and after fines correction dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=5.00 ft S is cumulated settlement at this depth Total Settlement of Saturated and Unsaturated Sands=3.782 in. Differential Settlement=1.891 to in. Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. 1 atm (atmosphere) = tsf(1 tsf = 1 ton/ft2 = 2 kip/ft2) 1 atm (atmosphere) = kpa(1 kpa = 1 kn/m2 = Mpa) SPT Field data from Standard Penetration Test (SPT) BPT Field data from Becker Penetration Test (BPT) qc Field data from Cone Penetration Test (CPT) [atm (tsf)] fs Friction from CPT testing [atm (tsf)] Rf Ratio of fs/qc (%) gamma Total unit weight of soil gamma' Effective unit weight of soil Fines Fines content [%] D50 Mean grain size Dr Relative Density sigma Total vertical stress [atm] sigma' Effective vertical stress [atm] sigc' Effective confining pressure [atm] rd Acceleration reduction coefficient by Seed a_max. Peak Ground Acceleration (PGA) in ground surface mz Linear acceleration reduction coefficient X depth a_min. Minimum acceleration under linear reduction, mz CRRv CRR after overburden stress correction, CRRv=CRR7.5 * Ksig CRR7.5 Cyclic resistance ratio (M=7.5) Ksig Overburden stress correction factor for CRR7.5 CRRm After magnitude scaling correction CRRm=CRRv * MSF MSF Magnitude scaling factor from M=7.5 to user input M CSR Cyclic stress ratio induced by earthquake CSRfs CSRfs=CSR*fs1 (Default fs1=1) fs1 First CSR curve in graphic defined in #9 of Advanced page fs2 2nd CSR curve in graphic defined in #9 of Advanced page F.S. Calculated factor of safety against liquefaction F.S.=CRRm/CSRsf Cebs Energy Ratio, Borehole Dia., and Sampling Method Corrections Cr Rod Length Corrections Cn Overburden Pressure Correction (N1)60 SPT after corrections, (N1)60=SPT * Cr * Cn * Cebs d(n1)60 Fines correction of SPT (N1)60f (N1)60 after fines corrections, (N1)60f=(N1)60 + d(n1)60 Cq Overburden stress correction factor qc1 CPT after Overburden stress correction dqc1 Fines correction of CPT qc1f CPT after Fines and Overburden correction, qc1f=qc1 + dqc1 qc1n CPT after normalization in Robertson's method Kc Fine correction factor in Robertson's Method qc1f CPT after Fines correction in Robertson's Method Ic Soil type index in Suzuki's and Robertson's Methods (N1)60s (N1)60 after settlement fines corrections CSRm After magnitude scaling correction for Settlement calculation CSRm=CSRsf / MSF* CSRfs Cyclic stress ratio induced by earthquake with user inputed fs MSF* Scaling factor from CSR, MSF*=1, based on Item 2 of Page C. ec Volumetric strain for saturated sands dz Calculation segment, dz=0.050 ft dsz Settlement in each segment, dz dp User defined print interval dsp Settlement in each print interval, dp Gmax Shear Modulus at low strain g_eff gamma_eff, Effective shear Strain

17 November 5, 2010 Page 16 g*ge/gm ec7.5 Cec ec NoLiq gamma_eff * G_eff/G_max, Strain-modulus ratio Volumetric Strain for magnitude=7.5 Magnitude correction factor for any magnitude Volumetric strain for unsaturated sands, ec=cec * ec7.5 No-Liquefy Soils References: 1. NCEER Workshop on Evaluation of Liquefaction Resistance of Soils. Youd, T.L., and Idriss, I.M., eds., Technical Report NCEER SP117. Southern California Earthquake Center. Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction in California. University of Southern California. March RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING AND SEISMIC SITE RESPONSE EVALUATION, Paper No. SPL-2, PROCEEDINGS: Fourth International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics, San Diego, CA, March RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING: A UNIFIED AND CONSISTENT FRAMEWORK, Earthquake Engineering Research Center, Report No. EERC by R.B Seed and etc. April Note: Print Interval you selected does not show complete results. To get complete results, you should select 'Segment' in Print Interval (Item 12, Page C).

18 November 5, 2010 Page 17 LIQUEFACTION ANALYSIS SUMMARY Copyright by CivilTech Software Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to, 11/4/2010 1:26:06 PM Input File Name: F:\Liquefy5\1680 CPT3 VB.liq Title: Whole Foods VBB CPT-3 Subtitle: Surface Elev.=0 Hole No.=CPT 3 Depth of Hole= ft Water Table during Earthquake= 5.00 ft Water Table during In-Situ Testing= 8.80 ft Max. Acceleration= 0.45 g Earthquake Magnitude= 7.50 Input Data: Surface Elev.=0 Hole No.=CPT 3 Depth of Hole=49.50 ft Water Table during Earthquake= 5.00 ft Water Table during In-Situ Testing= 8.80 ft Max. Acceleration=0.45 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. CPT Calculation Method: Modify Robertson* 2. Settlement Analysis Method: Ishihara / Yoshimine 3. Fines Correction for Liquefaction: Stark/Olson et al.* 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 9. User request factor of safety (apply to CSR), User= 1.5 Plot one CSR curve (fs1=user) 10. Use Curve Smoothing: Yes* * Recommended Options Fill on Top= 4 ft Fill Unit Weight= 125 pcf Depth of this report is based on original ground surface, not based on fill 1 atm (atmosphere) = 1 tsf (ton/ft2) In-Situ Test Data: Depth qc fs Rf gamma Fines D50 ft atm atm pcf % mm Modify Robertson method generates Fines from qc/fs. Inputted Fines are not relevant. Output Results: Settlement of Saturated Sands=1.61 in. Settlement of Unsaturated Sands=0.02 in. Total Settlement of Saturated and Unsaturated Sands=1.63 in. Differential Settlement=0.816 to in. Depth CRRm CSRfs F.S. S_sat. S_dry S_all ft in. in. in *

19 November 5, 2010 Page * * * F.S.<1, Liquefaction Potential Zone (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. 1 atm (atmosphere) = 1 tsf (ton/ft2) CRRm Cyclic resistance ratio from soils CSRsf Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf S_sat Settlement from saturated sands S_dry Settlement from Unsaturated Sands S_all Total Settlement from Saturated and Unsaturated Sands NoLiq No-Liquefy Soils

20 November 5, 2010 Page 19 LIQUEFACTION ANALYSIS CALCULATION DETAILS Copyright by CivilTech Software Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to, 11/4/2010 1:26:30 PM Input File Name: F:\Liquefy5\1680 CPT3 VB.liq Title: Whole Foods VBB CPT-3 Subtitle: Input Data: Surface Elev.=0 Hole No.=CPT 3 Depth of Hole=49.50 ft Water Table during Earthquake= 5.00 ft Water Table during In-Situ Testing= 8.80 ft Max. Acceleration=0.45 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. CPT Calulation Method: Modify Robertson* 2. Settlement Analysis Method: Ishihara / Yoshimine 3. Fines Correction for Liquefaction: Stark/Olson et al.* 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 9. User request factor of safety (apply to CSR), User= 1.5 Plot one CSR curve (fs1=user) 10. Average two input data between two Depths: Yes* * Recommended Options Fill on Ground Surface= 4 ft Fill Unit Weight= 125 pcf Factor of soil strength (SPT or CPT) change due to fill= 1 Depth of this report is based on original ground surface, not based on fill 1 atm (atmosphere) = 1 tsf (ton/ft2) In-Situ Test Data: Depth qc fs Rf Gamma Fines D50 ft atm atm % pcf % mm Modify Robertson method generates Fines from qc/fs. Inputted Fines are not relevant. Output Results: Calculation segment, dz=0.050 ft User defined Print Interval, dp=5.00 ft Peak Ground Acceleration (PGA), a_max = 0.45g CSR Calculation: Depth gamma sigma gamma' sigma' rd mz a(z) CSR x fs1 =CSRfs ft pcf atm pcf atm g g

21 November 5, 2010 Page CSR is based on water table at 5.00 during earthquake sigma and sigma' are based on fill on ground surface during earthquake CRR Calculation from CPT data, using Modify Robertson's Method: (Fines content is determined by qc and fric.) Depth qc fric. n Q Rf Ic Cq Fines Kc qc1n qc1f CRR7.5 ft atm atm % atm atm E E NoLiq E E E E E E E E E E E E NoLiq E E NoLiq E E E E E NoLiq E E E E E E Fines have been calculated, and correction is made by Modify Robertson Method. Fines=NoLiq means the soils are not liquefiable. CRR is based on water table at 8.80 during In-Situ Testing SPT or CPT are increased due to increased overburden pressure Factor of Safety, - Earthquake Magnitude= 7.50: Depth sigc' CRR7.5 x Ksig =CRRv x MSF =CRRm CSRfs F.S.=CRRm/CSRfs ft atm ^ * * ^ ^ ^ * * F.S.<1: Liquefaction Potential Zone. (If above water table: F.S.=5) ^ No-liquefiable Soils or above Water Table. (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) CPT convert to SPT for Settlement Analysis: Fines Correction for Settlement Analysis: Depth Ic qc/n60 qc1 (N1)60 Fines d(n1)60 (N1)60s ft atm % NoLiq NoLiq

22 November 5, 2010 Page NoLiq NoLiq (N1)60s has been fines corrected in liquefaction analysis, therefore d(n1)60=0. (N1)60 is converted from qc1, (N1)60s is after fines correction Fines=NoLiq means the soils are not liquefiable. Settlement of Saturated Sands: Settlement Analysis Method: Ishihara / Yoshimine Depth CSRsf / MSF* =CSRm F.S. Fines (N1)60s Dr ec dsz dsp S ft % % % in. in. in E E E NoLiq E E NoLiq E NoLiq E E E E Settlement of Saturated Sands=1.609 in. qc1 and (N1)60 is after fines correction in liquefaction analysis (N1)60s is converted from qc1 and after fines correction dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=5.00 ft S is cumulated settlement at this depth Settlement of Unsaturated Sands: Depth sigma' sigc' (N1)60s CSRsf Gmax g*ge/gm g_eff ec7.5 Cec ec dsz dsp S ft atm atm atm % % in. in. in E E E E Settlement of Unsaturated Sands=0.023 in. (N1)60s is converted from qc1 and after fines correction dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=5.00 ft S is cumulated settlement at this depth Total Settlement of Saturated and Unsaturated Sands=1.632 in. Differential Settlement=0.816 to in. Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. 1 atm (atmosphere) = tsf(1 tsf = 1 ton/ft2 = 2 kip/ft2) 1 atm (atmosphere) = kpa(1 kpa = 1 kn/m2 = Mpa) SPT Field data from Standard Penetration Test (SPT) BPT Field data from Becker Penetration Test (BPT) qc Field data from Cone Penetration Test (CPT) [atm (tsf)] fs Friction from CPT testing [atm (tsf)] Rf Ratio of fs/qc (%) gamma Total unit weight of soil gamma' Effective unit weight of soil Fines Fines content [%] D50 Mean grain size Dr Relative Density sigma Total vertical stress [atm] sigma' Effective vertical stress [atm] sigc' Effective confining pressure [atm] rd Acceleration reduction coefficient by Seed

23 November 5, 2010 Page 22 a_max. Peak Ground Acceleration (PGA) in ground surface mz Linear acceleration reduction coefficient X depth a_min. Minimum acceleration under linear reduction, mz CRRv CRR after overburden stress correction, CRRv=CRR7.5 * Ksig CRR7.5 Cyclic resistance ratio (M=7.5) Ksig Overburden stress correction factor for CRR7.5 CRRm After magnitude scaling correction CRRm=CRRv * MSF MSF Magnitude scaling factor from M=7.5 to user input M CSR Cyclic stress ratio induced by earthquake CSRfs CSRfs=CSR*fs1 (Default fs1=1) fs1 First CSR curve in graphic defined in #9 of Advanced page fs2 2nd CSR curve in graphic defined in #9 of Advanced page F.S. Calculated factor of safety against liquefaction F.S.=CRRm/CSRsf Cebs Energy Ratio, Borehole Dia., and Sampling Method Corrections Cr Rod Length Corrections Cn Overburden Pressure Correction (N1)60 SPT after corrections, (N1)60=SPT * Cr * Cn * Cebs d(n1)60 Fines correction of SPT (N1)60f (N1)60 after fines corrections, (N1)60f=(N1)60 + d(n1)60 Cq Overburden stress correction factor qc1 CPT after Overburden stress correction dqc1 Fines correction of CPT qc1f CPT after Fines and Overburden correction, qc1f=qc1 + dqc1 qc1n CPT after normalization in Robertson's method Kc Fine correction factor in Robertson's Method qc1f CPT after Fines correction in Robertson's Method Ic Soil type index in Suzuki's and Robertson's Methods (N1)60s (N1)60 after settlement fines corrections CSRm After magnitude scaling correction for Settlement calculation CSRm=CSRsf / MSF* CSRfs Cyclic stress ratio induced by earthquake with user inputed fs MSF* Scaling factor from CSR, MSF*=1, based on Item 2 of Page C. ec Volumetric strain for saturated sands dz Calculation segment, dz=0.050 ft dsz Settlement in each segment, dz dp User defined print interval dsp Settlement in each print interval, dp Gmax Shear Modulus at low strain g_eff gamma_eff, Effective shear Strain g*ge/gm gamma_eff * G_eff/G_max, Strain-modulus ratio ec7.5 Volumetric Strain for magnitude=7.5 Cec Magnitude correction factor for any magnitude ec Volumetric strain for unsaturated sands, ec=cec * ec7.5 NoLiq No-Liquefy Soils References: 1. NCEER Workshop on Evaluation of Liquefaction Resistance of Soils. Youd, T.L., and Idriss, I.M., eds., Technical Report NCEER SP117. Southern California Earthquake Center. Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction in California. University of Southern California. March RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING AND SEISMIC SITE RESPONSE EVALUATION, Paper No. SPL-2, PROCEEDINGS: Fourth International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics, San Diego, CA, March RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING: A UNIFIED AND CONSISTENT FRAMEWORK, Earthquake Engineering Research Center, Report No. EERC by R.B Seed and etc. April Note: Print Interval you selected does not show complete results. To get complete results, you should select 'Segment' in Print Interval (Item 12, Page C).

24 November 5, 2010 Page 23 LIQUEFACTION ANALYSIS SUMMARY Copyright by CivilTech Software Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to, 11/4/2010 1:27:21 PM Input File Name: F:\Liquefy5\1680 CPT4 VB.liq Title: Whole Foods VBB CPT-4 Subtitle: Surface Elev.=0 Hole No.=CPT-4 Depth of Hole= ft Water Table during Earthquake= 5.00 ft Water Table during In-Situ Testing= 8.00 ft Max. Acceleration= 0.45 g Earthquake Magnitude= 7.50 Input Data: Surface Elev.=0 Hole No.=CPT-4 Depth of Hole=70.50 ft Water Table during Earthquake= 5.00 ft Water Table during In-Situ Testing= 8.00 ft Max. Acceleration=0.45 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. CPT Calculation Method: Modify Robertson* 2. Settlement Analysis Method: Ishihara / Yoshimine 3. Fines Correction for Liquefaction: Stark/Olson et al.* 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 9. User request factor of safety (apply to CSR), User= 1.5 Plot one CSR curve (fs1=user) 10. Use Curve Smoothing: Yes* * Recommended Options Fill on Top= 4 ft Fill Unit Weight= 125 pcf Depth of this report is based on original ground surface, not based on fill 1 atm (atmosphere) = 1 tsf (ton/ft2) In-Situ Test Data: Depth qc fs Rf gamma Fines D50 ft atm atm pcf % mm Modify Robertson method generates Fines from qc/fs. Inputted Fines are not relevant. Output Results: Settlement of Saturated Sands=4.67 in. Settlement of Unsaturated Sands=0.01 in. Total Settlement of Saturated and Unsaturated Sands=4.68 in. Differential Settlement=2.340 to in.

