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Seismic Site Response Analysis with Pore Water Pressure Generation: Resources for Evaluation (2024)

Chapter: APPENDIX C-2 Strain- and Stress-Controlled CyDSS Testing Intact Specimen of Silty Sand

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Suggested Citation:"APPENDIX C-2 Strain- and Stress-Controlled CyDSS Testing Intact Specimen of Silty Sand." National Academies of Sciences, Engineering, and Medicine. 2024. Seismic Site Response Analysis with Pore Water Pressure Generation: Resources for Evaluation. Washington, DC: The National Academies Press. doi: 10.17226/27537.
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Suggested Citation:"APPENDIX C-2 Strain- and Stress-Controlled CyDSS Testing Intact Specimen of Silty Sand." National Academies of Sciences, Engineering, and Medicine. 2024. Seismic Site Response Analysis with Pore Water Pressure Generation: Resources for Evaluation. Washington, DC: The National Academies Press. doi: 10.17226/27537.
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Suggested Citation:"APPENDIX C-2 Strain- and Stress-Controlled CyDSS Testing Intact Specimen of Silty Sand." National Academies of Sciences, Engineering, and Medicine. 2024. Seismic Site Response Analysis with Pore Water Pressure Generation: Resources for Evaluation. Washington, DC: The National Academies Press. doi: 10.17226/27537.
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Suggested Citation:"APPENDIX C-2 Strain- and Stress-Controlled CyDSS Testing Intact Specimen of Silty Sand." National Academies of Sciences, Engineering, and Medicine. 2024. Seismic Site Response Analysis with Pore Water Pressure Generation: Resources for Evaluation. Washington, DC: The National Academies Press. doi: 10.17226/27537.
×
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Suggested Citation:"APPENDIX C-2 Strain- and Stress-Controlled CyDSS Testing Intact Specimen of Silty Sand." National Academies of Sciences, Engineering, and Medicine. 2024. Seismic Site Response Analysis with Pore Water Pressure Generation: Resources for Evaluation. Washington, DC: The National Academies Press. doi: 10.17226/27537.
×
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Suggested Citation:"APPENDIX C-2 Strain- and Stress-Controlled CyDSS Testing Intact Specimen of Silty Sand." National Academies of Sciences, Engineering, and Medicine. 2024. Seismic Site Response Analysis with Pore Water Pressure Generation: Resources for Evaluation. Washington, DC: The National Academies Press. doi: 10.17226/27537.
×
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Suggested Citation:"APPENDIX C-2 Strain- and Stress-Controlled CyDSS Testing Intact Specimen of Silty Sand." National Academies of Sciences, Engineering, and Medicine. 2024. Seismic Site Response Analysis with Pore Water Pressure Generation: Resources for Evaluation. Washington, DC: The National Academies Press. doi: 10.17226/27537.
×
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Suggested Citation:"APPENDIX C-2 Strain- and Stress-Controlled CyDSS Testing Intact Specimen of Silty Sand." National Academies of Sciences, Engineering, and Medicine. 2024. Seismic Site Response Analysis with Pore Water Pressure Generation: Resources for Evaluation. Washington, DC: The National Academies Press. doi: 10.17226/27537.
×
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Suggested Citation:"APPENDIX C-2 Strain- and Stress-Controlled CyDSS Testing Intact Specimen of Silty Sand." National Academies of Sciences, Engineering, and Medicine. 2024. Seismic Site Response Analysis with Pore Water Pressure Generation: Resources for Evaluation. Washington, DC: The National Academies Press. doi: 10.17226/27537.
×
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Suggested Citation:"APPENDIX C-2 Strain- and Stress-Controlled CyDSS Testing Intact Specimen of Silty Sand." National Academies of Sciences, Engineering, and Medicine. 2024. Seismic Site Response Analysis with Pore Water Pressure Generation: Resources for Evaluation. Washington, DC: The National Academies Press. doi: 10.17226/27537.
×
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Suggested Citation:"APPENDIX C-2 Strain- and Stress-Controlled CyDSS Testing Intact Specimen of Silty Sand." National Academies of Sciences, Engineering, and Medicine. 2024. Seismic Site Response Analysis with Pore Water Pressure Generation: Resources for Evaluation. Washington, DC: The National Academies Press. doi: 10.17226/27537.
×
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Suggested Citation:"APPENDIX C-2 Strain- and Stress-Controlled CyDSS Testing Intact Specimen of Silty Sand." National Academies of Sciences, Engineering, and Medicine. 2024. Seismic Site Response Analysis with Pore Water Pressure Generation: Resources for Evaluation. Washington, DC: The National Academies Press. doi: 10.17226/27537.