25 November 5, 2010 Page 24 Depth CRRm CSRfs F.S. S_sat. S_dry S_all ft in. in. in * * * * * F.S.<1, Liquefaction Potential Zone (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. 1 atm (atmosphere) = 1 tsf (ton/ft2) CRRm Cyclic resistance ratio from soils CSRsf Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf S_sat Settlement from saturated sands S_dry Settlement from Unsaturated Sands S_all Total Settlement from Saturated and Unsaturated Sands NoLiq No-Liquefy Soils

26 November 5, 2010 Page 25 LIQUEFACTION ANALYSIS CALCULATION DETAILS Copyright by CivilTech Software Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to, 11/4/2010 1:27:42 PM Input File Name: F:\Liquefy5\1680 CPT4 VB.liq Title: Whole Foods VBB CPT-4 Subtitle: Input Data: Surface Elev.=0 Hole No.=CPT-4 Depth of Hole=70.50 ft Water Table during Earthquake= 5.00 ft Water Table during In-Situ Testing= 8.00 ft Max. Acceleration=0.45 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. CPT Calulation Method: Modify Robertson* 2. Settlement Analysis Method: Ishihara / Yoshimine 3. Fines Correction for Liquefaction: Stark/Olson et al.* 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 9. User request factor of safety (apply to CSR), User= 1.5 Plot one CSR curve (fs1=user) 10. Average two input data between two Depths: Yes* * Recommended Options Fill on Ground Surface= 4 ft Fill Unit Weight= 125 pcf Factor of soil strength (SPT or CPT) change due to fill= 1 Depth of this report is based on original ground surface, not based on fill 1 atm (atmosphere) = 1 tsf (ton/ft2) In-Situ Test Data: Depth qc fs Rf Gamma Fines D50 ft atm atm % pcf % mm Modify Robertson method generates Fines from qc/fs. Inputted Fines are not relevant. Output Results: Calculation segment, dz=0.050 ft User defined Print Interval, dp=5.00 ft Peak Ground Acceleration (PGA), a_max = 0.45g CSR Calculation: Depth gamma sigma gamma' sigma' rd mz a(z) CSR x fs1 =CSRfs ft pcf atm pcf atm g g

27 November 5, 2010 Page CSR is based on water table at 5.00 during earthquake sigma and sigma' are based on fill on ground surface during earthquake CRR Calculation from CPT data, using Modify Robertson's Method: (Fines content is determined by qc and fric.) Depth qc fric. n Q Rf Ic Cq Fines Kc qc1n qc1f CRR7.5 ft atm atm % atm atm E E NoLiq E E E E E E E E E E E E E E E E E NoLiq E E NoLiq E E E E E NoLiq E E NoLiq E E NoLiq E E NoLiq E E E E E E Fines have been calculated, and correction is made by Modify Robertson Method. Fines=NoLiq means the soils are not liquefiable. CRR is based on water table at 8.00 during In-Situ Testing SPT or CPT are increased due to increased overburden pressure Factor of Safety, - Earthquake Magnitude= 7.50: Depth sigc' CRR7.5 x Ksig =CRRv x MSF =CRRm CSRfs F.S.=CRRm/CSRfs ft atm ^ * *

28 November 5, 2010 Page * ^ ^ * ^ ^ ^ ^ * F.S.<1: Liquefaction Potential Zone. (If above water table: F.S.=5) ^ No-liquefiable Soils or above Water Table. (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) CPT convert to SPT for Settlement Analysis: Fines Correction for Settlement Analysis: Depth Ic qc/n60 qc1 (N1)60 Fines d(n1)60 (N1)60s ft atm % NoLiq NoLiq NoLiq NoLiq NoLiq NoLiq NoLiq (N1)60s has been fines corrected in liquefaction analysis, therefore d(n1)60=0. (N1)60 is converted from qc1, (N1)60s is after fines correction Fines=NoLiq means the soils are not liquefiable. Settlement of Saturated Sands: Settlement Analysis Method: Ishihara / Yoshimine Depth CSRsf / MSF* =CSRm F.S. Fines (N1)60s Dr ec dsz dsp S ft % % % in. in. in E E E NoLiq E NoLiq E NoLiq E NoLiq E E NoLiq E NoLiq E E E E E E Settlement of Saturated Sands=4.670 in. qc1 and (N1)60 is after fines correction in liquefaction analysis (N1)60s is converted from qc1 and after fines correction dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=5.00 ft S is cumulated settlement at this depth Settlement of Unsaturated Sands: Depth sigma' sigc' (N1)60s CSRsf Gmax g*ge/gm g_eff ec7.5 Cec ec dsz dsp S ft atm atm atm % % in. in. in.

29 November 5, 2010 Page E E E E Settlement of Unsaturated Sands=0.010 in. (N1)60s is converted from qc1 and after fines correction dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=5.00 ft S is cumulated settlement at this depth Total Settlement of Saturated and Unsaturated Sands=4.680 in. Differential Settlement=2.340 to in. Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. 1 atm (atmosphere) = tsf(1 tsf = 1 ton/ft2 = 2 kip/ft2) 1 atm (atmosphere) = kpa(1 kpa = 1 kn/m2 = Mpa) SPT Field data from Standard Penetration Test (SPT) BPT Field data from Becker Penetration Test (BPT) qc Field data from Cone Penetration Test (CPT) [atm (tsf)] fs Friction from CPT testing [atm (tsf)] Rf Ratio of fs/qc (%) gamma Total unit weight of soil gamma' Effective unit weight of soil Fines Fines content [%] D50 Mean grain size Dr Relative Density sigma Total vertical stress [atm] sigma' Effective vertical stress [atm] sigc' Effective confining pressure [atm] rd Acceleration reduction coefficient by Seed a_max. Peak Ground Acceleration (PGA) in ground surface mz Linear acceleration reduction coefficient X depth a_min. Minimum acceleration under linear reduction, mz CRRv CRR after overburden stress correction, CRRv=CRR7.5 * Ksig CRR7.5 Cyclic resistance ratio (M=7.5) Ksig Overburden stress correction factor for CRR7.5 CRRm After magnitude scaling correction CRRm=CRRv * MSF MSF Magnitude scaling factor from M=7.5 to user input M CSR Cyclic stress ratio induced by earthquake CSRfs CSRfs=CSR*fs1 (Default fs1=1) fs1 First CSR curve in graphic defined in #9 of Advanced page fs2 2nd CSR curve in graphic defined in #9 of Advanced page F.S. Calculated factor of safety against liquefaction F.S.=CRRm/CSRsf Cebs Energy Ratio, Borehole Dia., and Sampling Method Corrections Cr Rod Length Corrections Cn Overburden Pressure Correction (N1)60 SPT after corrections, (N1)60=SPT * Cr * Cn * Cebs d(n1)60 Fines correction of SPT (N1)60f (N1)60 after fines corrections, (N1)60f=(N1)60 + d(n1)60 Cq Overburden stress correction factor qc1 CPT after Overburden stress correction dqc1 Fines correction of CPT qc1f CPT after Fines and Overburden correction, qc1f=qc1 + dqc1 qc1n CPT after normalization in Robertson's method Kc Fine correction factor in Robertson's Method qc1f CPT after Fines correction in Robertson's Method Ic Soil type index in Suzuki's and Robertson's Methods (N1)60s (N1)60 after settlement fines corrections CSRm After magnitude scaling correction for Settlement calculation CSRm=CSRsf / MSF* CSRfs Cyclic stress ratio induced by earthquake with user inputed fs MSF* Scaling factor from CSR, MSF*=1, based on Item 2 of Page C. ec Volumetric strain for saturated sands dz Calculation segment, dz=0.050 ft dsz Settlement in each segment, dz dp User defined print interval dsp Settlement in each print interval, dp Gmax Shear Modulus at low strain g_eff gamma_eff, Effective shear Strain

30 November 5, 2010 Page 29 g*ge/gm ec7.5 Cec ec NoLiq gamma_eff * G_eff/G_max, Strain-modulus ratio Volumetric Strain for magnitude=7.5 Magnitude correction factor for any magnitude Volumetric strain for unsaturated sands, ec=cec * ec7.5 No-Liquefy Soils References: 1. NCEER Workshop on Evaluation of Liquefaction Resistance of Soils. Youd, T.L., and Idriss, I.M., eds., Technical Report NCEER SP117. Southern California Earthquake Center. Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction in California. University of Southern California. March RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING AND SEISMIC SITE RESPONSE EVALUATION, Paper No. SPL-2, PROCEEDINGS: Fourth International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics, San Diego, CA, March RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING: A UNIFIED AND CONSISTENT FRAMEWORK, Earthquake Engineering Research Center, Report No. EERC by R.B Seed and etc. April Note: Print Interval you selected does not show complete results. To get complete results, you should select 'Segment' in Print Interval (Item 12, Page C).

31 November 5, 2010 Page 30 LIQUEFACTION ANALYSIS SUMMARY Copyright by CivilTech Software Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to, 11/4/2010 1:05:03 PM Input File Name: F:\Liquefy5\1680 SPT1 VB.liq Title: Whole Foods VBB SPT1 Subtitle: Surface Elev.=0 Hole No.=SPT1 Depth of Hole= ft Water Table during Earthquake= 5.00 ft Water Table during In-Situ Testing= 7.70 ft Max. Acceleration= 0.45 g Earthquake Magnitude= 7.50 Input Data: Surface Elev.=0 Hole No.=SPT1 Depth of Hole=41.00 ft Water Table during Earthquake= 5.00 ft Water Table during In-Situ Testing= 7.70 ft Max. Acceleration=0.45 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. SPT or BPT Calculation. 2. Settlement Analysis Method: Ishihara / Yoshimine 3. Fines Correction for Liquefaction: Idriss/Seed 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 6. Hammer Energy Ratio, Ce = Borehole Diameter, Cb= 1 8. Sampling Method, Cs= 1 9. User request factor of safety (apply to CSR), User= 1.5 Plot two CSR (fs1=1, fs2=user) 10. Use Curve Smoothing: Yes* * Recommended Options Fill on Top= 4 ft Fill Unit Weight= 125 pcf Depth of this report is based on original ground surface, not based on fill 1 atm (atmosphere) = 1 tsf (ton/ft2) In-Situ Test Data: Depth SPT gamma Fines ft pcf % Output Results: Settlement of Saturated Sands=0.75 in. Settlement of Unsaturated Sands=0.00 in. Total Settlement of Saturated and Unsaturated Sands=0.75 in. Differential Settlement=0.375 to in.

32 November 5, 2010 Page 31 Depth CRRm CSRfs F.S. S_sat. S_dry S_all ft in. in. in * * * F.S.<1, Liquefaction Potential Zone (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. 1 atm (atmosphere) = 1 tsf (ton/ft2) CRRm Cyclic resistance ratio from soils CSRsf Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf S_sat Settlement from saturated sands S_dry Settlement from Unsaturated Sands S_all Total Settlement from Saturated and Unsaturated Sands NoLiq No-Liquefy Soils

33 November 5, 2010 Page 32 LIQUEFACTION ANALYSIS CALCULATION DETAILS Copyright by CivilTech Software Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to, 11/4/2010 1:05:43 PM Input File Name: F:\Liquefy5\1680 SPT1 VB.liq Title: Whole Foods VBB SPT1 Subtitle: Input Data: Surface Elev.=0 Hole No.=SPT1 Depth of Hole=41.00 ft Water Table during Earthquake= 5.00 ft Water Table during In-Situ Testing= 7.70 ft Max. Acceleration=0.45 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. SPT or BPT Calculation. 2. Settlement Analysis Method: Ishihara / Yoshimine 3. Fines Correction for Liquefaction: Idriss/Seed 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 6. Hammer Energy Ratio, Ce = Borehole Diameter, Cb= 1 8. Sampling Method, Cs= 1 9. User request factor of safety (apply to CSR), User= 1.5 Plot two CSR (fs1=1, fs2=user) 10. Average two input data between two Depths: Yes* * Recommended Options Fill on Ground Surface= 4 ft Fill Unit Weight= 125 pcf Factor of soil strength (SPT or CPT) change due to fill= 1 Depth of this report is based on original ground surface, not based on fill 1 atm (atmosphere) = 1 tsf (ton/ft2) In-Situ Test Data: Depth SPT Gamma Fines ft pcf % Output Results: Calculation segment, dz=0.050 ft User defined Print Interval, dp=5.00 ft Peak Ground Acceleration (PGA), a_max = 0.45g CSR Calculation: Depth gamma sigma gamma' sigma' rd mz a(z) CSR x fs1 =CSRfs ft pcf atm pcf atm g g

34 November 5, 2010 Page CSR is based on water table at 5.00 during earthquake sigma and sigma' are based on fill on ground surface during earthquake CRR Calculation from SPT or BPT data: Depth SPT Cebs Cr sigma' Cn (N1)60 Fines d(n1)60 (N1)60f CRR7.5 ft atm % CRR is based on water table at 7.70 during In-Situ Testing SPT or CPT are increased due to increased overburden pressure Factor of Safety, - Earthquake Magnitude= 7.50: Depth sigc' CRR7.5 x Ksig =CRRv x MSF =CRRm CSRfs F.S.=CRRm/CSRfs ft atm * * * F.S.<1: Liquefaction Potential Zone. (If above water table: F.S.=5) ^ No-liquefiable Soils or above Water Table. (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) CPT convert to SPT for Settlement Analysis: Fines Correction for Settlement Analysis: Depth Ic qc/n60 qc1 (N1)60 Fines d(n1)60 (N1)60s ft atm % (N1)60s has been fines corrected in liquefaction analysis, therefore d(n1)60=0. Fines=NoLiq means the soils are not liquefiable. Settlement of Saturated Sands: Settlement Analysis Method: Ishihara / Yoshimine Depth CSRsf / MSF* =CSRm F.S. Fines (N1)60s Dr ec dsz dsp S ft % % % in. in. in E E E E

35 November 5, 2010 Page E E E E E Settlement of Saturated Sands=0.746 in. qc1 and (N1)60 is after fines correction in liquefaction analysis dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=5.00 ft S is cumulated settlement at this depth Settlement of Unsaturated Sands: Depth sigma' sigc' (N1)60s CSRsf Gmax g*ge/gm g_eff ec7.5 Cec ec dsz dsp S ft atm atm atm % % in. in. in E E E E Settlement of Unsaturated Sands=0.004 in. dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=5.00 ft S is cumulated settlement at this depth Total Settlement of Saturated and Unsaturated Sands=0.750 in. Differential Settlement=0.375 to in. Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. 1 atm (atmosphere) = tsf(1 tsf = 1 ton/ft2 = 2 kip/ft2) 1 atm (atmosphere) = kpa(1 kpa = 1 kn/m2 = Mpa) SPT Field data from Standard Penetration Test (SPT) BPT Field data from Becker Penetration Test (BPT) qc Field data from Cone Penetration Test (CPT) [atm (tsf)] fs Friction from CPT testing [atm (tsf)] Rf Ratio of fs/qc (%) gamma Total unit weight of soil gamma' Effective unit weight of soil Fines Fines content [%] D50 Mean grain size Dr Relative Density sigma Total vertical stress [atm] sigma' Effective vertical stress [atm] sigc' Effective confining pressure [atm] rd Acceleration reduction coefficient by Seed a_max. Peak Ground Acceleration (PGA) in ground surface mz Linear acceleration reduction coefficient X depth a_min. Minimum acceleration under linear reduction, mz CRRv CRR after overburden stress correction, CRRv=CRR7.5 * Ksig CRR7.5 Cyclic resistance ratio (M=7.5) Ksig Overburden stress correction factor for CRR7.5 CRRm After magnitude scaling correction CRRm=CRRv * MSF MSF Magnitude scaling factor from M=7.5 to user input M CSR Cyclic stress ratio induced by earthquake CSRfs CSRfs=CSR*fs1 (Default fs1=1) fs1 First CSR curve in graphic defined in #9 of Advanced page fs2 2nd CSR curve in graphic defined in #9 of Advanced page F.S. Calculated factor of safety against liquefaction F.S.=CRRm/CSRsf Cebs Energy Ratio, Borehole Dia., and Sampling Method Corrections Cr Rod Length Corrections Cn Overburden Pressure Correction (N1)60 SPT after corrections, (N1)60=SPT * Cr * Cn * Cebs d(n1)60 Fines correction of SPT (N1)60f (N1)60 after fines corrections, (N1)60f=(N1)60 + d(n1)60 Cq Overburden stress correction factor qc1 CPT after Overburden stress correction dqc1 Fines correction of CPT qc1f CPT after Fines and Overburden correction, qc1f=qc1 + dqc1

36 November 5, 2010 Page 35 qc1n CPT after normalization in Robertson's method Kc Fine correction factor in Robertson's Method qc1f CPT after Fines correction in Robertson's Method Ic Soil type index in Suzuki's and Robertson's Methods (N1)60s (N1)60 after settlement fines corrections CSRm After magnitude scaling correction for Settlement calculation CSRm=CSRsf / MSF* CSRfs Cyclic stress ratio induced by earthquake with user inputed fs MSF* Scaling factor from CSR, MSF*=1, based on Item 2 of Page C. ec Volumetric strain for saturated sands dz Calculation segment, dz=0.050 ft dsz Settlement in each segment, dz dp User defined print interval dsp Settlement in each print interval, dp Gmax Shear Modulus at low strain g_eff gamma_eff, Effective shear Strain g*ge/gm gamma_eff * G_eff/G_max, Strain-modulus ratio ec7.5 Volumetric Strain for magnitude=7.5 Cec Magnitude correction factor for any magnitude ec Volumetric strain for unsaturated sands, ec=cec * ec7.5 NoLiq No-Liquefy Soils References: 1. NCEER Workshop on Evaluation of Liquefaction Resistance of Soils. Youd, T.L., and Idriss, I.M., eds., Technical Report NCEER SP117. Southern California Earthquake Center. Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction in California. University of Southern California. March RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING AND SEISMIC SITE RESPONSE EVALUATION, Paper No. SPL-2, PROCEEDINGS: Fourth International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics, San Diego, CA, March RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING: A UNIFIED AND CONSISTENT FRAMEWORK, Earthquake Engineering Research Center, Report No. EERC by R.B Seed and etc. April Note: Print Interval you selected does not show complete results. To get complete results, you should select 'Segment' in Print Interval (Item 12, Page C).

37 November 5, 2010 Page 36 LIQUEFACTION ANALYSIS SUMMARY Copyright by CivilTech Software Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to, 11/4/2010 1:08:03 PM Input File Name: F:\Liquefy5\1680 SPT2 VB.liq Title: Whole Foods VBB SPT2 Subtitle: Surface Elev.=0 Hole No.=SPT2 Depth of Hole= ft Water Table during Earthquake= 5.00 ft Water Table during In-Situ Testing= 7.00 ft Max. Acceleration= 0.45 g Earthquake Magnitude= 7.50 Input Data: Surface Elev.=0 Hole No.=SPT2 Depth of Hole=46.00 ft Water Table during Earthquake= 5.00 ft Water Table during In-Situ Testing= 7.00 ft Max. Acceleration=0.45 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. SPT or BPT Calculation. 2. Settlement Analysis Method: Ishihara / Yoshimine 3. Fines Correction for Liquefaction: Idriss/Seed 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 6. Hammer Energy Ratio, Ce = Borehole Diameter, Cb= 1 8. Sampling Method, Cs= 1 9. User request factor of safety (apply to CSR), User= 1.5 Plot two CSR (fs1=1, fs2=user) 10. Use Curve Smoothing: Yes* * Recommended Options Fill on Top= 4 ft Fill Unit Weight= 125 pcf Depth of this report is based on original ground surface, not based on fill 1 atm (atmosphere) = 1 tsf (ton/ft2) In-Situ Test Data: Depth SPT gamma Fines ft pcf % Output Results: Settlement of Saturated Sands=0.46 in. Settlement of Unsaturated Sands=0.00 in. Total Settlement of Saturated and Unsaturated Sands=0.46 in. Differential Settlement=0.231 to in.

38 November 5, 2010 Page 37 Depth CRRm CSRfs F.S. S_sat. S_dry S_all ft in. in. in * * F.S.<1, Liquefaction Potential Zone (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. 1 atm (atmosphere) = 1 tsf (ton/ft2) CRRm Cyclic resistance ratio from soils CSRsf Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf S_sat Settlement from saturated sands S_dry Settlement from Unsaturated Sands S_all Total Settlement from Saturated and Unsaturated Sands NoLiq No-Liquefy Soils

39 November 5, 2010 Page 38 LIQUEFACTION ANALYSIS CALCULATION DETAILS Copyright by CivilTech Software Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to, 11/4/2010 1:08:17 PM Input File Name: F:\Liquefy5\1680 SPT2 VB.liq Title: Whole Foods VBB SPT2 Subtitle: Input Data: Surface Elev.=0 Hole No.=SPT2 Depth of Hole=46.00 ft Water Table during Earthquake= 5.00 ft Water Table during In-Situ Testing= 7.00 ft Max. Acceleration=0.45 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. SPT or BPT Calculation. 2. Settlement Analysis Method: Ishihara / Yoshimine 3. Fines Correction for Liquefaction: Idriss/Seed 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 6. Hammer Energy Ratio, Ce = Borehole Diameter, Cb= 1 8. Sampling Method, Cs= 1 9. User request factor of safety (apply to CSR), User= 1.5 Plot two CSR (fs1=1, fs2=user) 10. Average two input data between two Depths: Yes* * Recommended Options Fill on Ground Surface= 4 ft Fill Unit Weight= 125 pcf Factor of soil strength (SPT or CPT) change due to fill= 1 Depth of this report is based on original ground surface, not based on fill 1 atm (atmosphere) = 1 tsf (ton/ft2) In-Situ Test Data: Depth SPT Gamma Fines ft pcf % Output Results: Calculation segment, dz=0.050 ft User defined Print Interval, dp=5.00 ft Peak Ground Acceleration (PGA), a_max = 0.45g CSR Calculation: Depth gamma sigma gamma' sigma' rd mz a(z) CSR x fs1 =CSRfs ft pcf atm pcf atm g g

40 November 5, 2010 Page CSR is based on water table at 5.00 during earthquake sigma and sigma' are based on fill on ground surface during earthquake CRR Calculation from SPT or BPT data: Depth SPT Cebs Cr sigma' Cn (N1)60 Fines d(n1)60 (N1)60f CRR7.5 ft atm % CRR is based on water table at 7.00 during In-Situ Testing SPT or CPT are increased due to increased overburden pressure Factor of Safety, - Earthquake Magnitude= 7.50: Depth sigc' CRR7.5 x Ksig =CRRv x MSF =CRRm CSRfs F.S.=CRRm/CSRfs ft atm * * F.S.<1: Liquefaction Potential Zone. (If above water table: F.S.=5) ^ No-liquefiable Soils or above Water Table. (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) CPT convert to SPT for Settlement Analysis: Fines Correction for Settlement Analysis: Depth Ic qc/n60 qc1 (N1)60 Fines d(n1)60 (N1)60s ft atm % (N1)60s has been fines corrected in liquefaction analysis, therefore d(n1)60=0. Fines=NoLiq means the soils are not liquefiable. Settlement of Saturated Sands: Settlement Analysis Method: Ishihara / Yoshimine Depth CSRsf / MSF* =CSRm F.S. Fines (N1)60s Dr ec dsz dsp S ft % % % in. in. in.

41 November 5, 2010 Page E E E E E E E E E E Settlement of Saturated Sands=0.458 in. qc1 and (N1)60 is after fines correction in liquefaction analysis dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=5.00 ft S is cumulated settlement at this depth Settlement of Unsaturated Sands: Depth sigma' sigc' (N1)60s CSRsf Gmax g*ge/gm g_eff ec7.5 Cec ec dsz dsp S ft atm atm atm % % in. in. in E E E E Settlement of Unsaturated Sands=0.004 in. dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=5.00 ft S is cumulated settlement at this depth Total Settlement of Saturated and Unsaturated Sands=0.462 in. Differential Settlement=0.231 to in. Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. 1 atm (atmosphere) = tsf(1 tsf = 1 ton/ft2 = 2 kip/ft2) 1 atm (atmosphere) = kpa(1 kpa = 1 kn/m2 = Mpa) SPT Field data from Standard Penetration Test (SPT) BPT Field data from Becker Penetration Test (BPT) qc Field data from Cone Penetration Test (CPT) [atm (tsf)] fs Friction from CPT testing [atm (tsf)] Rf Ratio of fs/qc (%) gamma Total unit weight of soil gamma' Effective unit weight of soil Fines Fines content [%] D50 Mean grain size Dr Relative Density sigma Total vertical stress [atm] sigma' Effective vertical stress [atm] sigc' Effective confining pressure [atm] rd Acceleration reduction coefficient by Seed a_max. Peak Ground Acceleration (PGA) in ground surface mz Linear acceleration reduction coefficient X depth a_min. Minimum acceleration under linear reduction, mz CRRv CRR after overburden stress correction, CRRv=CRR7.5 * Ksig CRR7.5 Cyclic resistance ratio (M=7.5) Ksig Overburden stress correction factor for CRR7.5 CRRm After magnitude scaling correction CRRm=CRRv * MSF MSF Magnitude scaling factor from M=7.5 to user input M CSR Cyclic stress ratio induced by earthquake CSRfs CSRfs=CSR*fs1 (Default fs1=1) fs1 First CSR curve in graphic defined in #9 of Advanced page fs2 2nd CSR curve in graphic defined in #9 of Advanced page F.S. Calculated factor of safety against liquefaction F.S.=CRRm/CSRsf Cebs Energy Ratio, Borehole Dia., and Sampling Method Corrections Cr Rod Length Corrections Cn Overburden Pressure Correction (N1)60 SPT after corrections, (N1)60=SPT * Cr * Cn * Cebs d(n1)60 Fines correction of SPT

42 November 5, 2010 Page 41 (N1)60f (N1)60 after fines corrections, (N1)60f=(N1)60 + d(n1)60 Cq Overburden stress correction factor qc1 CPT after Overburden stress correction dqc1 Fines correction of CPT qc1f CPT after Fines and Overburden correction, qc1f=qc1 + dqc1 qc1n CPT after normalization in Robertson's method Kc Fine correction factor in Robertson's Method qc1f CPT after Fines correction in Robertson's Method Ic Soil type index in Suzuki's and Robertson's Methods (N1)60s (N1)60 after settlement fines corrections CSRm After magnitude scaling correction for Settlement calculation CSRm=CSRsf / MSF* CSRfs Cyclic stress ratio induced by earthquake with user inputed fs MSF* Scaling factor from CSR, MSF*=1, based on Item 2 of Page C. ec Volumetric strain for saturated sands dz Calculation segment, dz=0.050 ft dsz Settlement in each segment, dz dp User defined print interval dsp Settlement in each print interval, dp Gmax Shear Modulus at low strain g_eff gamma_eff, Effective shear Strain g*ge/gm gamma_eff * G_eff/G_max, Strain-modulus ratio ec7.5 Volumetric Strain for magnitude=7.5 Cec Magnitude correction factor for any magnitude ec Volumetric strain for unsaturated sands, ec=cec * ec7.5 NoLiq No-Liquefy Soils References: 1. NCEER Workshop on Evaluation of Liquefaction Resistance of Soils. Youd, T.L., and Idriss, I.M., eds., Technical Report NCEER SP117. Southern California Earthquake Center. Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction in California. University of Southern California. March RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING AND SEISMIC SITE RESPONSE EVALUATION, Paper No. SPL-2, PROCEEDINGS: Fourth International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics, San Diego, CA, March RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING: A UNIFIED AND CONSISTENT FRAMEWORK, Earthquake Engineering Research Center, Report No. EERC by R.B Seed and etc. April Note: Print Interval you selected does not show complete results. To get complete results, you should select 'Segment' in Print Interval (Item 12, Page C).

43 November 5, 2010 Page 42 LIQUEFACTION ANALYSIS SUMMARY Copyright by CivilTech Software Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to, 11/4/2010 1:08:47 PM Input File Name: F:\Liquefy5\1680 SPT3 VB.liq Title: Whole Foods VBB SPT3 Subtitle: Surface Elev.=0 Hole No.=SPT3 Depth of Hole= ft Water Table during Earthquake= 5.00 ft Water Table during In-Situ Testing= 8.00 ft Max. Acceleration= 0.45 g Earthquake Magnitude= 7.50 Input Data: Surface Elev.=0 Hole No.=SPT3 Depth of Hole=41.00 ft Water Table during Earthquake= 5.00 ft Water Table during In-Situ Testing= 8.00 ft Max. Acceleration=0.45 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. SPT or BPT Calculation. 2. Settlement Analysis Method: Ishihara / Yoshimine 3. Fines Correction for Liquefaction: Idriss/Seed 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 6. Hammer Energy Ratio, Ce = Borehole Diameter, Cb= 1 8. Sampling Method, Cs= 1 9. User request factor of safety (apply to CSR), User= 1.5 Plot two CSR (fs1=1, fs2=user) 10. Use Curve Smoothing: Yes* * Recommended Options Fill on Top= 4 ft Fill Unit Weight= 125 pcf Depth of this report is based on original ground surface, not based on fill 1 atm (atmosphere) = 1 tsf (ton/ft2) In-Situ Test Data: Depth SPT gamma Fines ft pcf % Output Results: Settlement of Saturated Sands=1.85 in. Settlement of Unsaturated Sands=0.00 in. Total Settlement of Saturated and Unsaturated Sands=1.85 in. Differential Settlement=0.925 to in. Depth CRRm CSRfs F.S. S_sat. S_dry S_all ft in. in. in.

44 November 5, 2010 Page * * * F.S.<1, Liquefaction Potential Zone (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. 1 atm (atmosphere) = 1 tsf (ton/ft2) CRRm Cyclic resistance ratio from soils CSRsf Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf S_sat Settlement from saturated sands S_dry Settlement from Unsaturated Sands S_all Total Settlement from Saturated and Unsaturated Sands NoLiq No-Liquefy Soils

45 November 5, 2010 Page 44 LIQUEFACTION ANALYSIS CALCULATION DETAILS Copyright by CivilTech Software Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to, 11/4/2010 1:09:29 PM Input File Name: F:\Liquefy5\1680 SPT3 VB.liq Title: Whole Foods VBB SPT3 Subtitle: Input Data: Surface Elev.=0 Hole No.=SPT3 Depth of Hole=41.00 ft Water Table during Earthquake= 5.00 ft Water Table during In-Situ Testing= 8.00 ft Max. Acceleration=0.45 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. SPT or BPT Calculation. 2. Settlement Analysis Method: Ishihara / Yoshimine 3. Fines Correction for Liquefaction: Idriss/Seed 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 6. Hammer Energy Ratio, Ce = Borehole Diameter, Cb= 1 8. Sampling Method, Cs= 1 9. User request factor of safety (apply to CSR), User= 1.5 Plot two CSR (fs1=1, fs2=user) 10. Average two input data between two Depths: Yes* * Recommended Options Fill on Ground Surface= 4 ft Fill Unit Weight= 125 pcf Factor of soil strength (SPT or CPT) change due to fill= 1 Depth of this report is based on original ground surface, not based on fill 1 atm (atmosphere) = 1 tsf (ton/ft2) In-Situ Test Data: Depth SPT Gamma Fines ft pcf % Output Results: Calculation segment, dz=0.050 ft User defined Print Interval, dp=5.00 ft Peak Ground Acceleration (PGA), a_max = 0.45g CSR Calculation: Depth gamma sigma gamma' sigma' rd mz a(z) CSR x fs1 =CSRfs ft pcf atm pcf atm g g

46 November 5, 2010 Page CSR is based on water table at 5.00 during earthquake sigma and sigma' are based on fill on ground surface during earthquake CRR Calculation from SPT or BPT data: Depth SPT Cebs Cr sigma' Cn (N1)60 Fines d(n1)60 (N1)60f CRR7.5 ft atm % CRR is based on water table at 8.00 during In-Situ Testing SPT or CPT are increased due to increased overburden pressure Factor of Safety, - Earthquake Magnitude= 7.50: Depth sigc' CRR7.5 x Ksig =CRRv x MSF =CRRm CSRfs F.S.=CRRm/CSRfs ft atm * * * F.S.<1: Liquefaction Potential Zone. (If above water table: F.S.=5) ^ No-liquefiable Soils or above Water Table. (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) CPT convert to SPT for Settlement Analysis: Fines Correction for Settlement Analysis: Depth Ic qc/n60 qc1 (N1)60 Fines d(n1)60 (N1)60s ft atm % (N1)60s has been fines corrected in liquefaction analysis, therefore d(n1)60=0. Fines=NoLiq means the soils are not liquefiable. Settlement of Saturated Sands: Settlement Analysis Method: Ishihara / Yoshimine Depth CSRsf / MSF* =CSRm F.S. Fines (N1)60s Dr ec dsz dsp S ft % % % in. in. in E E E E E E

47 November 5, 2010 Page E E E Settlement of Saturated Sands=1.847 in. qc1 and (N1)60 is after fines correction in liquefaction analysis dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=5.00 ft S is cumulated settlement at this depth Settlement of Unsaturated Sands: Depth sigma' sigc' (N1)60s CSRsf Gmax g*ge/gm g_eff ec7.5 Cec ec dsz dsp S ft atm atm atm % % in. in. in E E E E Settlement of Unsaturated Sands=0.004 in. dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=5.00 ft S is cumulated settlement at this depth Total Settlement of Saturated and Unsaturated Sands=1.851 in. Differential Settlement=0.925 to in. Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. 1 atm (atmosphere) = tsf(1 tsf = 1 ton/ft2 = 2 kip/ft2) 1 atm (atmosphere) = kpa(1 kpa = 1 kn/m2 = Mpa) SPT Field data from Standard Penetration Test (SPT) BPT Field data from Becker Penetration Test (BPT) qc Field data from Cone Penetration Test (CPT) [atm (tsf)] fs Friction from CPT testing [atm (tsf)] Rf Ratio of fs/qc (%) gamma Total unit weight of soil gamma' Effective unit weight of soil Fines Fines content [%] D50 Mean grain size Dr Relative Density sigma Total vertical stress [atm] sigma' Effective vertical stress [atm] sigc' Effective confining pressure [atm] rd Acceleration reduction coefficient by Seed a_max. Peak Ground Acceleration (PGA) in ground surface mz Linear acceleration reduction coefficient X depth a_min. Minimum acceleration under linear reduction, mz CRRv CRR after overburden stress correction, CRRv=CRR7.5 * Ksig CRR7.5 Cyclic resistance ratio (M=7.5) Ksig Overburden stress correction factor for CRR7.5 CRRm After magnitude scaling correction CRRm=CRRv * MSF MSF Magnitude scaling factor from M=7.5 to user input M CSR Cyclic stress ratio induced by earthquake CSRfs CSRfs=CSR*fs1 (Default fs1=1) fs1 First CSR curve in graphic defined in #9 of Advanced page fs2 2nd CSR curve in graphic defined in #9 of Advanced page F.S. Calculated factor of safety against liquefaction F.S.=CRRm/CSRsf Cebs Energy Ratio, Borehole Dia., and Sampling Method Corrections Cr Rod Length Corrections Cn Overburden Pressure Correction (N1)60 SPT after corrections, (N1)60=SPT * Cr * Cn * Cebs d(n1)60 Fines correction of SPT (N1)60f (N1)60 after fines corrections, (N1)60f=(N1)60 + d(n1)60 Cq Overburden stress correction factor qc1 CPT after Overburden stress correction dqc1 Fines correction of CPT qc1f CPT after Fines and Overburden correction, qc1f=qc1 + dqc1 qc1n CPT after normalization in Robertson's method Kc Fine correction factor in Robertson's Method

48 November 5, 2010 Page 47 qc1f CPT after Fines correction in Robertson's Method Ic Soil type index in Suzuki's and Robertson's Methods (N1)60s (N1)60 after settlement fines corrections CSRm After magnitude scaling correction for Settlement calculation CSRm=CSRsf / MSF* CSRfs Cyclic stress ratio induced by earthquake with user inputed fs MSF* Scaling factor from CSR, MSF*=1, based on Item 2 of Page C. ec Volumetric strain for saturated sands dz Calculation segment, dz=0.050 ft dsz Settlement in each segment, dz dp User defined print interval dsp Settlement in each print interval, dp Gmax Shear Modulus at low strain g_eff gamma_eff, Effective shear Strain g*ge/gm gamma_eff * G_eff/G_max, Strain-modulus ratio ec7.5 Volumetric Strain for magnitude=7.5 Cec Magnitude correction factor for any magnitude ec Volumetric strain for unsaturated sands, ec=cec * ec7.5 NoLiq No-Liquefy Soils References: 1. NCEER Workshop on Evaluation of Liquefaction Resistance of Soils. Youd, T.L., and Idriss, I.M., eds., Technical Report NCEER SP117. Southern California Earthquake Center. Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction in California. University of Southern California. March RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING AND SEISMIC SITE RESPONSE EVALUATION, Paper No. SPL-2, PROCEEDINGS: Fourth International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics, San Diego, CA, March RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING: A UNIFIED AND CONSISTENT FRAMEWORK, Earthquake Engineering Research Center, Report No. EERC by R.B Seed and etc. April Note: Print Interval you selected does not show complete results. To get complete results, you should select 'Segment' in Print Interval (Item 12, Page C).