×
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Suggested Citation:"APPENDIX C-2 Strain- and Stress-Controlled CyDSS Testing Intact Specimen of Silty Sand." National Academies of Sciences, Engineering, and Medicine. 2024. Seismic Site Response Analysis with Pore Water Pressure Generation: Resources for Evaluation. Washington, DC: The National Academies Press. doi: 10.17226/27537.
×
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Suggested Citation:"APPENDIX C-2 Strain- and Stress-Controlled CyDSS Testing Intact Specimen of Silty Sand." National Academies of Sciences, Engineering, and Medicine. 2024. Seismic Site Response Analysis with Pore Water Pressure Generation: Resources for Evaluation. Washington, DC: The National Academies Press. doi: 10.17226/27537.
×
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Suggested Citation:"APPENDIX C-2 Strain- and Stress-Controlled CyDSS Testing Intact Specimen of Silty Sand." National Academies of Sciences, Engineering, and Medicine. 2024. Seismic Site Response Analysis with Pore Water Pressure Generation: Resources for Evaluation. Washington, DC: The National Academies Press. doi: 10.17226/27537.
×
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Suggested Citation:"APPENDIX C-2 Strain- and Stress-Controlled CyDSS Testing Intact Specimen of Silty Sand." National Academies of Sciences, Engineering, and Medicine. 2024. Seismic Site Response Analysis with Pore Water Pressure Generation: Resources for Evaluation. Washington, DC: The National Academies Press. doi: 10.17226/27537.
×
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Suggested Citation:"APPENDIX C-2 Strain- and Stress-Controlled CyDSS Testing Intact Specimen of Silty Sand." National Academies of Sciences, Engineering, and Medicine. 2024. Seismic Site Response Analysis with Pore Water Pressure Generation: Resources for Evaluation. Washington, DC: The National Academies Press. doi: 10.17226/27537.
×
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Suggested Citation:"APPENDIX C-2 Strain- and Stress-Controlled CyDSS Testing Intact Specimen of Silty Sand." National Academies of Sciences, Engineering, and Medicine. 2024. Seismic Site Response Analysis with Pore Water Pressure Generation: Resources for Evaluation. Washington, DC: The National Academies Press. doi: 10.17226/27537.
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142 APPENDIX C-2 Strain- and Stress-Controlled CyDSS Testing – “Intact” Specimen of Silty Sand 1. Overview This appendix documents strain-controlled Cyclic Direct Simple Shear (CyDSS) testing of “intact” specimens of silty sand. Testing was performed in accordance with the testing matrix provided by the Research Team (RT) in Golder Associates, Inc. (Golder) laboratory in Lakewood, Colorado. Intact specimens of silty sand (“Unit B”) were recovered from boreholes advanced by the RT at the Wildlife Liquefaction Array Site (WLA) in southern California. Sampling locations, sampling intervals, specimen protection, transportation procedures, and material descriptions are provided in Appendix B-1. The tested specimen was recovered from Borehole B-2 by a slightly modified ShelbyTM tube (specimen depth interval: 4.9 to 5.6 m b.g.s.). The results of CyDSS were interpreted in terms of nonlinear stress-strain and excess pore water pressure (PWP) response, as required for the development of parameters of advanced constitutive models. Despite relatively large PWP buildup, an attempt was made to interpret the rest results in terms of shear modulus reduction and equivalent viscous damping ratio. 2. Testing Requirements and Target Material Parameters The following testing requirements were provided to Golder laboratory prior to CyDSS testing: • Perform strain-controlled and stress-controlled undrained constant volume CyDSS testing on “intact” specimens of silty sand. Test in accordance with ASTM D8296 (2019). • The target vertical (consolidation) total stress in the middle of the silty sand layer (WLA site “Unit B”) is 62 kPa (9 psi) (corresponds to the initial vertical effective stress (σ’v) of 43 kPa). Excitation should be sinusoidal with a frequency equal to 1.0 Hz (Note: The specified testing frequency of 1.0 Hz was changed by Golder laboratory staff to 0.1 Hz). • Check B-Value to see if specimens are fully saturated. Measure shear wave velocity (Vs) on in-device specimen by Bender Elements. • Strain-Controlled testing: Test at 0.01%, 0.0316%, 0.1%, 0.316% and 1% single- amplitude uniform shear strain (0.01% and 1.0 are the lowest and the highest cyclic shear strain amplitudes that the CyDSS device in Golder’s laboratory can apply).