49 November 5, 2010 Page 48 LIQUEFACTION ANALYSIS SUMMARY Copyright by CivilTech Software Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to, 11/4/2010 1:09:58 PM Input File Name: F:\Liquefy5\1680 SPT4 VB.liq Title: Whole Foods VBB SPT-4 Subtitle: Surface Elev.=0 Hole No.=B4 Depth of Hole= ft Water Table during Earthquake= 5.00 ft Water Table during In-Situ Testing= 8.70 ft Max. Acceleration= 0.45 g Earthquake Magnitude= 7.50 Input Data: Surface Elev.=0 Hole No.=B4 Depth of Hole=50.50 ft Water Table during Earthquake= 5.00 ft Water Table during In-Situ Testing= 8.70 ft Max. Acceleration=0.45 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. SPT or BPT Calculation. 2. Settlement Analysis Method: Ishihara / Yoshimine 3. Fines Correction for Liquefaction: Idriss/Seed 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 6. Hammer Energy Ratio, Ce = Borehole Diameter, Cb= Sampling Method, Cs= 1 9. User request factor of safety (apply to CSR), User= 1.5 Plot two CSR (fs1=1, fs2=user) 10. Use Curve Smoothing: Yes* * Recommended Options Fill on Top= 4 ft Fill Unit Weight= 125 pcf Depth of this report is based on original ground surface, not based on fill 1 atm (atmosphere) = 1 tsf (ton/ft2) In-Situ Test Data: Depth SPT gamma Fines ft pcf % Output Results: Settlement of Saturated Sands=2.20 in.

50 November 5, 2010 Page 49 Settlement of Unsaturated Sands=0.01 in. Total Settlement of Saturated and Unsaturated Sands=2.20 in. Differential Settlement=1.102 to in. Depth CRRm CSRfs F.S. S_sat. S_dry S_all ft in. in. in * * * * F.S.<1, Liquefaction Potential Zone (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. 1 atm (atmosphere) = 1 tsf (ton/ft2) CRRm Cyclic resistance ratio from soils CSRsf Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf S_sat Settlement from saturated sands S_dry Settlement from Unsaturated Sands S_all Total Settlement from Saturated and Unsaturated Sands NoLiq No-Liquefy Soils

51 November 5, 2010 Page 50 LIQUEFACTION ANALYSIS CALCULATION DETAILS Copyright by CivilTech Software Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to, 11/4/2010 1:10:12 PM Input File Name: F:\Liquefy5\1680 SPT4 VB.liq Title: Whole Foods VBB SPT-4 Subtitle: Input Data: Surface Elev.=0 Hole No.=B4 Depth of Hole=50.50 ft Water Table during Earthquake= 5.00 ft Water Table during In-Situ Testing= 8.70 ft Max. Acceleration=0.45 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. SPT or BPT Calculation. 2. Settlement Analysis Method: Ishihara / Yoshimine 3. Fines Correction for Liquefaction: Idriss/Seed 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 6. Hammer Energy Ratio, Ce = Borehole Diameter, Cb= Sampling Method, Cs= 1 9. User request factor of safety (apply to CSR), User= 1.5 Plot two CSR (fs1=1, fs2=user) 10. Average two input data between two Depths: Yes* * Recommended Options Fill on Ground Surface= 4 ft Fill Unit Weight= 125 pcf Factor of soil strength (SPT or CPT) change due to fill= 1 Depth of this report is based on original ground surface, not based on fill 1 atm (atmosphere) = 1 tsf (ton/ft2) In-Situ Test Data: Depth SPT Gamma Fines ft pcf % Output Results: Calculation segment, dz=0.050 ft User defined Print Interval, dp=5.00 ft Peak Ground Acceleration (PGA), a_max = 0.45g CSR Calculation: Depth gamma sigma gamma' sigma' rd mz a(z) CSR x fs1 =CSRfs ft pcf atm pcf atm g g

52 November 5, 2010 Page CSR is based on water table at 5.00 during earthquake sigma and sigma' are based on fill on ground surface during earthquake CRR Calculation from SPT or BPT data: Depth SPT Cebs Cr sigma' Cn (N1)60 Fines d(n1)60 (N1)60f CRR7.5 ft atm % CRR is based on water table at 8.70 during In-Situ Testing SPT or CPT are increased due to increased overburden pressure Factor of Safety, - Earthquake Magnitude= 7.50: Depth sigc' CRR7.5 x Ksig =CRRv x MSF =CRRm CSRfs F.S.=CRRm/CSRfs ft atm * * * * F.S.<1: Liquefaction Potential Zone. (If above water table: F.S.=5) ^ No-liquefiable Soils or above Water Table. (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) CPT convert to SPT for Settlement Analysis: Fines Correction for Settlement Analysis: Depth Ic qc/n60 qc1 (N1)60 Fines d(n1)60 (N1)60s ft atm % (N1)60s has been fines corrected in liquefaction analysis, therefore d(n1)60=0.

53 November 5, 2010 Page 52 Fines=NoLiq means the soils are not liquefiable. Settlement of Saturated Sands: Settlement Analysis Method: Ishihara / Yoshimine Depth CSRsf / MSF* =CSRm F.S. Fines (N1)60s Dr ec dsz dsp S ft % % % in. in. in E E E E E E E E E E E Settlement of Saturated Sands=2.198 in. qc1 and (N1)60 is after fines correction in liquefaction analysis dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=5.00 ft S is cumulated settlement at this depth Settlement of Unsaturated Sands: Depth sigma' sigc' (N1)60s CSRsf Gmax g*ge/gm g_eff ec7.5 Cec ec dsz dsp S ft atm atm atm % % in. in. in E E E E Settlement of Unsaturated Sands=0.005 in. dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=5.00 ft S is cumulated settlement at this depth Total Settlement of Saturated and Unsaturated Sands=2.204 in. Differential Settlement=1.102 to in. Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. 1 atm (atmosphere) = tsf(1 tsf = 1 ton/ft2 = 2 kip/ft2) 1 atm (atmosphere) = kpa(1 kpa = 1 kn/m2 = Mpa) SPT Field data from Standard Penetration Test (SPT) BPT Field data from Becker Penetration Test (BPT) qc Field data from Cone Penetration Test (CPT) [atm (tsf)] fs Friction from CPT testing [atm (tsf)] Rf Ratio of fs/qc (%) gamma Total unit weight of soil gamma' Effective unit weight of soil Fines Fines content [%] D50 Mean grain size Dr Relative Density sigma Total vertical stress [atm] sigma' Effective vertical stress [atm] sigc' Effective confining pressure [atm] rd Acceleration reduction coefficient by Seed a_max. Peak Ground Acceleration (PGA) in ground surface mz Linear acceleration reduction coefficient X depth a_min. Minimum acceleration under linear reduction, mz CRRv CRR after overburden stress correction, CRRv=CRR7.5 * Ksig CRR7.5 Cyclic resistance ratio (M=7.5) Ksig Overburden stress correction factor for CRR7.5 CRRm After magnitude scaling correction CRRm=CRRv * MSF MSF Magnitude scaling factor from M=7.5 to user input M CSR Cyclic stress ratio induced by earthquake

54 November 5, 2010 Page 53 CSRfs CSRfs=CSR*fs1 (Default fs1=1) fs1 First CSR curve in graphic defined in #9 of Advanced page fs2 2nd CSR curve in graphic defined in #9 of Advanced page F.S. Calculated factor of safety against liquefaction F.S.=CRRm/CSRsf Cebs Energy Ratio, Borehole Dia., and Sampling Method Corrections Cr Rod Length Corrections Cn Overburden Pressure Correction (N1)60 SPT after corrections, (N1)60=SPT * Cr * Cn * Cebs d(n1)60 Fines correction of SPT (N1)60f (N1)60 after fines corrections, (N1)60f=(N1)60 + d(n1)60 Cq Overburden stress correction factor qc1 CPT after Overburden stress correction dqc1 Fines correction of CPT qc1f CPT after Fines and Overburden correction, qc1f=qc1 + dqc1 qc1n CPT after normalization in Robertson's method Kc Fine correction factor in Robertson's Method qc1f CPT after Fines correction in Robertson's Method Ic Soil type index in Suzuki's and Robertson's Methods (N1)60s (N1)60 after settlement fines corrections CSRm After magnitude scaling correction for Settlement calculation CSRm=CSRsf / MSF* CSRfs Cyclic stress ratio induced by earthquake with user inputed fs MSF* Scaling factor from CSR, MSF*=1, based on Item 2 of Page C. ec Volumetric strain for saturated sands dz Calculation segment, dz=0.050 ft dsz Settlement in each segment, dz dp User defined print interval dsp Settlement in each print interval, dp Gmax Shear Modulus at low strain g_eff gamma_eff, Effective shear Strain g*ge/gm gamma_eff * G_eff/G_max, Strain-modulus ratio ec7.5 Volumetric Strain for magnitude=7.5 Cec Magnitude correction factor for any magnitude ec Volumetric strain for unsaturated sands, ec=cec * ec7.5 NoLiq No-Liquefy Soils References: 1. NCEER Workshop on Evaluation of Liquefaction Resistance of Soils. Youd, T.L., and Idriss, I.M., eds., Technical Report NCEER SP117. Southern California Earthquake Center. Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction in California. University of Southern California. March RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING AND SEISMIC SITE RESPONSE EVALUATION, Paper No. SPL-2, PROCEEDINGS: Fourth International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics, San Diego, CA, March RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING: A UNIFIED AND CONSISTENT FRAMEWORK, Earthquake Engineering Research Center, Report No. EERC by R.B Seed and etc. April Note: Print Interval you selected does not show complete results. To get complete results, you should select 'Segment' in Print Interval (Item 12, Page C).

55 November 5, 2010 Page 54 The following liquefaction Induced Settlement (in) with Grade Raised 4 Feet and Groundwater Level Raised to Existing Surface. LIQUEFACTION ANALYSIS SUMMARY Copyright by CivilTech Software Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to, 11/4/2010 1:18:35 PM Input File Name: F:\Liquefy5\1680 CPT1A VB.liq Title: Whole Foods VBB CPT-1A Subtitle: Surface Elev.=0 Hole No.=CPT1A Depth of Hole= ft Water Table during Earthquake= 0.00 ft Water Table during In-Situ Testing= 7.60 ft Max. Acceleration= 0.45 g Earthquake Magnitude= 7.50 Input Data: Surface Elev.=0 Hole No.=CPT1A Depth of Hole=49.50 ft Water Table during Earthquake= 0.00 ft Water Table during In-Situ Testing= 7.60 ft Max. Acceleration=0.45 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. CPT Calculation Method: Modify Robertson* 2. Settlement Analysis Method: Ishihara / Yoshimine 3. Fines Correction for Liquefaction: Stark/Olson et al.* 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 9. User request factor of safety (apply to CSR), User= 1.5 Plot one CSR curve (fs1=user) 10. Use Curve Smoothing: Yes* * Recommended Options Fill on Top= 4 ft Fill Unit Weight= 125 pcf Depth of this report is based on original ground surface, not based on fill 1 atm (atmosphere) = 1 tsf (ton/ft2) In-Situ Test Data: Depth qc fs Rf gamma Fines D50 ft atm atm pcf % mm Modify Robertson method generates Fines from qc/fs. Inputted Fines are not relevant. Output Results: Settlement of Saturated Sands=2.26 in. Settlement of Unsaturated Sands=0.00 in. Total Settlement of Saturated and Unsaturated Sands=2.26 in. Differential Settlement=1.131 to in. Depth CRRm CSRfs F.S. S_sat. S_dry S_all

56 November 5, 2010 Page 55 ft in. in. in * * * * * F.S.<1, Liquefaction Potential Zone (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. 1 atm (atmosphere) = 1 tsf (ton/ft2) CRRm Cyclic resistance ratio from soils CSRsf Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf S_sat Settlement from saturated sands S_dry Settlement from Unsaturated Sands S_all Total Settlement from Saturated and Unsaturated Sands NoLiq No-Liquefy Soils

57 November 5, 2010 Page 56 LIQUEFACTION ANALYSIS CALCULATION DETAILS Copyright by CivilTech Software Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to, 11/4/2010 1:19:11 PM Input File Name: F:\Liquefy5\1680 CPT1A VB.liq Title: Whole Foods VBB CPT-1A Subtitle: Input Data: Surface Elev.=0 Hole No.=CPT1A Depth of Hole=49.50 ft Water Table during Earthquake= 0.00 ft Water Table during In-Situ Testing= 7.60 ft Max. Acceleration=0.45 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. CPT Calulation Method: Modify Robertson* 2. Settlement Analysis Method: Ishihara / Yoshimine 3. Fines Correction for Liquefaction: Stark/Olson et al.* 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 9. User request factor of safety (apply to CSR), User= 1.5 Plot one CSR curve (fs1=user) 10. Average two input data between two Depths: Yes* * Recommended Options Fill on Ground Surface= 4 ft Fill Unit Weight= 125 pcf Factor of soil strength (SPT or CPT) change due to fill= 1 Depth of this report is based on original ground surface, not based on fill 1 atm (atmosphere) = 1 tsf (ton/ft2) In-Situ Test Data: Depth qc fs Rf Gamma Fines D50 ft atm atm % pcf % mm Modify Robertson method generates Fines from qc/fs. Inputted Fines are not relevant. Output Results: Calculation segment, dz=0.050 ft User defined Print Interval, dp=5.00 ft Peak Ground Acceleration (PGA), a_max = 0.45g CSR Calculation: Depth gamma sigma gamma' sigma' rd mz a(z) CSR x fs1 =CSRfs ft pcf atm pcf atm g g

58 November 5, 2010 Page CSR is based on water table at 0.00 during earthquake sigma and sigma' are based on fill on ground surface during earthquake CRR Calculation from CPT data, using Modify Robertson's Method: (Fines content is determined by qc and fric.) Depth qc fric. n Q Rf Ic Cq Fines Kc qc1n qc1f CRR7.5 ft atm atm % atm atm E E NoLiq E E E E E E E E E E E E E E E E E E E E E E E E E E E Fines have been calculated, and correction is made by Modify Robertson Method. Fines=NoLiq means the soils are not liquefiable. CRR is based on water table at 7.60 during In-Situ Testing SPT or CPT are increased due to increased overburden pressure Factor of Safety, - Earthquake Magnitude= 7.50: Depth sigc' CRR7.5 x Ksig =CRRv x MSF =CRRm CSRfs F.S.=CRRm/CSRfs ft atm ^ * * * * * F.S.<1: Liquefaction Potential Zone. (If above water table: F.S.=5) ^ No-liquefiable Soils or above Water Table. (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) CPT convert to SPT for Settlement Analysis: Fines Correction for Settlement Analysis: Depth Ic qc/n60 qc1 (N1)60 Fines d(n1)60 (N1)60s ft atm % NoLiq

59 November 5, 2010 Page (N1)60s has been fines corrected in liquefaction analysis, therefore d(n1)60=0. (N1)60 is converted from qc1, (N1)60s is after fines correction Fines=NoLiq means the soils are not liquefiable. Settlement of Saturated Sands: Settlement Analysis Method: Ishihara / Yoshimine Depth CSRsf / MSF* =CSRm F.S. Fines (N1)60s Dr ec dsz dsp S ft % % % in. in. in E E E E E E E E E E NoLiq E Settlement of Saturated Sands=2.262 in. qc1 and (N1)60 is after fines correction in liquefaction analysis (N1)60s is converted from qc1 and after fines correction dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=5.00 ft S is cumulated settlement at this depth Settlement of Unsaturated Sands: Depth sigma' sigc' (N1)60s CSRsf Gmax g*ge/gm g_eff ec7.5 Cec ec dsz dsp S ft atm atm atm % % in. in. in E E Settlement of Unsaturated Sands Settlement of Unsaturated Sands=0.000 in. (N1)60s is converted from qc1 and after fines correction dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=5.00 ft S is cumulated settlement at this depth Total Settlement of Saturated and Unsaturated Sands=2.262 in. Differential Settlement=1.131 to in. Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. 1 atm (atmosphere) = tsf(1 tsf = 1 ton/ft2 = 2 kip/ft2) 1 atm (atmosphere) = kpa(1 kpa = 1 kn/m2 = Mpa) SPT Field data from Standard Penetration Test (SPT) BPT Field data from Becker Penetration Test (BPT) qc Field data from Cone Penetration Test (CPT) [atm (tsf)] fs Friction from CPT testing [atm (tsf)] Rf Ratio of fs/qc (%) gamma Total unit weight of soil gamma' Effective unit weight of soil Fines Fines content [%] D50 Mean grain size Dr Relative Density sigma Total vertical stress [atm] sigma' Effective vertical stress [atm]

60 November 5, 2010 Page 59 sigc' Effective confining pressure [atm] rd Acceleration reduction coefficient by Seed a_max. Peak Ground Acceleration (PGA) in ground surface mz Linear acceleration reduction coefficient X depth a_min. Minimum acceleration under linear reduction, mz CRRv CRR after overburden stress correction, CRRv=CRR7.5 * Ksig CRR7.5 Cyclic resistance ratio (M=7.5) Ksig Overburden stress correction factor for CRR7.5 CRRm After magnitude scaling correction CRRm=CRRv * MSF MSF Magnitude scaling factor from M=7.5 to user input M CSR Cyclic stress ratio induced by earthquake CSRfs CSRfs=CSR*fs1 (Default fs1=1) fs1 First CSR curve in graphic defined in #9 of Advanced page fs2 2nd CSR curve in graphic defined in #9 of Advanced page F.S. Calculated factor of safety against liquefaction F.S.=CRRm/CSRsf Cebs Energy Ratio, Borehole Dia., and Sampling Method Corrections Cr Rod Length Corrections Cn Overburden Pressure Correction (N1)60 SPT after corrections, (N1)60=SPT * Cr * Cn * Cebs d(n1)60 Fines correction of SPT (N1)60f (N1)60 after fines corrections, (N1)60f=(N1)60 + d(n1)60 Cq Overburden stress correction factor qc1 CPT after Overburden stress correction dqc1 Fines correction of CPT qc1f CPT after Fines and Overburden correction, qc1f=qc1 + dqc1 qc1n CPT after normalization in Robertson's method Kc Fine correction factor in Robertson's Method qc1f CPT after Fines correction in Robertson's Method Ic Soil type index in Suzuki's and Robertson's Methods (N1)60s (N1)60 after settlement fines corrections CSRm After magnitude scaling correction for Settlement calculation CSRm=CSRsf / MSF* CSRfs Cyclic stress ratio induced by earthquake with user inputed fs MSF* Scaling factor from CSR, MSF*=1, based on Item 2 of Page C. ec Volumetric strain for saturated sands dz Calculation segment, dz=0.050 ft dsz Settlement in each segment, dz dp User defined print interval dsp Settlement in each print interval, dp Gmax Shear Modulus at low strain g_eff gamma_eff, Effective shear Strain g*ge/gm gamma_eff * G_eff/G_max, Strain-modulus ratio ec7.5 Volumetric Strain for magnitude=7.5 Cec Magnitude correction factor for any magnitude ec Volumetric strain for unsaturated sands, ec=cec * ec7.5 NoLiq No-Liquefy Soils References: 1. NCEER Workshop on Evaluation of Liquefaction Resistance of Soils. Youd, T.L., and Idriss, I.M., eds., Technical Report NCEER SP117. Southern California Earthquake Center. Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction in California. University of Southern California. March RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING AND SEISMIC SITE RESPONSE EVALUATION, Paper No. SPL-2, PROCEEDINGS: Fourth International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics, San Diego, CA, March RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING: A UNIFIED AND CONSISTENT FRAMEWORK, Earthquake Engineering Research Center, Report No. EERC by R.B Seed and etc. April Note: Print Interval you selected does not show complete results. To get complete results, you should select 'Segment' in Print Interval (Item 12, Page C).

61 November 5, 2010 Page 60 LIQUEFACTION ANALYSIS SUMMARY Copyright by CivilTech Software Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to, 11/4/2010 1:19:45 PM Input File Name: F:\Liquefy5\1680 CPT2 VB.liq Title: Whole Foods VBB CPT-2 Subtitle: Surface Elev.=0 Hole No.=CPT-2 Depth of Hole= ft Water Table during Earthquake= 0.00 ft Water Table during In-Situ Testing= 9.30 ft Max. Acceleration= 0.45 g Earthquake Magnitude= 7.50 Input Data: Surface Elev.=0 Hole No.=CPT-2 Depth of Hole=70.50 ft Water Table during Earthquake= 0.00 ft Water Table during In-Situ Testing= 9.30 ft Max. Acceleration=0.45 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. CPT Calculation Method: Modify Robertson* 2. Settlement Analysis Method: Ishihara / Yoshimine 3. Fines Correction for Liquefaction: Stark/Olson et al.* 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 9. User request factor of safety (apply to CSR), User= 1.5 Plot one CSR curve (fs1=user) 10. Use Curve Smoothing: Yes* * Recommended Options Fill on Top= 4 ft Fill Unit Weight= 125 pcf Depth of this report is based on original ground surface, not based on fill 1 atm (atmosphere) = 1 tsf (ton/ft2) In-Situ Test Data: Depth qc fs Rf gamma Fines D50 ft atm atm pcf % mm Modify Robertson method generates Fines from qc/fs. Inputted Fines are not relevant. Output Results: Settlement of Saturated Sands=3.95 in. Settlement of Unsaturated Sands=0.00 in. Total Settlement of Saturated and Unsaturated Sands=3.95 in. Differential Settlement=1.975 to in.

62 November 5, 2010 Page 61 Depth CRRm CSRfs F.S. S_sat. S_dry S_all ft in. in. in * * * * * F.S.<1, Liquefaction Potential Zone (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. 1 atm (atmosphere) = 1 tsf (ton/ft2) CRRm Cyclic resistance ratio from soils CSRsf Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf S_sat Settlement from saturated sands S_dry Settlement from Unsaturated Sands S_all Total Settlement from Saturated and Unsaturated Sands NoLiq No-Liquefy Soils

63 November 5, 2010 Page 62 LIQUEFACTION ANALYSIS CALCULATION DETAILS Copyright by CivilTech Software Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to, 11/4/2010 1:20:04 PM Input File Name: F:\Liquefy5\1680 CPT2 VB.liq Title: Whole Foods VBB CPT-2 Subtitle: Input Data: Surface Elev.=0 Hole No.=CPT-2 Depth of Hole=70.50 ft Water Table during Earthquake= 0.00 ft Water Table during In-Situ Testing= 9.30 ft Max. Acceleration=0.45 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. CPT Calulation Method: Modify Robertson* 2. Settlement Analysis Method: Ishihara / Yoshimine 3. Fines Correction for Liquefaction: Stark/Olson et al.* 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 9. User request factor of safety (apply to CSR), User= 1.5 Plot one CSR curve (fs1=user) 10. Average two input data between two Depths: Yes* * Recommended Options Fill on Ground Surface= 4 ft Fill Unit Weight= 125 pcf Factor of soil strength (SPT or CPT) change due to fill= 1 Depth of this report is based on original ground surface, not based on fill 1 atm (atmosphere) = 1 tsf (ton/ft2) In-Situ Test Data: Depth qc fs Rf Gamma Fines D50 ft atm atm % pcf % mm Modify Robertson method generates Fines from qc/fs. Inputted Fines are not relevant. Output Results: Calculation segment, dz=0.050 ft User defined Print Interval, dp=5.00 ft Peak Ground Acceleration (PGA), a_max = 0.45g CSR Calculation: Depth gamma sigma gamma' sigma' rd mz a(z) CSR x fs1 =CSRfs ft pcf atm pcf atm g g

64 November 5, 2010 Page CSR is based on water table at 0.00 during earthquake sigma and sigma' are based on fill on ground surface during earthquake CRR Calculation from CPT data, using Modify Robertson's Method: (Fines content is determined by qc and fric.) Depth qc fric. n Q Rf Ic Cq Fines Kc qc1n qc1f CRR7.5 ft atm atm % atm atm E E NoLiq E E E E E E E E E E E NoLiq E E NoLiq E E E E E E E E E E E NoLiq E E NoLiq E E NoLiq E E E E E NoLiq E E E Fines have been calculated, and correction is made by Modify Robertson Method. Fines=NoLiq means the soils are not liquefiable. CRR is based on water table at 9.30 during In-Situ Testing SPT or CPT are increased due to increased overburden pressure Factor of Safety, - Earthquake Magnitude= 7.50: Depth sigc' CRR7.5 x Ksig =CRRv x MSF =CRRm CSRfs F.S.=CRRm/CSRfs ft atm ^ ^

65 November 5, 2010 Page ^ * * * ^ ^ ^ * ^ * F.S.<1: Liquefaction Potential Zone. (If above water table: F.S.=5) ^ No-liquefiable Soils or above Water Table. (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) CPT convert to SPT for Settlement Analysis: Fines Correction for Settlement Analysis: Depth Ic qc/n60 qc1 (N1)60 Fines d(n1)60 (N1)60s ft atm % NoLiq NoLiq NoLiq NoLiq NoLiq NoLiq NoLiq (N1)60s has been fines corrected in liquefaction analysis, therefore d(n1)60=0. (N1)60 is converted from qc1, (N1)60s is after fines correction Fines=NoLiq means the soils are not liquefiable. Settlement of Saturated Sands: Settlement Analysis Method: Ishihara / Yoshimine Depth CSRsf / MSF* =CSRm F.S. Fines (N1)60s Dr ec dsz dsp S ft % % % in. in. in E E NoLiq E E NoLiq E NoLiq E NoLiq E E E E NoLiq E NoLiq E E E E NoLiq E Settlement of Saturated Sands=3.949 in. qc1 and (N1)60 is after fines correction in liquefaction analysis (N1)60s is converted from qc1 and after fines correction dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=5.00 ft S is cumulated settlement at this depth Settlement of Unsaturated Sands: Depth sigma' sigc' (N1)60s CSRsf Gmax g*ge/gm g_eff ec7.5 Cec ec dsz dsp S ft atm atm atm % % in. in.

66 November 5, 2010 Page 65 in E E Settlement of Unsaturated Sands Settlement of Unsaturated Sands=0.000 in. (N1)60s is converted from qc1 and after fines correction dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=5.00 ft S is cumulated settlement at this depth Total Settlement of Saturated and Unsaturated Sands=3.949 in. Differential Settlement=1.975 to in. Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. 1 atm (atmosphere) = tsf(1 tsf = 1 ton/ft2 = 2 kip/ft2) 1 atm (atmosphere) = kpa(1 kpa = 1 kn/m2 = Mpa) SPT Field data from Standard Penetration Test (SPT) BPT Field data from Becker Penetration Test (BPT) qc Field data from Cone Penetration Test (CPT) [atm (tsf)] fs Friction from CPT testing [atm (tsf)] Rf Ratio of fs/qc (%) gamma Total unit weight of soil gamma' Effective unit weight of soil Fines Fines content [%] D50 Mean grain size Dr Relative Density sigma Total vertical stress [atm] sigma' Effective vertical stress [atm] sigc' Effective confining pressure [atm] rd Acceleration reduction coefficient by Seed a_max. Peak Ground Acceleration (PGA) in ground surface mz Linear acceleration reduction coefficient X depth a_min. Minimum acceleration under linear reduction, mz CRRv CRR after overburden stress correction, CRRv=CRR7.5 * Ksig CRR7.5 Cyclic resistance ratio (M=7.5) Ksig Overburden stress correction factor for CRR7.5 CRRm After magnitude scaling correction CRRm=CRRv * MSF MSF Magnitude scaling factor from M=7.5 to user input M CSR Cyclic stress ratio induced by earthquake CSRfs CSRfs=CSR*fs1 (Default fs1=1) fs1 First CSR curve in graphic defined in #9 of Advanced page fs2 2nd CSR curve in graphic defined in #9 of Advanced page F.S. Calculated factor of safety against liquefaction F.S.=CRRm/CSRsf Cebs Energy Ratio, Borehole Dia., and Sampling Method Corrections Cr Rod Length Corrections Cn Overburden Pressure Correction (N1)60 SPT after corrections, (N1)60=SPT * Cr * Cn * Cebs d(n1)60 Fines correction of SPT (N1)60f (N1)60 after fines corrections, (N1)60f=(N1)60 + d(n1)60 Cq Overburden stress correction factor qc1 CPT after Overburden stress correction dqc1 Fines correction of CPT qc1f CPT after Fines and Overburden correction, qc1f=qc1 + dqc1 qc1n CPT after normalization in Robertson's method Kc Fine correction factor in Robertson's Method qc1f CPT after Fines correction in Robertson's Method Ic Soil type index in Suzuki's and Robertson's Methods (N1)60s (N1)60 after settlement fines corrections CSRm After magnitude scaling correction for Settlement calculation CSRm=CSRsf / MSF* CSRfs Cyclic stress ratio induced by earthquake with user inputed fs MSF* Scaling factor from CSR, MSF*=1, based on Item 2 of Page C. ec Volumetric strain for saturated sands dz Calculation segment, dz=0.050 ft dsz Settlement in each segment, dz dp User defined print interval dsp Settlement in each print interval, dp Gmax Shear Modulus at low strain g_eff gamma_eff, Effective shear Strain

67 November 5, 2010 Page 66 g*ge/gm ec7.5 Cec ec NoLiq gamma_eff * G_eff/G_max, Strain-modulus ratio Volumetric Strain for magnitude=7.5 Magnitude correction factor for any magnitude Volumetric strain for unsaturated sands, ec=cec * ec7.5 No-Liquefy Soils References: 1. NCEER Workshop on Evaluation of Liquefaction Resistance of Soils. Youd, T.L., and Idriss, I.M., eds., Technical Report NCEER SP117. Southern California Earthquake Center. Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction in California. University of Southern California. March RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING AND SEISMIC SITE RESPONSE EVALUATION, Paper No. SPL-2, PROCEEDINGS: Fourth International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics, San Diego, CA, March RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING: A UNIFIED AND CONSISTENT FRAMEWORK, Earthquake Engineering Research Center, Report No. EERC by R.B Seed and etc. April Note: Print Interval you selected does not show complete results. To get complete results, you should select 'Segment' in Print Interval (Item 12, Page C).

68 November 5, 2010 Page 67 LIQUEFACTION ANALYSIS SUMMARY Copyright by CivilTech Software Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to, 11/4/2010 1:20:30 PM Input File Name: F:\Liquefy5\1680 CPT3 VB.liq Title: Whole Foods VBB CPT-3 Subtitle: Surface Elev.=0 Hole No.=CPT 3 Depth of Hole= ft Water Table during Earthquake= 0.00 ft Water Table during In-Situ Testing= 8.80 ft Max. Acceleration= 0.45 g Earthquake Magnitude= 7.50 Input Data: Surface Elev.=0 Hole No.=CPT 3 Depth of Hole=49.50 ft Water Table during Earthquake= 0.00 ft Water Table during In-Situ Testing= 8.80 ft Max. Acceleration=0.45 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. CPT Calculation Method: Modify Robertson* 2. Settlement Analysis Method: Ishihara / Yoshimine 3. Fines Correction for Liquefaction: Stark/Olson et al.* 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 9. User request factor of safety (apply to CSR), User= 1.5 Plot one CSR curve (fs1=user) 10. Use Curve Smoothing: Yes* * Recommended Options Fill on Top= 4 ft Fill Unit Weight= 125 pcf Depth of this report is based on original ground surface, not based on fill 1 atm (atmosphere) = 1 tsf (ton/ft2) In-Situ Test Data: Depth qc fs Rf gamma Fines D50 ft atm atm pcf % mm Modify Robertson method generates Fines from qc/fs. Inputted Fines are not relevant. Output Results: Settlement of Saturated Sands=2.18 in. Settlement of Unsaturated Sands=0.00 in. Total Settlement of Saturated and Unsaturated Sands=2.18 in. Differential Settlement=1.088 to in. Depth CRRm CSRfs F.S. S_sat. S_dry S_all ft in. in. in *

69 November 5, 2010 Page * * * F.S.<1, Liquefaction Potential Zone (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. 1 atm (atmosphere) = 1 tsf (ton/ft2) CRRm Cyclic resistance ratio from soils CSRsf Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf S_sat Settlement from saturated sands S_dry Settlement from Unsaturated Sands S_all Total Settlement from Saturated and Unsaturated Sands NoLiq No-Liquefy Soils

70 November 5, 2010 Page 69 LIQUEFACTION ANALYSIS CALCULATION DETAILS Copyright by CivilTech Software Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to, 11/4/2010 1:20:49 PM Input File Name: F:\Liquefy5\1680 CPT3 VB.liq Title: Whole Foods VBB CPT-3 Subtitle: Input Data: Surface Elev.=0 Hole No.=CPT 3 Depth of Hole=49.50 ft Water Table during Earthquake= 0.00 ft Water Table during In-Situ Testing= 8.80 ft Max. Acceleration=0.45 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. CPT Calulation Method: Modify Robertson* 2. Settlement Analysis Method: Ishihara / Yoshimine 3. Fines Correction for Liquefaction: Stark/Olson et al.* 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 9. User request factor of safety (apply to CSR), User= 1.5 Plot one CSR curve (fs1=user) 10. Average two input data between two Depths: Yes* * Recommended Options Fill on Ground Surface= 4 ft Fill Unit Weight= 125 pcf Factor of soil strength (SPT or CPT) change due to fill= 1 Depth of this report is based on original ground surface, not based on fill 1 atm (atmosphere) = 1 tsf (ton/ft2) In-Situ Test Data: Depth qc fs Rf Gamma Fines D50 ft atm atm % pcf % mm Modify Robertson method generates Fines from qc/fs. Inputted Fines are not relevant. Output Results: Calculation segment, dz=0.050 ft User defined Print Interval, dp=5.00 ft Peak Ground Acceleration (PGA), a_max = 0.45g CSR Calculation: Depth gamma sigma gamma' sigma' rd mz a(z) CSR x fs1 =CSRfs ft pcf atm pcf atm g g

71 November 5, 2010 Page CSR is based on water table at 0.00 during earthquake sigma and sigma' are based on fill on ground surface during earthquake CRR Calculation from CPT data, using Modify Robertson's Method: (Fines content is determined by qc and fric.) Depth qc fric. n Q Rf Ic Cq Fines Kc qc1n qc1f CRR7.5 ft atm atm % atm atm E E NoLiq E E E E E E E E E E E E NoLiq E E NoLiq E E E E E NoLiq E E E E E E Fines have been calculated, and correction is made by Modify Robertson Method. Fines=NoLiq means the soils are not liquefiable. CRR is based on water table at 8.80 during In-Situ Testing SPT or CPT are increased due to increased overburden pressure Factor of Safety, - Earthquake Magnitude= 7.50: Depth sigc' CRR7.5 x Ksig =CRRv x MSF =CRRm CSRfs F.S.=CRRm/CSRfs ft atm ^ * * ^ ^ ^ * * F.S.<1: Liquefaction Potential Zone. (If above water table: F.S.=5) ^ No-liquefiable Soils or above Water Table. (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) CPT convert to SPT for Settlement Analysis: Fines Correction for Settlement Analysis: Depth Ic qc/n60 qc1 (N1)60 Fines d(n1)60 (N1)60s ft atm % NoLiq NoLiq