143 • Strain-Controlled testing: Apply 10 cycles at each strain level, except at 1.0% strain amplitude. When performing a 1.0% strain amplitude test, if needed, apply more than 10 cycles (apply as many cycles as needed for soil to liquefy). Allow for dissipation of PWP between loading stages. Record and report volumetric compression during excess PWP dissipation. • Strain-Controlled testing: Interpret the CyDSS testing results in the form of: (i) stress- strain loops; (ii) PWP plots; and (iii) modulus reduction and damping curves. • Stress-Controlled testing: Apply 15 cycles of uniform shear stress. Testing Cyclic Stress Ratio (CSR) = 0.18. • Both test types: At the end of the test, perform a post-cyclic monotonic simple shear test to 10% shear strain (on each specimen). • Perform the soil characterization, classification, and index testing on each specimen tested and compare the results to the target values provided. The above-listed target values for specimen remolding correspond to the target values provided to the UNH for strain-controlled testing of remolded specimens (Appendix C-3) and for the Centrifuge experiment (Appendix C-1). 3. Testing Device 3.1. CyDSS Device and Test Layout Golder owns and operates the GDS Electromechanical Dynamic Cyclic Simple Shear Device (EMDCSS). (a) (b) Figure C-1. GDS Electromechanical Dynamic Cyclic Direct Simple Shear Device: (a) CyDSS – Photo Reproduced from Manufacturer’s Brochure; (b) As Installed in Golder’s Lab.

144 This device is, as marketed, capable of carrying out dynamic cyclic tests ranging from small strain (0.005% shear strain amplitude) to large strain (10% shear strain amplitude), as well as a large range of “accurate” quasi-static (i.e., monotonic) testing. P and S wave measurements with Bender Element can be performed directly on the specimen. The CyDSS is shown in Figure C-1 (a) in the axonometric view. A photo of the device provided by Golder is shown in Figure C- 1 (b). The schematic of the CyDSS setup is shown in Figure C-2. A cylindrical soil specimen (71 mm in diameter) is laterally confined by low friction rated rings which allow for the maintaining of a constant cross sectional area during test. Friction between rings is minimized by Teflon coating. Vertical displacement is kept constant using a dynamic active height control system while shear force (i.e., loading) is applied (the constant volume test requires that vertical displacement remains constant during the test). Figure C-2: CyDSS Test Setup. The CyDSS setup in Golder’s laboratory does not allow for use of the GDS device to its full extent. For example, testing strain range is limited to between 0.01% and 1.0% shear strain amplitude, and provisions to measure P and S waves by means of Bender Elements directly on the specimen was not implemented at the time this testing program was completed. 3.2. Specimen Transportation and Extrusion Special care was devoted to specimen transport to the Geo-Logic Associates, Inc. (GLA) laboratory, preparation of ShelbyTM tubes for shipping, shipping of tubes to a remote testing facility, and specimen extrusion. ShelbyTM tubes were driven to GLA laboratory in a vertical

145 position. They were opened in the laboratory where excess tube height (part of the tube not filled in by soil) was removed. Tubes where then re-sealed with wax, placed in a double container (aluminum heating duct vent placed in a 5-gallon bucket), secured, and placed in a rectangular container. An incandescent, thin-walled light bulb was placed into the container (an unbroken light bulb, as observed at the destination, would indicate that excessive shaking was not experienced during the transport). The entire process is illustrated in a series of photographs presented sequentially in Figure C-3. (a) (b) (c) (d) (e) (f) (g) (h) (i) Figure C-3: Specimen Transportation and Extrusion

146 At the destination, the light bulb was not broken. Soil was extruded from the StelbyTM tube in the same direction it went in. Not all specimens could be extruded from ShelbyTM tubes. A successfully extruded specimen is shown in Figure C-4 (before testing) and in Figure C-5 (after testing). (a) (b) Figure C-4: Specimen as Extruded from ShelbyTM Tube. (a) (b) Figure C-5: Specimen after the CyDSS Test. 4. Testing Results 4.1. Unit Weight, Moisture Content, Grain Size Distribution, and Atterberg Limits Basic and index properties of tested “intact” specimens of silty sand are presented in Tables C-1 and C-2. The laboratory described the specimen as “silty sand, brown, moist.”