72 November 5, 2010 Page NoLiq NoLiq (N1)60s has been fines corrected in liquefaction analysis, therefore d(n1)60=0. (N1)60 is converted from qc1, (N1)60s is after fines correction Fines=NoLiq means the soils are not liquefiable. Settlement of Saturated Sands: Settlement Analysis Method: Ishihara / Yoshimine Depth CSRsf / MSF* =CSRm F.S. Fines (N1)60s Dr ec dsz dsp S ft % % % in. in. in E E E NoLiq E E NoLiq E NoLiq E E E E NoLiq E Settlement of Saturated Sands=2.177 in. qc1 and (N1)60 is after fines correction in liquefaction analysis (N1)60s is converted from qc1 and after fines correction dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=5.00 ft S is cumulated settlement at this depth Settlement of Unsaturated Sands: Depth sigma' sigc' (N1)60s CSRsf Gmax g*ge/gm g_eff ec7.5 Cec ec dsz dsp S ft atm atm atm % % in. in. in E E Settlement of Unsaturated Sands Settlement of Unsaturated Sands=0.000 in. (N1)60s is converted from qc1 and after fines correction dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=5.00 ft S is cumulated settlement at this depth Total Settlement of Saturated and Unsaturated Sands=2.177 in. Differential Settlement=1.088 to in. Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. 1 atm (atmosphere) = tsf(1 tsf = 1 ton/ft2 = 2 kip/ft2) 1 atm (atmosphere) = kpa(1 kpa = 1 kn/m2 = Mpa) SPT Field data from Standard Penetration Test (SPT) BPT Field data from Becker Penetration Test (BPT) qc Field data from Cone Penetration Test (CPT) [atm (tsf)] fs Friction from CPT testing [atm (tsf)] Rf Ratio of fs/qc (%) gamma Total unit weight of soil gamma' Effective unit weight of soil Fines Fines content [%] D50 Mean grain size Dr Relative Density sigma Total vertical stress [atm] sigma' Effective vertical stress [atm] sigc' Effective confining pressure [atm] rd Acceleration reduction coefficient by Seed

73 November 5, 2010 Page 72 a_max. Peak Ground Acceleration (PGA) in ground surface mz Linear acceleration reduction coefficient X depth a_min. Minimum acceleration under linear reduction, mz CRRv CRR after overburden stress correction, CRRv=CRR7.5 * Ksig CRR7.5 Cyclic resistance ratio (M=7.5) Ksig Overburden stress correction factor for CRR7.5 CRRm After magnitude scaling correction CRRm=CRRv * MSF MSF Magnitude scaling factor from M=7.5 to user input M CSR Cyclic stress ratio induced by earthquake CSRfs CSRfs=CSR*fs1 (Default fs1=1) fs1 First CSR curve in graphic defined in #9 of Advanced page fs2 2nd CSR curve in graphic defined in #9 of Advanced page F.S. Calculated factor of safety against liquefaction F.S.=CRRm/CSRsf Cebs Energy Ratio, Borehole Dia., and Sampling Method Corrections Cr Rod Length Corrections Cn Overburden Pressure Correction (N1)60 SPT after corrections, (N1)60=SPT * Cr * Cn * Cebs d(n1)60 Fines correction of SPT (N1)60f (N1)60 after fines corrections, (N1)60f=(N1)60 + d(n1)60 Cq Overburden stress correction factor qc1 CPT after Overburden stress correction dqc1 Fines correction of CPT qc1f CPT after Fines and Overburden correction, qc1f=qc1 + dqc1 qc1n CPT after normalization in Robertson's method Kc Fine correction factor in Robertson's Method qc1f CPT after Fines correction in Robertson's Method Ic Soil type index in Suzuki's and Robertson's Methods (N1)60s (N1)60 after settlement fines corrections CSRm After magnitude scaling correction for Settlement calculation CSRm=CSRsf / MSF* CSRfs Cyclic stress ratio induced by earthquake with user inputed fs MSF* Scaling factor from CSR, MSF*=1, based on Item 2 of Page C. ec Volumetric strain for saturated sands dz Calculation segment, dz=0.050 ft dsz Settlement in each segment, dz dp User defined print interval dsp Settlement in each print interval, dp Gmax Shear Modulus at low strain g_eff gamma_eff, Effective shear Strain g*ge/gm gamma_eff * G_eff/G_max, Strain-modulus ratio ec7.5 Volumetric Strain for magnitude=7.5 Cec Magnitude correction factor for any magnitude ec Volumetric strain for unsaturated sands, ec=cec * ec7.5 NoLiq No-Liquefy Soils References: 1. NCEER Workshop on Evaluation of Liquefaction Resistance of Soils. Youd, T.L., and Idriss, I.M., eds., Technical Report NCEER SP117. Southern California Earthquake Center. Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction in California. University of Southern California. March RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING AND SEISMIC SITE RESPONSE EVALUATION, Paper No. SPL-2, PROCEEDINGS: Fourth International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics, San Diego, CA, March RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING: A UNIFIED AND CONSISTENT FRAMEWORK, Earthquake Engineering Research Center, Report No. EERC by R.B Seed and etc. April Note: Print Interval you selected does not show complete results. To get complete results, you should select 'Segment' in Print Interval (Item 12, Page C).

74 November 5, 2010 Page 73 LIQUEFACTION ANALYSIS SUMMARY Copyright by CivilTech Software Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to, 11/4/2010 1:21:19 PM Input File Name: F:\Liquefy5\1680 CPT4 VB.liq Title: Whole Foods VBB CPT-4 Subtitle: Surface Elev.=0 Hole No.=CPT-4 Depth of Hole= ft Water Table during Earthquake= 0.00 ft Water Table during In-Situ Testing= 8.00 ft Max. Acceleration= 0.45 g Earthquake Magnitude= 7.50 Input Data: Surface Elev.=0 Hole No.=CPT-4 Depth of Hole=70.50 ft Water Table during Earthquake= 0.00 ft Water Table during In-Situ Testing= 8.00 ft Max. Acceleration=0.45 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. CPT Calculation Method: Modify Robertson* 2. Settlement Analysis Method: Ishihara / Yoshimine 3. Fines Correction for Liquefaction: Stark/Olson et al.* 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 9. User request factor of safety (apply to CSR), User= 1.5 Plot one CSR curve (fs1=user) 10. Use Curve Smoothing: Yes* * Recommended Options Fill on Top= 4 ft Fill Unit Weight= 125 pcf Depth of this report is based on original ground surface, not based on fill 1 atm (atmosphere) = 1 tsf (ton/ft2) In-Situ Test Data: Depth qc fs Rf gamma Fines D50 ft atm atm pcf % mm Modify Robertson method generates Fines from qc/fs. Inputted Fines are not relevant. Output Results: Settlement of Saturated Sands=4.82 in. Settlement of Unsaturated Sands=0.00 in. Total Settlement of Saturated and Unsaturated Sands=4.82 in. Differential Settlement=2.408 to in.

75 November 5, 2010 Page 74 Depth CRRm CSRfs F.S. S_sat. S_dry S_all ft in. in. in * * * * * F.S.<1, Liquefaction Potential Zone (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. 1 atm (atmosphere) = 1 tsf (ton/ft2) CRRm Cyclic resistance ratio from soils CSRsf Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf S_sat Settlement from saturated sands S_dry Settlement from Unsaturated Sands S_all Total Settlement from Saturated and Unsaturated Sands NoLiq No-Liquefy Soils

76 November 5, 2010 Page 75 LIQUEFACTION ANALYSIS CALCULATION DETAILS Copyright by CivilTech Software Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to, 11/4/2010 1:21:29 PM Input File Name: F:\Liquefy5\1680 CPT4 VB.liq Title: Whole Foods VBB CPT-4 Subtitle: Input Data: Surface Elev.=0 Hole No.=CPT-4 Depth of Hole=70.50 ft Water Table during Earthquake= 0.00 ft Water Table during In-Situ Testing= 8.00 ft Max. Acceleration=0.45 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. CPT Calulation Method: Modify Robertson* 2. Settlement Analysis Method: Ishihara / Yoshimine 3. Fines Correction for Liquefaction: Stark/Olson et al.* 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 9. User request factor of safety (apply to CSR), User= 1.5 Plot one CSR curve (fs1=user) 10. Average two input data between two Depths: Yes* * Recommended Options Fill on Ground Surface= 4 ft Fill Unit Weight= 125 pcf Factor of soil strength (SPT or CPT) change due to fill= 1 Depth of this report is based on original ground surface, not based on fill 1 atm (atmosphere) = 1 tsf (ton/ft2) In-Situ Test Data: Depth qc fs Rf Gamma Fines D50 ft atm atm % pcf % mm Modify Robertson method generates Fines from qc/fs. Inputted Fines are not relevant. Output Results: Calculation segment, dz=0.050 ft User defined Print Interval, dp=5.00 ft Peak Ground Acceleration (PGA), a_max = 0.45g CSR Calculation: Depth gamma sigma gamma' sigma' rd mz a(z) CSR x fs1 =CSRfs ft pcf atm pcf atm g g

77 November 5, 2010 Page CSR is based on water table at 0.00 during earthquake sigma and sigma' are based on fill on ground surface during earthquake CRR Calculation from CPT data, using Modify Robertson's Method: (Fines content is determined by qc and fric.) Depth qc fric. n Q Rf Ic Cq Fines Kc qc1n qc1f CRR7.5 ft atm atm % atm atm E E NoLiq E E E E E E E E E E E E E E E E E NoLiq E E NoLiq E E E E E NoLiq E E NoLiq E E NoLiq E E NoLiq E E E E E E Fines have been calculated, and correction is made by Modify Robertson Method. Fines=NoLiq means the soils are not liquefiable. CRR is based on water table at 8.00 during In-Situ Testing SPT or CPT are increased due to increased overburden pressure Factor of Safety, - Earthquake Magnitude= 7.50: Depth sigc' CRR7.5 x Ksig =CRRv x MSF =CRRm CSRfs F.S.=CRRm/CSRfs ft atm ^ * *

78 November 5, 2010 Page * ^ ^ * ^ ^ ^ ^ * F.S.<1: Liquefaction Potential Zone. (If above water table: F.S.=5) ^ No-liquefiable Soils or above Water Table. (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) CPT convert to SPT for Settlement Analysis: Fines Correction for Settlement Analysis: Depth Ic qc/n60 qc1 (N1)60 Fines d(n1)60 (N1)60s ft atm % NoLiq NoLiq NoLiq NoLiq NoLiq NoLiq NoLiq (N1)60s has been fines corrected in liquefaction analysis, therefore d(n1)60=0. (N1)60 is converted from qc1, (N1)60s is after fines correction Fines=NoLiq means the soils are not liquefiable. Settlement of Saturated Sands: Settlement Analysis Method: Ishihara / Yoshimine Depth CSRsf / MSF* =CSRm F.S. Fines (N1)60s Dr ec dsz dsp S ft % % % in. in. in E E E NoLiq E NoLiq E NoLiq E NoLiq E E NoLiq E NoLiq E E E E E E NoLiq E Settlement of Saturated Sands=4.816 in. qc1 and (N1)60 is after fines correction in liquefaction analysis (N1)60s is converted from qc1 and after fines correction dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=5.00 ft S is cumulated settlement at this depth Settlement of Unsaturated Sands: Depth sigma' sigc' (N1)60s CSRsf Gmax g*ge/gm g_eff ec7.5 Cec ec dsz dsp S ft atm atm atm % % in. in.

79 November 5, 2010 Page 78 in E E Settlement of Unsaturated Sands Settlement of Unsaturated Sands=0.000 in. (N1)60s is converted from qc1 and after fines correction dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=5.00 ft S is cumulated settlement at this depth Total Settlement of Saturated and Unsaturated Sands=4.816 in. Differential Settlement=2.408 to in. Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. 1 atm (atmosphere) = tsf(1 tsf = 1 ton/ft2 = 2 kip/ft2) 1 atm (atmosphere) = kpa(1 kpa = 1 kn/m2 = Mpa) SPT Field data from Standard Penetration Test (SPT) BPT Field data from Becker Penetration Test (BPT) qc Field data from Cone Penetration Test (CPT) [atm (tsf)] fs Friction from CPT testing [atm (tsf)] Rf Ratio of fs/qc (%) gamma Total unit weight of soil gamma' Effective unit weight of soil Fines Fines content [%] D50 Mean grain size Dr Relative Density sigma Total vertical stress [atm] sigma' Effective vertical stress [atm] sigc' Effective confining pressure [atm] rd Acceleration reduction coefficient by Seed a_max. Peak Ground Acceleration (PGA) in ground surface mz Linear acceleration reduction coefficient X depth a_min. Minimum acceleration under linear reduction, mz CRRv CRR after overburden stress correction, CRRv=CRR7.5 * Ksig CRR7.5 Cyclic resistance ratio (M=7.5) Ksig Overburden stress correction factor for CRR7.5 CRRm After magnitude scaling correction CRRm=CRRv * MSF MSF Magnitude scaling factor from M=7.5 to user input M CSR Cyclic stress ratio induced by earthquake CSRfs CSRfs=CSR*fs1 (Default fs1=1) fs1 First CSR curve in graphic defined in #9 of Advanced page fs2 2nd CSR curve in graphic defined in #9 of Advanced page F.S. Calculated factor of safety against liquefaction F.S.=CRRm/CSRsf Cebs Energy Ratio, Borehole Dia., and Sampling Method Corrections Cr Rod Length Corrections Cn Overburden Pressure Correction (N1)60 SPT after corrections, (N1)60=SPT * Cr * Cn * Cebs d(n1)60 Fines correction of SPT (N1)60f (N1)60 after fines corrections, (N1)60f=(N1)60 + d(n1)60 Cq Overburden stress correction factor qc1 CPT after Overburden stress correction dqc1 Fines correction of CPT qc1f CPT after Fines and Overburden correction, qc1f=qc1 + dqc1 qc1n CPT after normalization in Robertson's method Kc Fine correction factor in Robertson's Method qc1f CPT after Fines correction in Robertson's Method Ic Soil type index in Suzuki's and Robertson's Methods (N1)60s (N1)60 after settlement fines corrections CSRm After magnitude scaling correction for Settlement calculation CSRm=CSRsf / MSF* CSRfs Cyclic stress ratio induced by earthquake with user inputed fs MSF* Scaling factor from CSR, MSF*=1, based on Item 2 of Page C. ec Volumetric strain for saturated sands dz Calculation segment, dz=0.050 ft dsz Settlement in each segment, dz dp User defined print interval dsp Settlement in each print interval, dp Gmax Shear Modulus at low strain g_eff gamma_eff, Effective shear Strain

80 November 5, 2010 Page 79 g*ge/gm ec7.5 Cec ec NoLiq gamma_eff * G_eff/G_max, Strain-modulus ratio Volumetric Strain for magnitude=7.5 Magnitude correction factor for any magnitude Volumetric strain for unsaturated sands, ec=cec * ec7.5 No-Liquefy Soils References: 1. NCEER Workshop on Evaluation of Liquefaction Resistance of Soils. Youd, T.L., and Idriss, I.M., eds., Technical Report NCEER SP117. Southern California Earthquake Center. Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction in California. University of Southern California. March RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING AND SEISMIC SITE RESPONSE EVALUATION, Paper No. SPL-2, PROCEEDINGS: Fourth International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics, San Diego, CA, March RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING: A UNIFIED AND CONSISTENT FRAMEWORK, Earthquake Engineering Research Center, Report No. EERC by R.B Seed and etc. April Note: Print Interval you selected does not show complete results. To get complete results, you should select 'Segment' in Print Interval (Item 12, Page C).

81 November 5, 2010 Page 80 LIQUEFACTION ANALYSIS SUMMARY Copyright by CivilTech Software Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to, 11/4/2010 1:12:03 PM Input File Name: F:\Liquefy5\1680 SPT1 VB.liq Title: Whole Foods VBB SPT1 Subtitle: Surface Elev.=0 Hole No.=SPT1 Depth of Hole= ft Water Table during Earthquake= 0.00 ft Water Table during In-Situ Testing= 7.70 ft Max. Acceleration= 0.45 g Earthquake Magnitude= 7.50 Input Data: Surface Elev.=0 Hole No.=SPT1 Depth of Hole=41.00 ft Water Table during Earthquake= 0.00 ft Water Table during In-Situ Testing= 7.70 ft Max. Acceleration=0.45 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. SPT or BPT Calculation. 2. Settlement Analysis Method: Ishihara / Yoshimine 3. Fines Correction for Liquefaction: Idriss/Seed 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 6. Hammer Energy Ratio, Ce = Borehole Diameter, Cb= 1 8. Sampling Method, Cs= 1 9. User request factor of safety (apply to CSR), User= 1.5 Plot two CSR (fs1=1, fs2=user) 10. Use Curve Smoothing: Yes* * Recommended Options Fill on Top= 4 ft Fill Unit Weight= 125 pcf Depth of this report is based on original ground surface, not based on fill 1 atm (atmosphere) = 1 tsf (ton/ft2) In-Situ Test Data: Depth SPT gamma Fines ft pcf % Output Results: Settlement of Saturated Sands=0.85 in. Settlement of Unsaturated Sands=0.00 in. Total Settlement of Saturated and Unsaturated Sands=0.85 in. Differential Settlement=0.426 to in.

82 November 5, 2010 Page 81 Depth CRRm CSRfs F.S. S_sat. S_dry S_all ft in. in. in * * * F.S.<1, Liquefaction Potential Zone (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. 1 atm (atmosphere) = 1 tsf (ton/ft2) CRRm Cyclic resistance ratio from soils CSRsf Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf S_sat Settlement from saturated sands S_dry Settlement from Unsaturated Sands S_all Total Settlement from Saturated and Unsaturated Sands NoLiq No-Liquefy Soils

83 November 5, 2010 Page 82 LIQUEFACTION ANALYSIS CALCULATION DETAILS Copyright by CivilTech Software Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to, 11/4/2010 1:12:23 PM Input File Name: F:\Liquefy5\1680 SPT1 VB.liq Title: Whole Foods VBB SPT1 Subtitle: Input Data: Surface Elev.=0 Hole No.=SPT1 Depth of Hole=41.00 ft Water Table during Earthquake= 0.00 ft Water Table during In-Situ Testing= 7.70 ft Max. Acceleration=0.45 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. SPT or BPT Calculation. 2. Settlement Analysis Method: Ishihara / Yoshimine 3. Fines Correction for Liquefaction: Idriss/Seed 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 6. Hammer Energy Ratio, Ce = Borehole Diameter, Cb= 1 8. Sampling Method, Cs= 1 9. User request factor of safety (apply to CSR), User= 1.5 Plot two CSR (fs1=1, fs2=user) 10. Average two input data between two Depths: Yes* * Recommended Options Fill on Ground Surface= 4 ft Fill Unit Weight= 125 pcf Factor of soil strength (SPT or CPT) change due to fill= 1 Depth of this report is based on original ground surface, not based on fill 1 atm (atmosphere) = 1 tsf (ton/ft2) In-Situ Test Data: Depth SPT Gamma Fines ft pcf % Output Results: Calculation segment, dz=0.050 ft User defined Print Interval, dp=5.00 ft Peak Ground Acceleration (PGA), a_max = 0.45g CSR Calculation: Depth gamma sigma gamma' sigma' rd mz a(z) CSR x fs1 =CSRfs ft pcf atm pcf atm g g

84 November 5, 2010 Page CSR is based on water table at 0.00 during earthquake sigma and sigma' are based on fill on ground surface during earthquake CRR Calculation from SPT or BPT data: Depth SPT Cebs Cr sigma' Cn (N1)60 Fines d(n1)60 (N1)60f CRR7.5 ft atm % CRR is based on water table at 7.70 during In-Situ Testing SPT or CPT are increased due to increased overburden pressure Factor of Safety, - Earthquake Magnitude= 7.50: Depth sigc' CRR7.5 x Ksig =CRRv x MSF =CRRm CSRfs F.S.=CRRm/CSRfs ft atm * * * F.S.<1: Liquefaction Potential Zone. (If above water table: F.S.=5) ^ No-liquefiable Soils or above Water Table. (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) CPT convert to SPT for Settlement Analysis: Fines Correction for Settlement Analysis: Depth Ic qc/n60 qc1 (N1)60 Fines d(n1)60 (N1)60s ft atm % (N1)60s has been fines corrected in liquefaction analysis, therefore d(n1)60=0. Fines=NoLiq means the soils are not liquefiable. Settlement of Saturated Sands: Settlement Analysis Method: Ishihara / Yoshimine Depth CSRsf / MSF* =CSRm F.S. Fines (N1)60s Dr ec dsz dsp S ft % % % in. in. in E E E E

85 November 5, 2010 Page E E E E E E Settlement of Saturated Sands=0.853 in. qc1 and (N1)60 is after fines correction in liquefaction analysis dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=5.00 ft S is cumulated settlement at this depth Settlement of Unsaturated Sands: Depth sigma' sigc' (N1)60s CSRsf Gmax g*ge/gm g_eff ec7.5 Cec ec dsz dsp S ft atm atm atm % % in. in. in E E Settlement of Unsaturated Sands Settlement of Unsaturated Sands=0.000 in. dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=5.00 ft S is cumulated settlement at this depth Total Settlement of Saturated and Unsaturated Sands=0.853 in. Differential Settlement=0.426 to in. Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. 1 atm (atmosphere) = tsf(1 tsf = 1 ton/ft2 = 2 kip/ft2) 1 atm (atmosphere) = kpa(1 kpa = 1 kn/m2 = Mpa) SPT Field data from Standard Penetration Test (SPT) BPT Field data from Becker Penetration Test (BPT) qc Field data from Cone Penetration Test (CPT) [atm (tsf)] fs Friction from CPT testing [atm (tsf)] Rf Ratio of fs/qc (%) gamma Total unit weight of soil gamma' Effective unit weight of soil Fines Fines content [%] D50 Mean grain size Dr Relative Density sigma Total vertical stress [atm] sigma' Effective vertical stress [atm] sigc' Effective confining pressure [atm] rd Acceleration reduction coefficient by Seed a_max. Peak Ground Acceleration (PGA) in ground surface mz Linear acceleration reduction coefficient X depth a_min. Minimum acceleration under linear reduction, mz CRRv CRR after overburden stress correction, CRRv=CRR7.5 * Ksig CRR7.5 Cyclic resistance ratio (M=7.5) Ksig Overburden stress correction factor for CRR7.5 CRRm After magnitude scaling correction CRRm=CRRv * MSF MSF Magnitude scaling factor from M=7.5 to user input M CSR Cyclic stress ratio induced by earthquake CSRfs CSRfs=CSR*fs1 (Default fs1=1) fs1 First CSR curve in graphic defined in #9 of Advanced page fs2 2nd CSR curve in graphic defined in #9 of Advanced page F.S. Calculated factor of safety against liquefaction F.S.=CRRm/CSRsf Cebs Energy Ratio, Borehole Dia., and Sampling Method Corrections Cr Rod Length Corrections Cn Overburden Pressure Correction (N1)60 SPT after corrections, (N1)60=SPT * Cr * Cn * Cebs d(n1)60 Fines correction of SPT (N1)60f (N1)60 after fines corrections, (N1)60f=(N1)60 + d(n1)60 Cq Overburden stress correction factor qc1 CPT after Overburden stress correction dqc1 Fines correction of CPT qc1f CPT after Fines and Overburden correction, qc1f=qc1 + dqc1

86 November 5, 2010 Page 85 qc1n CPT after normalization in Robertson's method Kc Fine correction factor in Robertson's Method qc1f CPT after Fines correction in Robertson's Method Ic Soil type index in Suzuki's and Robertson's Methods (N1)60s (N1)60 after settlement fines corrections CSRm After magnitude scaling correction for Settlement calculation CSRm=CSRsf / MSF* CSRfs Cyclic stress ratio induced by earthquake with user inputed fs MSF* Scaling factor from CSR, MSF*=1, based on Item 2 of Page C. ec Volumetric strain for saturated sands dz Calculation segment, dz=0.050 ft dsz Settlement in each segment, dz dp User defined print interval dsp Settlement in each print interval, dp Gmax Shear Modulus at low strain g_eff gamma_eff, Effective shear Strain g*ge/gm gamma_eff * G_eff/G_max, Strain-modulus ratio ec7.5 Volumetric Strain for magnitude=7.5 Cec Magnitude correction factor for any magnitude ec Volumetric strain for unsaturated sands, ec=cec * ec7.5 NoLiq No-Liquefy Soils References: 1. NCEER Workshop on Evaluation of Liquefaction Resistance of Soils. Youd, T.L., and Idriss, I.M., eds., Technical Report NCEER SP117. Southern California Earthquake Center. Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction in California. University of Southern California. March RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING AND SEISMIC SITE RESPONSE EVALUATION, Paper No. SPL-2, PROCEEDINGS: Fourth International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics, San Diego, CA, March RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING: A UNIFIED AND CONSISTENT FRAMEWORK, Earthquake Engineering Research Center, Report No. EERC by R.B Seed and etc. April Note: Print Interval you selected does not show complete results. To get complete results, you should select 'Segment' in Print Interval (Item 12, Page C).

87 November 5, 2010 Page 86 LIQUEFACTION ANALYSIS SUMMARY Copyright by CivilTech Software Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to, 11/4/2010 1:13:50 PM Input File Name: F:\Liquefy5\1680 SPT2 VB.liq Title: Whole Foods VBB SPT2 Subtitle: Surface Elev.=0 Hole No.=SPT2 Depth of Hole= ft Water Table during Earthquake= 0.00 ft Water Table during In-Situ Testing= 7.00 ft Max. Acceleration= 0.45 g Earthquake Magnitude= 7.50 Input Data: Surface Elev.=0 Hole No.=SPT2 Depth of Hole=46.00 ft Water Table during Earthquake= 0.00 ft Water Table during In-Situ Testing= 7.00 ft Max. Acceleration=0.45 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. SPT or BPT Calculation. 2. Settlement Analysis Method: Ishihara / Yoshimine 3. Fines Correction for Liquefaction: Idriss/Seed 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 6. Hammer Energy Ratio, Ce = Borehole Diameter, Cb= 1 8. Sampling Method, Cs= 1 9. User request factor of safety (apply to CSR), User= 1.5 Plot two CSR (fs1=1, fs2=user) 10. Use Curve Smoothing: Yes* * Recommended Options Fill on Top= 4 ft Fill Unit Weight= 125 pcf Depth of this report is based on original ground surface, not based on fill 1 atm (atmosphere) = 1 tsf (ton/ft2) In-Situ Test Data: Depth SPT gamma Fines ft pcf % Output Results: Settlement of Saturated Sands=0.49 in. Settlement of Unsaturated Sands=0.00 in. Total Settlement of Saturated and Unsaturated Sands=0.49 in. Differential Settlement=0.247 to in.

88 November 5, 2010 Page 87 Depth CRRm CSRfs F.S. S_sat. S_dry S_all ft in. in. in * * F.S.<1, Liquefaction Potential Zone (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. 1 atm (atmosphere) = 1 tsf (ton/ft2) CRRm Cyclic resistance ratio from soils CSRsf Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf S_sat Settlement from saturated sands S_dry Settlement from Unsaturated Sands S_all Total Settlement from Saturated and Unsaturated Sands NoLiq No-Liquefy Soils

89 November 5, 2010 Page 88 LIQUEFACTION ANALYSIS CALCULATION DETAILS Copyright by CivilTech Software Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to, 11/4/2010 1:14:07 PM Input File Name: F:\Liquefy5\1680 SPT2 VB.liq Title: Whole Foods VBB SPT2 Subtitle: Input Data: Surface Elev.=0 Hole No.=SPT2 Depth of Hole=46.00 ft Water Table during Earthquake= 0.00 ft Water Table during In-Situ Testing= 7.00 ft Max. Acceleration=0.45 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. SPT or BPT Calculation. 2. Settlement Analysis Method: Ishihara / Yoshimine 3. Fines Correction for Liquefaction: Idriss/Seed 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 6. Hammer Energy Ratio, Ce = Borehole Diameter, Cb= 1 8. Sampling Method, Cs= 1 9. User request factor of safety (apply to CSR), User= 1.5 Plot two CSR (fs1=1, fs2=user) 10. Average two input data between two Depths: Yes* * Recommended Options Fill on Ground Surface= 4 ft Fill Unit Weight= 125 pcf Factor of soil strength (SPT or CPT) change due to fill= 1 Depth of this report is based on original ground surface, not based on fill 1 atm (atmosphere) = 1 tsf (ton/ft2) In-Situ Test Data: Depth SPT Gamma Fines ft pcf % Output Results: Calculation segment, dz=0.050 ft User defined Print Interval, dp=5.00 ft Peak Ground Acceleration (PGA), a_max = 0.45g CSR Calculation: Depth gamma sigma gamma' sigma' rd mz a(z) CSR x fs1 =CSRfs ft pcf atm pcf atm g g

90 November 5, 2010 Page CSR is based on water table at 0.00 during earthquake sigma and sigma' are based on fill on ground surface during earthquake CRR Calculation from SPT or BPT data: Depth SPT Cebs Cr sigma' Cn (N1)60 Fines d(n1)60 (N1)60f CRR7.5 ft atm % CRR is based on water table at 7.00 during In-Situ Testing SPT or CPT are increased due to increased overburden pressure Factor of Safety, - Earthquake Magnitude= 7.50: Depth sigc' CRR7.5 x Ksig =CRRv x MSF =CRRm CSRfs F.S.=CRRm/CSRfs ft atm * * F.S.<1: Liquefaction Potential Zone. (If above water table: F.S.=5) ^ No-liquefiable Soils or above Water Table. (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) CPT convert to SPT for Settlement Analysis: Fines Correction for Settlement Analysis: Depth Ic qc/n60 qc1 (N1)60 Fines d(n1)60 (N1)60s ft atm % (N1)60s has been fines corrected in liquefaction analysis, therefore d(n1)60=0. Fines=NoLiq means the soils are not liquefiable. Settlement of Saturated Sands: Settlement Analysis Method: Ishihara / Yoshimine Depth CSRsf / MSF* =CSRm F.S. Fines (N1)60s Dr ec dsz dsp S ft % % % in. in. in.

91 November 5, 2010 Page E E E E E E E E E E E Settlement of Saturated Sands=0.494 in. qc1 and (N1)60 is after fines correction in liquefaction analysis dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=5.00 ft S is cumulated settlement at this depth Settlement of Unsaturated Sands: Depth sigma' sigc' (N1)60s CSRsf Gmax g*ge/gm g_eff ec7.5 Cec ec dsz dsp S ft atm atm atm % % in. in. in E E Settlement of Unsaturated Sands Settlement of Unsaturated Sands=0.000 in. dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=5.00 ft S is cumulated settlement at this depth Total Settlement of Saturated and Unsaturated Sands=0.494 in. Differential Settlement=0.247 to in. Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. 1 atm (atmosphere) = tsf(1 tsf = 1 ton/ft2 = 2 kip/ft2) 1 atm (atmosphere) = kpa(1 kpa = 1 kn/m2 = Mpa) SPT Field data from Standard Penetration Test (SPT) BPT Field data from Becker Penetration Test (BPT) qc Field data from Cone Penetration Test (CPT) [atm (tsf)] fs Friction from CPT testing [atm (tsf)] Rf Ratio of fs/qc (%) gamma Total unit weight of soil gamma' Effective unit weight of soil Fines Fines content [%] D50 Mean grain size Dr Relative Density sigma Total vertical stress [atm] sigma' Effective vertical stress [atm] sigc' Effective confining pressure [atm] rd Acceleration reduction coefficient by Seed a_max. Peak Ground Acceleration (PGA) in ground surface mz Linear acceleration reduction coefficient X depth a_min. Minimum acceleration under linear reduction, mz CRRv CRR after overburden stress correction, CRRv=CRR7.5 * Ksig CRR7.5 Cyclic resistance ratio (M=7.5) Ksig Overburden stress correction factor for CRR7.5 CRRm After magnitude scaling correction CRRm=CRRv * MSF MSF Magnitude scaling factor from M=7.5 to user input M CSR Cyclic stress ratio induced by earthquake CSRfs CSRfs=CSR*fs1 (Default fs1=1) fs1 First CSR curve in graphic defined in #9 of Advanced page fs2 2nd CSR curve in graphic defined in #9 of Advanced page F.S. Calculated factor of safety against liquefaction F.S.=CRRm/CSRsf Cebs Energy Ratio, Borehole Dia., and Sampling Method Corrections Cr Rod Length Corrections Cn Overburden Pressure Correction (N1)60 SPT after corrections, (N1)60=SPT * Cr * Cn * Cebs d(n1)60 Fines correction of SPT

92 November 5, 2010 Page 91 (N1)60f (N1)60 after fines corrections, (N1)60f=(N1)60 + d(n1)60 Cq Overburden stress correction factor qc1 CPT after Overburden stress correction dqc1 Fines correction of CPT qc1f CPT after Fines and Overburden correction, qc1f=qc1 + dqc1 qc1n CPT after normalization in Robertson's method Kc Fine correction factor in Robertson's Method qc1f CPT after Fines correction in Robertson's Method Ic Soil type index in Suzuki's and Robertson's Methods (N1)60s (N1)60 after settlement fines corrections CSRm After magnitude scaling correction for Settlement calculation CSRm=CSRsf / MSF* CSRfs Cyclic stress ratio induced by earthquake with user inputed fs MSF* Scaling factor from CSR, MSF*=1, based on Item 2 of Page C. ec Volumetric strain for saturated sands dz Calculation segment, dz=0.050 ft dsz Settlement in each segment, dz dp User defined print interval dsp Settlement in each print interval, dp Gmax Shear Modulus at low strain g_eff gamma_eff, Effective shear Strain g*ge/gm gamma_eff * G_eff/G_max, Strain-modulus ratio ec7.5 Volumetric Strain for magnitude=7.5 Cec Magnitude correction factor for any magnitude ec Volumetric strain for unsaturated sands, ec=cec * ec7.5 NoLiq No-Liquefy Soils References: 1. NCEER Workshop on Evaluation of Liquefaction Resistance of Soils. Youd, T.L., and Idriss, I.M., eds., Technical Report NCEER SP117. Southern California Earthquake Center. Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction in California. University of Southern California. March RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING AND SEISMIC SITE RESPONSE EVALUATION, Paper No. SPL-2, PROCEEDINGS: Fourth International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics, San Diego, CA, March RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING: A UNIFIED AND CONSISTENT FRAMEWORK, Earthquake Engineering Research Center, Report No. EERC by R.B Seed and etc. April Note: Print Interval you selected does not show complete results. To get complete results, you should select 'Segment' in Print Interval (Item 12, Page C).

93 November 5, 2010 Page 92 LIQUEFACTION ANALYSIS SUMMARY Copyright by CivilTech Software Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to, 11/4/2010 1:15:33 PM Input File Name: F:\Liquefy5\1680 SPT3 VB.liq Title: Whole Foods VBB SPT3 Subtitle: Surface Elev.=0 Hole No.=SPT3 Depth of Hole= ft Water Table during Earthquake= 0.00 ft Water Table during In-Situ Testing= 8.00 ft Max. Acceleration= 0.45 g Earthquake Magnitude= 7.50 Input Data: Surface Elev.=0 Hole No.=SPT3 Depth of Hole=41.00 ft Water Table during Earthquake= 0.00 ft Water Table during In-Situ Testing= 8.00 ft Max. Acceleration=0.45 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. SPT or BPT Calculation. 2. Settlement Analysis Method: Ishihara / Yoshimine 3. Fines Correction for Liquefaction: Idriss/Seed 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 6. Hammer Energy Ratio, Ce = Borehole Diameter, Cb= 1 8. Sampling Method, Cs= 1 9. User request factor of safety (apply to CSR), User= 1.5 Plot two CSR (fs1=1, fs2=user) 10. Use Curve Smoothing: Yes* * Recommended Options Fill on Top= 4 ft Fill Unit Weight= 125 pcf Depth of this report is based on original ground surface, not based on fill 1 atm (atmosphere) = 1 tsf (ton/ft2) In-Situ Test Data: Depth SPT gamma Fines ft pcf % Output Results: Settlement of Saturated Sands=2.02 in. Settlement of Unsaturated Sands=0.00 in. Total Settlement of Saturated and Unsaturated Sands=2.02 in. Differential Settlement=1.008 to in. Depth CRRm CSRfs F.S. S_sat. S_dry S_all ft in. in. in.