147 Table C-1. WLA Site Silty Sand - Unit Weight and Specific Gravity Soil Specimen Unit Weight (kN/m³ ) Specific Gravity Dry Moist Saturated Silty Sand 15.9 19.5 N/A 2.68 Table C-2. WLA Site Silty Sand - Moisture Content and Atterberg Limits Soil Specimen Moisture Content (%) Liquid Limit (wL) (%) Plastic Limit (wP) (%) Plasticity Index (PI) (%) USCS (-) Silty Sand 22.4 NP NP NP SM NP = Not Plastic; N/A = Not Applicable; UCSC = Unified Soil Classification System; Moisture content was determined at 60 C. Grain size distribution curves are shown in Figure C-5 for Silty Sand. Figure C-6. Grain Size Distribution – WLA Site Silty Sand (“ Unit B” ) Additional information is presented on laboratory test sheets that are enclosed as an attachment. It includes information about the initial and final water content, the initial and final saturation of the specimen, percent sand and gravel fractions, and more. 4.2. CyDSS Test Results – Strain-Controlled The CyDSS testing was performed on “Intact” specimens of silty sand. Because the number of available “intact” specimens of silty sand was small (two specimens only), the strain-controlled testing of the “ intact” silty sand specimen was performed in stages of increasing shear strain amplitude. The “staged” loading sequence is schematically shown in Figure C-7(a). The excess

148 cyclic PWP is shown in Figure C-7(b). The corresponding stress-strain response is shown in Figure C-8. (a) (b) Figure C-7. Strain-Controlled CyDSS Test on “ Intact” Specimen of WLA Site Silty Sand: (a) Applied Shear Strain Time History; and (b) Excess PWP Response (Normalized PWP Ratio, ru Plot). (a) (b) Figure C-8. Strain-Controlled CyDSS Test on “ Intact” Specimen of WLA Site Silty Sand – Stress- Strain Response: (a) As-Recorded; (b) Normalized with v = 43 kPa. 4.3. CyDSS Test Results – Stress-Controlled The stress-controlled testing was performed on the second “intact” specimen of silty sand recovered from the same Shelby tube specimen that was tested in a strain-controlled manner.

149 The achieved Cyclic Shear Stress Ratio, CSR, was 0.2. The CyDSS test results are shown in Figure C-9. The corresponding stress-strain response is shown in Figure C-10. (a) (b) Figure C-9. Stress-Controlled CyDSS Test on “ Intact” Specimen of WLA Site Silty Sand: (a) Applied Shear Stress History; and (b) Excess PWP Response (History of Normalized PWP Ratio, ru). Figure C-8 reveals that the tested specimen of WLA silty sand liquefied in the first stress cycle. Additional “intact” specimen was not available to repeat this CyDSS test at a lower CSR and delay soil liquefaction to subsequent cycles. (a) (b) Figure C-10. Stress-Controlled CyDSS Test on “ Intact” Specimen of WLA Site Silty Sand – Stress-Strain Response: (a) As-Recorded; (b) Normalized v = 62 kPa (Total Stress).

150 5. Discussion Prior to stress-controlled CyDSS testing of intact samples of silty sand, the Cyclic Resistance Ratio (CRR) was estimated. The estimate was for 10 cycles of applied uniform shear stress (N). The estimate was based upon the methodology outlined in Idriss and Boulanger (2008) for Cone Penetration Test (CPT) sounding. This methodology does not account for sample disturbance. The cone tip resistance, reported for vertical effective stress of 1 atmosphere was de- normalized to in-situ vertical effective stress in the middle of the WLA site silty sand layer (“Unit B”). Estimated values of CRR are reported in Table C-3. Table C-3. Estimated Values of CRR (Assumed no Sample Disturbance) Sounding CPT-1 CPT-2 CPT-3 CPT-4 CPT-5 Average Median CRR (N=10) 0.11 0.20 0.22 0.18 0.16 0.17 0.18 CRR = Cyclic Resistance Ratio; N = Number of Uniform Cycles; CPT = Cone Penetration Test (Sounding). Based upon the evaluations presented in Table C-3, the recommended CSR was CSR = 0.18. This CSR was rounded by the testing laboratory and applied as CSR = 0.2 (see Figure C-10(b)). Because tested specimen of WLA silty sand liquefied in the first stress cycle, the applied CSR was too high. The test results are still usable but, in retrospect, CSR = 0.15 should have been used. References ASTM D8296 (2019), “Standard Test Method for Consolidated Undrained Direct Simple Shear Test under Constant Volume with Load Control or Displacement Control,” ASTM International, West Conshohocken, PA, 2011, www.astm.org. Idriss, I. M., and& Boulanger, R. W. (2008), “Soil Liquefaction during Earthquakes,” Monograph MNO 12, Earthquake Engineering Research Institute, Oakland, CA, 261 pp.

151 ATTACHMENT (Laboratory Test Sheets)

Cyclic Direct Simple Shear Testing of Soils Under Consolidated Constant-Volume Conditions ASTM D8296 - Modified The laboratory testing services reported herein have been performed in accordance with the terms of a contract with Golder’s client, and with the recognized standards indicated in this report, or local industry practice. This laboratory testing services report is for the sole use of Golder’s client, relates only to the sample(s) tested and does not represent any (actual or implied) interpretation or opinion regarding specification compliance or materials suitability for any specific purpose. 1. Test method modified from ASTM D8296. Strain-contolled cycltic testing perfromed at 10 cycles for each of 0.01%, 0.0316%, 0.1%, 0.316%, then 1% strain to liquifaction per client request. Each stage of cyclic testing immediately succeed the last. Monotnic simple shear conducted immediately follwing the conclusion of the 1% strain stage. Max Applied Cyclic Shear Strain (%) Initial Vertical Stress (kPa) Max Abs. Cyclic Shear Stress (kPa) Number of Cycles Max Excess Pore Pressure Ratio 62.26 1.75 Comments / Special Instructions Number of Cycles Loading Mode Strain-ControlledStrain-ControlledLoading Mode 10 Max Excess Pore Pressure Ratio 0.18 10 25.70 71.36 39.99 Cyclic Test Results - 0.0316% Strain 0.10 0.06 Max Applied Vertical Stress (kPa) Vertical Stress at End of Consol. (kPa) Frequency (Hz) CSRCSR Axial Strain at End of Consol. (%) 8.47 Change in Height ΔHc (mm) 2.18 62.43 62.11 82 Plastic Limit NP Initial Wet Unit Weight (kN/m3) Final Water Content (%) Gravel Fraction (%) 0 Volume (cm3) Specific Gravity (ASTM D854) 102.79 Consolidation Maximum Axial Strain (%) 8.47--Effective Overburden Pressure (kPa) 0.03 Cyclic Test Results - 0.01% Strain Frequency (Hz) Initial Dry Unit Weight (kN/m3) Final Saturation (%) TESTED BY DATE CHECKED BY DATE MGC MAB October 18, 2021 2.68 142.67 Laboratory OCR 93.56 16.85 N/A 3.88 0.01% Max Applied Cyclic Shear Strain (%) Initial Vertical Stress (kPa) Max Abs. Cyclic Shear Stress (kPa) 0.10 0.0316% 62.26 0.04 B-2 1 16-18.5 Specimen Properties Preparation Method Trimming Procedure Trimmed using cylindrical ring Height (mm) Depth (ft): Test ID: Sample Number: General Remarks Refer to separate grain-size distribution test report. Project No.: Project: 21497786.1 Geo-Logic/Geotechnical Lab Testing/CA Trim from Intact Sample Diameter (mm) July 12, 2021 Fines Fraction (%) 18 Plasticity Index NP Visual Description: Silty sand, brown, moist Liquid Limit NP Area (cm2) Sand Fraction (%) 13.70 Weight-Volume Relationships Initial Wet Mass (g) Initial Water Content (%) 23.72 Dry Mass (g) Initial Saturation (%) 67.20 176.51 26.27 Cyclic Direct Simple Shear Testing of Soils Under Consolidated Constant-Volume Conditions ASTM D8296 - Modified The laboratory testing services reported herein have been performed in accordance with the terms of a contract with Golder’s client, and with the recognized standards indicated in this report, or local industry practice. This laboratory testing services report is for the sole use of Golder’s client, relates only to the sample(s) tested and does not represent any (actual or implied) interpretation or opinion regarding specification compliance or materials suitability for any specific purpose. Frequency (Hz) 0.10 CSR 0.316%Max Applied Cyclic Shear Strain (%) 0.10 0.11 Initial Vertical Stress (kPa) 62.26 Project No.: 21497786.1 Sample Number: B-2 Project: Geo-Logic/Geotechnical Lab Testing/CA Test ID: 1 Cyclic Test Results - 0.316% Strain 1. Test method modified from ASTM D8296. Strain-contolled cycltic testing perfromed at 10 cycles for each of 0.01%, 0.0316%, 0.1%, 0.316%, then 1% strain to liquifaction per client request. Each stage of cyclic testing immediately succeed the last. Monotnic simple shear conducted immediately follwing the conclusion of the 1% strain stage. Cyclic Test Results - 0.1% Strain Number of Cycles 10 Max Excess Pore Pressure Ratio Depth (ft): 16-18.5 Loading Mode Strain-Controlled 0.56 Loading Mode Strain-Controlled Max Excess Pore Pressure Ratio 0.89 2.08 Shear Strength at γ MAX (kPa) 19.96Loading Mode Number of Cycles 40 Excess Pore Pressure at Peak (kPa) Max Excess Pore Pressure Ratio Ratio of Peak Shear Stress / σ'v0.97 Frequency (Hz) 0.10 CSR 0.1%Max Applied Cyclic Shear Strain (%) Initial Vertical Stress (kPa) MGC MAB October 18, 2021 TESTED BY DATE CHECKED BY DATE Comments / Special Instructions 15.60 0.47 Max Applied Cyclic Shear Strain (%) Applied Shear Bias (kPa) 0.00 4.89 28.93 0.63 July 12, 2021 0.07 Strain-Controlled 28.93 Initial Vertical Stress (kPa) 62.26 Rate of Shearing (%/hr) Max Abs. Cyclic Shear Stress (kPa) 62.26 Max Abs. Cyclic Shear Stress (kPa) 6.50 Post Cyclic Monotonic Test Results Initial Vertical Stress (kPa) Initial Shear Stress (kPa) Maximum Shear Strain γ MAX (%) Cyclic Test Results 1% Strain Frequency (Hz) 0.10 CSR 1% 4.25 Peak Shear Strength (kPa) Max Abs. Cyclic Shear Stress (kPa) 6.63 Number of Cycles 10