94 November 5, 2010 Page * * * F.S.<1, Liquefaction Potential Zone (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. 1 atm (atmosphere) = 1 tsf (ton/ft2) CRRm Cyclic resistance ratio from soils CSRsf Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf S_sat Settlement from saturated sands S_dry Settlement from Unsaturated Sands S_all Total Settlement from Saturated and Unsaturated Sands NoLiq No-Liquefy Soils

95 November 5, 2010 Page 94 LIQUEFACTION ANALYSIS CALCULATION DETAILS Copyright by CivilTech Software Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to, 11/4/2010 1:15:51 PM Input File Name: F:\Liquefy5\1680 SPT3 VB.liq Title: Whole Foods VBB SPT3 Subtitle: Input Data: Surface Elev.=0 Hole No.=SPT3 Depth of Hole=41.00 ft Water Table during Earthquake= 0.00 ft Water Table during In-Situ Testing= 8.00 ft Max. Acceleration=0.45 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. SPT or BPT Calculation. 2. Settlement Analysis Method: Ishihara / Yoshimine 3. Fines Correction for Liquefaction: Idriss/Seed 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 6. Hammer Energy Ratio, Ce = Borehole Diameter, Cb= 1 8. Sampling Method, Cs= 1 9. User request factor of safety (apply to CSR), User= 1.5 Plot two CSR (fs1=1, fs2=user) 10. Average two input data between two Depths: Yes* * Recommended Options Fill on Ground Surface= 4 ft Fill Unit Weight= 125 pcf Factor of soil strength (SPT or CPT) change due to fill= 1 Depth of this report is based on original ground surface, not based on fill 1 atm (atmosphere) = 1 tsf (ton/ft2) In-Situ Test Data: Depth SPT Gamma Fines ft pcf % Output Results: Calculation segment, dz=0.050 ft User defined Print Interval, dp=5.00 ft Peak Ground Acceleration (PGA), a_max = 0.45g CSR Calculation: Depth gamma sigma gamma' sigma' rd mz a(z) CSR x fs1 =CSRfs ft pcf atm pcf atm g g

96 November 5, 2010 Page CSR is based on water table at 0.00 during earthquake sigma and sigma' are based on fill on ground surface during earthquake CRR Calculation from SPT or BPT data: Depth SPT Cebs Cr sigma' Cn (N1)60 Fines d(n1)60 (N1)60f CRR7.5 ft atm % CRR is based on water table at 8.00 during In-Situ Testing SPT or CPT are increased due to increased overburden pressure Factor of Safety, - Earthquake Magnitude= 7.50: Depth sigc' CRR7.5 x Ksig =CRRv x MSF =CRRm CSRfs F.S.=CRRm/CSRfs ft atm * * * F.S.<1: Liquefaction Potential Zone. (If above water table: F.S.=5) ^ No-liquefiable Soils or above Water Table. (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) CPT convert to SPT for Settlement Analysis: Fines Correction for Settlement Analysis: Depth Ic qc/n60 qc1 (N1)60 Fines d(n1)60 (N1)60s ft atm % (N1)60s has been fines corrected in liquefaction analysis, therefore d(n1)60=0. Fines=NoLiq means the soils are not liquefiable. Settlement of Saturated Sands: Settlement Analysis Method: Ishihara / Yoshimine Depth CSRsf / MSF* =CSRm F.S. Fines (N1)60s Dr ec dsz dsp S ft % % % in. in. in E E E E E E

97 November 5, 2010 Page E E E E Settlement of Saturated Sands=2.017 in. qc1 and (N1)60 is after fines correction in liquefaction analysis dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=5.00 ft S is cumulated settlement at this depth Settlement of Unsaturated Sands: Depth sigma' sigc' (N1)60s CSRsf Gmax g*ge/gm g_eff ec7.5 Cec ec dsz dsp S ft atm atm atm % % in. in. in E E Settlement of Unsaturated Sands Settlement of Unsaturated Sands=0.000 in. dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=5.00 ft S is cumulated settlement at this depth Total Settlement of Saturated and Unsaturated Sands=2.017 in. Differential Settlement=1.008 to in. Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. 1 atm (atmosphere) = tsf(1 tsf = 1 ton/ft2 = 2 kip/ft2) 1 atm (atmosphere) = kpa(1 kpa = 1 kn/m2 = Mpa) SPT Field data from Standard Penetration Test (SPT) BPT Field data from Becker Penetration Test (BPT) qc Field data from Cone Penetration Test (CPT) [atm (tsf)] fs Friction from CPT testing [atm (tsf)] Rf Ratio of fs/qc (%) gamma Total unit weight of soil gamma' Effective unit weight of soil Fines Fines content [%] D50 Mean grain size Dr Relative Density sigma Total vertical stress [atm] sigma' Effective vertical stress [atm] sigc' Effective confining pressure [atm] rd Acceleration reduction coefficient by Seed a_max. Peak Ground Acceleration (PGA) in ground surface mz Linear acceleration reduction coefficient X depth a_min. Minimum acceleration under linear reduction, mz CRRv CRR after overburden stress correction, CRRv=CRR7.5 * Ksig CRR7.5 Cyclic resistance ratio (M=7.5) Ksig Overburden stress correction factor for CRR7.5 CRRm After magnitude scaling correction CRRm=CRRv * MSF MSF Magnitude scaling factor from M=7.5 to user input M CSR Cyclic stress ratio induced by earthquake CSRfs CSRfs=CSR*fs1 (Default fs1=1) fs1 First CSR curve in graphic defined in #9 of Advanced page fs2 2nd CSR curve in graphic defined in #9 of Advanced page F.S. Calculated factor of safety against liquefaction F.S.=CRRm/CSRsf Cebs Energy Ratio, Borehole Dia., and Sampling Method Corrections Cr Rod Length Corrections Cn Overburden Pressure Correction (N1)60 SPT after corrections, (N1)60=SPT * Cr * Cn * Cebs d(n1)60 Fines correction of SPT (N1)60f (N1)60 after fines corrections, (N1)60f=(N1)60 + d(n1)60 Cq Overburden stress correction factor qc1 CPT after Overburden stress correction dqc1 Fines correction of CPT qc1f CPT after Fines and Overburden correction, qc1f=qc1 + dqc1 qc1n CPT after normalization in Robertson's method Kc Fine correction factor in Robertson's Method

98 November 5, 2010 Page 97 qc1f CPT after Fines correction in Robertson's Method Ic Soil type index in Suzuki's and Robertson's Methods (N1)60s (N1)60 after settlement fines corrections CSRm After magnitude scaling correction for Settlement calculation CSRm=CSRsf / MSF* CSRfs Cyclic stress ratio induced by earthquake with user inputed fs MSF* Scaling factor from CSR, MSF*=1, based on Item 2 of Page C. ec Volumetric strain for saturated sands dz Calculation segment, dz=0.050 ft dsz Settlement in each segment, dz dp User defined print interval dsp Settlement in each print interval, dp Gmax Shear Modulus at low strain g_eff gamma_eff, Effective shear Strain g*ge/gm gamma_eff * G_eff/G_max, Strain-modulus ratio ec7.5 Volumetric Strain for magnitude=7.5 Cec Magnitude correction factor for any magnitude ec Volumetric strain for unsaturated sands, ec=cec * ec7.5 NoLiq No-Liquefy Soils References: 1. NCEER Workshop on Evaluation of Liquefaction Resistance of Soils. Youd, T.L., and Idriss, I.M., eds., Technical Report NCEER SP117. Southern California Earthquake Center. Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction in California. University of Southern California. March RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING AND SEISMIC SITE RESPONSE EVALUATION, Paper No. SPL-2, PROCEEDINGS: Fourth International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics, San Diego, CA, March RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING: A UNIFIED AND CONSISTENT FRAMEWORK, Earthquake Engineering Research Center, Report No. EERC by R.B Seed and etc. April Note: Print Interval you selected does not show complete results. To get complete results, you should select 'Segment' in Print Interval (Item 12, Page C).

99 November 5, 2010 Page 98 LIQUEFACTION ANALYSIS SUMMARY Copyright by CivilTech Software Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to, 11/4/2010 1:16:22 PM Input File Name: F:\Liquefy5\1680 SPT4 VB.liq Title: Whole Foods VBB SPT-4 Subtitle: Surface Elev.=0 Hole No.=B4 Depth of Hole= ft Water Table during Earthquake= 0.00 ft Water Table during In-Situ Testing= 8.70 ft Max. Acceleration= 0.45 g Earthquake Magnitude= 7.50 Input Data: Surface Elev.=0 Hole No.=B4 Depth of Hole=50.50 ft Water Table during Earthquake= 0.00 ft Water Table during In-Situ Testing= 8.70 ft Max. Acceleration=0.45 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. SPT or BPT Calculation. 2. Settlement Analysis Method: Ishihara / Yoshimine 3. Fines Correction for Liquefaction: Idriss/Seed 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 6. Hammer Energy Ratio, Ce = Borehole Diameter, Cb= Sampling Method, Cs= 1 9. User request factor of safety (apply to CSR), User= 1.5 Plot two CSR (fs1=1, fs2=user) 10. Use Curve Smoothing: Yes* * Recommended Options Fill on Top= 4 ft Fill Unit Weight= 125 pcf Depth of this report is based on original ground surface, not based on fill 1 atm (atmosphere) = 1 tsf (ton/ft2) In-Situ Test Data: Depth SPT gamma Fines ft pcf % Output Results: Settlement of Saturated Sands=2.41 in.

100 November 5, 2010 Page 99 Settlement of Unsaturated Sands=0.00 in. Total Settlement of Saturated and Unsaturated Sands=2.41 in. Differential Settlement=1.204 to in. Depth CRRm CSRfs F.S. S_sat. S_dry S_all ft in. in. in * * * * F.S.<1, Liquefaction Potential Zone (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. 1 atm (atmosphere) = 1 tsf (ton/ft2) CRRm Cyclic resistance ratio from soils CSRsf Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf S_sat Settlement from saturated sands S_dry Settlement from Unsaturated Sands S_all Total Settlement from Saturated and Unsaturated Sands NoLiq No-Liquefy Soils

101 November 5, 2010 Page 100 LIQUEFACTION ANALYSIS CALCULATION DETAILS Copyright by CivilTech Software Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to, 11/4/2010 1:16:39 PM Input File Name: F:\Liquefy5\1680 SPT4 VB.liq Title: Whole Foods VBB SPT-4 Subtitle: Input Data: Surface Elev.=0 Hole No.=B4 Depth of Hole=50.50 ft Water Table during Earthquake= 0.00 ft Water Table during In-Situ Testing= 8.70 ft Max. Acceleration=0.45 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. SPT or BPT Calculation. 2. Settlement Analysis Method: Ishihara / Yoshimine 3. Fines Correction for Liquefaction: Idriss/Seed 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 6. Hammer Energy Ratio, Ce = Borehole Diameter, Cb= Sampling Method, Cs= 1 9. User request factor of safety (apply to CSR), User= 1.5 Plot two CSR (fs1=1, fs2=user) 10. Average two input data between two Depths: Yes* * Recommended Options Fill on Ground Surface= 4 ft Fill Unit Weight= 125 pcf Factor of soil strength (SPT or CPT) change due to fill= 1 Depth of this report is based on original ground surface, not based on fill 1 atm (atmosphere) = 1 tsf (ton/ft2) In-Situ Test Data: Depth SPT Gamma Fines ft pcf % Output Results: Calculation segment, dz=0.050 ft User defined Print Interval, dp=5.00 ft Peak Ground Acceleration (PGA), a_max = 0.45g CSR Calculation: Depth gamma sigma gamma' sigma' rd mz a(z) CSR x fs1 =CSRfs ft pcf atm pcf atm g g

102 November 5, 2010 Page CSR is based on water table at 0.00 during earthquake sigma and sigma' are based on fill on ground surface during earthquake CRR Calculation from SPT or BPT data: Depth SPT Cebs Cr sigma' Cn (N1)60 Fines d(n1)60 (N1)60f CRR7.5 ft atm % CRR is based on water table at 8.70 during In-Situ Testing SPT or CPT are increased due to increased overburden pressure Factor of Safety, - Earthquake Magnitude= 7.50: Depth sigc' CRR7.5 x Ksig =CRRv x MSF =CRRm CSRfs F.S.=CRRm/CSRfs ft atm * * * * F.S.<1: Liquefaction Potential Zone. (If above water table: F.S.=5) ^ No-liquefiable Soils or above Water Table. (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) CPT convert to SPT for Settlement Analysis: Fines Correction for Settlement Analysis: Depth Ic qc/n60 qc1 (N1)60 Fines d(n1)60 (N1)60s ft atm % (N1)60s has been fines corrected in liquefaction analysis, therefore d(n1)60=0.

103 November 5, 2010 Page 102 Fines=NoLiq means the soils are not liquefiable. Settlement of Saturated Sands: Settlement Analysis Method: Ishihara / Yoshimine Depth CSRsf / MSF* =CSRm F.S. Fines (N1)60s Dr ec dsz dsp S ft % % % in. in. in E E E E E E E E E E E E Settlement of Saturated Sands=2.409 in. qc1 and (N1)60 is after fines correction in liquefaction analysis dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=5.00 ft S is cumulated settlement at this depth Settlement of Unsaturated Sands: Depth sigma' sigc' (N1)60s CSRsf Gmax g*ge/gm g_eff ec7.5 Cec ec dsz dsp S ft atm atm atm % % in. in. in E E Settlement of Unsaturated Sands Settlement of Unsaturated Sands=0.000 in. dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=5.00 ft S is cumulated settlement at this depth Total Settlement of Saturated and Unsaturated Sands=2.409 in. Differential Settlement=1.204 to in. Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. 1 atm (atmosphere) = tsf(1 tsf = 1 ton/ft2 = 2 kip/ft2) 1 atm (atmosphere) = kpa(1 kpa = 1 kn/m2 = Mpa) SPT Field data from Standard Penetration Test (SPT) BPT Field data from Becker Penetration Test (BPT) qc Field data from Cone Penetration Test (CPT) [atm (tsf)] fs Friction from CPT testing [atm (tsf)] Rf Ratio of fs/qc (%) gamma Total unit weight of soil gamma' Effective unit weight of soil Fines Fines content [%] D50 Mean grain size Dr Relative Density sigma Total vertical stress [atm] sigma' Effective vertical stress [atm] sigc' Effective confining pressure [atm] rd Acceleration reduction coefficient by Seed a_max. Peak Ground Acceleration (PGA) in ground surface mz Linear acceleration reduction coefficient X depth a_min. Minimum acceleration under linear reduction, mz CRRv CRR after overburden stress correction, CRRv=CRR7.5 * Ksig CRR7.5 Cyclic resistance ratio (M=7.5) Ksig Overburden stress correction factor for CRR7.5 CRRm After magnitude scaling correction CRRm=CRRv * MSF MSF Magnitude scaling factor from M=7.5 to user input M CSR Cyclic stress ratio induced by earthquake

104 November 5, 2010 Page 103 CSRfs CSRfs=CSR*fs1 (Default fs1=1) fs1 First CSR curve in graphic defined in #9 of Advanced page fs2 2nd CSR curve in graphic defined in #9 of Advanced page F.S. Calculated factor of safety against liquefaction F.S.=CRRm/CSRsf Cebs Energy Ratio, Borehole Dia., and Sampling Method Corrections Cr Rod Length Corrections Cn Overburden Pressure Correction (N1)60 SPT after corrections, (N1)60=SPT * Cr * Cn * Cebs d(n1)60 Fines correction of SPT (N1)60f (N1)60 after fines corrections, (N1)60f=(N1)60 + d(n1)60 Cq Overburden stress correction factor qc1 CPT after Overburden stress correction dqc1 Fines correction of CPT qc1f CPT after Fines and Overburden correction, qc1f=qc1 + dqc1 qc1n CPT after normalization in Robertson's method Kc Fine correction factor in Robertson's Method qc1f CPT after Fines correction in Robertson's Method Ic Soil type index in Suzuki's and Robertson's Methods (N1)60s (N1)60 after settlement fines corrections CSRm After magnitude scaling correction for Settlement calculation CSRm=CSRsf / MSF* CSRfs Cyclic stress ratio induced by earthquake with user inputed fs MSF* Scaling factor from CSR, MSF*=1, based on Item 2 of Page C. ec Volumetric strain for saturated sands dz Calculation segment, dz=0.050 ft dsz Settlement in each segment, dz dp User defined print interval dsp Settlement in each print interval, dp Gmax Shear Modulus at low strain g_eff gamma_eff, Effective shear Strain g*ge/gm gamma_eff * G_eff/G_max, Strain-modulus ratio ec7.5 Volumetric Strain for magnitude=7.5 Cec Magnitude correction factor for any magnitude ec Volumetric strain for unsaturated sands, ec=cec * ec7.5 NoLiq No-Liquefy Soils References: 1. NCEER Workshop on Evaluation of Liquefaction Resistance of Soils. Youd, T.L., and Idriss, I.M., eds., Technical Report NCEER SP117. Southern California Earthquake Center. Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction in California. University of Southern California. March RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING AND SEISMIC SITE RESPONSE EVALUATION, Paper No. SPL-2, PROCEEDINGS: Fourth International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics, San Diego, CA, March RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING: A UNIFIED AND CONSISTENT FRAMEWORK, Earthquake Engineering Research Center, Report No. EERC by R.B Seed and etc. April Note: Print Interval you selected does not show complete results. To get complete results, you should select 'Segment' in Print Interval (Item 12, Page C).

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