Cyclic Direct Simple Shear Testing of Soils Under Consolidated Constant-Volume Conditions ASTM D8296 - Modified Project No.: Project: DATE MGC October 18, 2021 TESTED BY DATE MAB CHECKED BY July 12, 2021 The laboratory testing services reported herein have been performed in accordance with the terms of a contract with Golder’s client, and with the recognized standards indicated in this report, or local industry practice. This laboratory testing services report is for the sole use of Golder’s client, relates only to the sample(s) tested and does not represent any (actual or implied) interpretation or opinion regarding specification compliance or materials suitability for any specific purpose. Load (kN) 0.1014 0.2497 Axial Strain (%) 7.25 8.47 Duration (min) 240 794 Increment (kPa) 25 Stress at End of Consolidation (kPa) Axial Strain at End of Consolidation (%) OCR Change in Height ΔHc (mm) 62.11 8.47 N/A 2.18 Comments Volumetric strains during consolidation may not be comparable to those measured in an oedometer test due to seating of the platens and possible lateral sample deformation during loading. 68.05 Consolidation Summary 21497786.1 Geo-Logic/Geotechnical Lab Testing/CA B-2 1 16-18.5 Sample Number: Test ID: Depth (ft): 0.0 0.5 1.0 1.5 2.0 2.5 0 200 400 600 800 1000 1200 Ax ia l D isp la ce m en t ( m m ) Time (min) 0 10 20 30 40 50 60 70 0 200 400 600 800 1000 1200 No rm al S tr es s ( kP a) Time (min) Cyclic Direct Simple Shear Testing of Soils Under Consolidated Constant-Volume Conditions ASTM D8296 - Modified Project No.: Project: MGC July 12, 2021 MAB October 18, 2021 TESTED BY DATE CHECKED BY DATE The laboratory testing services reported herein have been performed in accordance with the terms of a contract with Golder’s client, and with the recognized standards indicated in this report, or local industry practice. This laboratory testing services report is for the sole use of Golder’s client, relates only to the sample(s) tested and does not represent any (actual or implied) interpretation or opinion regarding specification compliance or materials suitability for any specific purpose. 21497786.1 Geo-Logic/Geotechnical Lab Testing/CA B-2 1 16-18.5 Sample Number: Test ID: Depth (ft): -7 -6 -5 -4 -3 -2 -1 0 1 2 3 4 5 6 7 -1.25 -1 -0.75 -0.5 -0.25 0 0.25 0.5 0.75 1 1.25 Sh ea r S tr es s ( kP a) Shear Strain (%) 1 % Strain 0.316 % strain 0.1% Strain 0.0316 % Strain 0.01 % Strain -8 -7 -6 -5 -4 -3 -2 -1 0 1 2 3 4 5 6 7 8 0 10 20 30 40 50 60 70 Sh ea r S tr es s ( kP a) Effective Vertical Stress (kPa) 0.01 % N = 1 0.01 % N = 10 0.0316 % N = 1 0.0316 % N = 10 0.1 % N = 1 0.1 % N = 10 0.316 % N = 1 0.316 % N = 10 1 % N = 1 1 % N = 40

Cyclic Direct Simple Shear Testing of Soils Under Consolidated Constant-Volume Conditions ASTM D8296 - Modified Project No.: Project: The laboratory testing services reported herein have been performed in accordance with the terms of a contract with Golder’s client, and with the recognized standards indicated in this report, or local industry practice. This laboratory testing services report is for the sole use of Golder’s client, relates only to the sample(s) tested and does not represent any (actual or implied) interpretation or opinion regarding specification compliance or materials suitability for any specific purpose. July 12, 2021 MAB October 18, 2021 TESTED BY DATE CHECKED BY DATE 21497786.1 Sample Number: B-2 Geo-Logic/Geotechnical Lab Testing/CA Test ID: 1 Depth (ft): 16-18.5 MGC -2.0 -1.5 -1.0 -0.5 0.0 0.5 1.0 1.5 2.0 -0.015 -0.01 -0.005 0 0.005 0.01 0.015 Sh ea r S tr es s ( kP a) Shear Strain (%) 0.01 % N = 1 0.01 % N-10 -4 -3 -2 -1 0 1 2 3 4 -0.04 -0.03 -0.02 -0.01 0 0.01 0.02 0.03 0.04 Sh ea r S tr es s ( kP a) Shear Strain (%) 0.0316 % N=1 0.0316 % N=10 Cyclic Direct Simple Shear Testing of Soils Under Consolidated Constant-Volume Conditions ASTM D8296 - Modified Project No.: Project: The laboratory testing services reported herein have been performed in accordance with the terms of a contract with Golder’s client, and with the recognized standards indicated in this report, or local industry practice. This laboratory testing services report is for the sole use of Golder’s client, relates only to the sample(s) tested and does not represent any (actual or implied) interpretation or opinion regarding specification compliance or materials suitability for any specific purpose. July 12, 2021 MAB October 18, 2021 TESTED BY DATE CHECKED BY DATE 21497786.1 Sample Number: B-2 Geo-Logic/Geotechnical Lab Testing/CA Test ID: 1 Depth (ft): 16-18.5 MGC -7 -6 -5 -4 -3 -2 -1 0 1 2 3 4 5 6 7 -0.15 -0.1 -0.05 0 0.05 0.1 0.15 Sh ea r S tr es s ( kP a) Shear Strain (%) 0.1 % N = 1 0.1 % N-10 -7 -6 -5 -4 -3 -2 -1 0 1 2 3 4 5 6 7 8 -0.4 -0.3 -0.2 -0.1 0 0.1 0.2 0.3 0.4 Sh ea r S tr es s ( kP a) Shear Strain (%) 0.316 % N=1 0.316 % N=10

Cyclic Direct Simple Shear Testing of Soils Under Consolidated Constant-Volume Conditions ASTM D8296 - Modified Project No.: Project: The laboratory testing services reported herein have been performed in accordance with the terms of a contract with Golder’s client, and with the recognized standards indicated in this report, or local industry practice. This laboratory testing services report is for the sole use of Golder’s client, relates only to the sample(s) tested and does not represent any (actual or implied) interpretation or opinion regarding specification compliance or materials suitability for any specific purpose. July 12, 2021 MAB October 18, 2021 TESTED BY DATE CHECKED BY DATE 21497786.1 Sample Number: B-2 Geo-Logic/Geotechnical Lab Testing/CA Test ID: 1 Depth (ft): 16-18.5 MGC -5 -4 -3 -2 -1 0 1 2 3 4 5 -1.2 -1 -0.8 -0.6 -0.4 -0.2 0 0.2 0.4 0.6 0.8 1 1.2 Sh ea r S tr es s ( kP a) Shear Strain (%) 1 % N = 1 1 % N-40 Cyclic Direct Simple Shear Testing of Soils Under Consolidated Constant-Volume Conditions ASTM D8296 - Modified Project No.: Project: MGC July 12, 2021 MAB October 18, 2021 TESTED BY DATE CHECKED BY DATE The laboratory testing services reported herein have been performed in accordance with the terms of a contract with Golder’s client, and with the recognized standards indicated in this report, or local industry practice. This laboratory testing services report is for the sole use of Golder’s client, relates only to the sample(s) tested and does not represent any (actual or implied) interpretation or opinion regarding specification compliance or materials suitability for any specific purpose. 21497786.1 Geo-Logic/Geotechnical Lab Testing/CA B-2 1 16-18.5 Sample Number: Test ID: Depth (ft): -1.5 -1.0 -0.5 0.0 0.5 1.0 1.5 0 10 20 30 40 50 60 70 80 90 100 110 Sh ea r S tr ai n (% ) Number of Cycles (N) 0.01 % N = 1 0.01 % N = 10 0.0316 % N = 1 0.0316 % N = 10 0.1 % N = 1 0.1 % N = 10 0.316 % N = 1 0.316 % N = 10 1 % N = 1 1 % N = 40 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 0 10 20 30 40 50 60 70 80 90 Po re P re ss ur e Ra tio Number of Cycles (N) 1 % N = 40 1 % N = 1 0.316 % N = 10 0.316 % N = 1 0.1 % N = 10 0.1 % N = 1 0.0316 % N = 10 0.0316 % N = 1 0.01 % N = 10 0.01 % N = 1

Cyclic Direct Simple Shear Testing of Soils Under Consolidated Constant-Volume Conditions ASTM D8296 - Modified Project No.: Project: The laboratory testing services reported herein have been performed in accordance with the terms of a contract with Golder’s client, and with the recognized standards indicated in this report, or local industry practice. This laboratory testing services report is for the sole use of Golder’s client, relates only to the sample(s) tested and does not represent any (actual or implied) interpretation or opinion regarding specification compliance or materials suitability for any specific purpose. July 12, 2021 MAB October 18, 2021 TESTED BY DATE CHECKED BY DATE 21497786.1 Sample Number: B-2 Geo-Logic/Geotechnical Lab Testing/CA Test ID: 1 Depth (ft): 16-18.5 MGC -8.0 -7.0 -6.0 -5.0 -4.0 -3.0 -2.0 -1.0 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 0 20 40 60 80 100 Sh ea r S tr es s ( kP a) Number of Cycles (N) 0.01 % N = 1 0.01 % N = 10 0.0316 % N = 1 0.0316 % N = 10 0.1 % N = 1 0.1 % N = 10 0.316 % N = 1 0.316 % N = 10 1 % N = 1 1 % N = 40 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 -1.5 -1 -0.5 0 0.5 1 1.5 Po re P re ss ur e Ra tio Shear Strain (%) 1 % N = 40 1 % N = 1 0.316 % N = 10 0.316 % N = 1 0.1 % N = 10 0.1 % N = 1 0.0316 % N = 10 0.0316 % N = 1 0.01 % N = 10 0.01 % N = 1 Cyclic Direct Simple Shear Testing of Soils Under Consolidated Constant-Volume Conditions ASTM D8296 - Modified Project No.: Project: MGC 12-Jul-21 MAB October 18, 2021 TESTED BY DATE CHECKED BY DATE The laboratory testing services reported herein have been performed in accordance with the terms of a contract with Golder’s client, and with the recognized standards indicated in this report, or local industry practice. This laboratory testing services report is for the sole use of Golder’s client, relates only to the sample(s) tested and does not represent any (actual or implied) interpretation or opinion regarding specification compliance or materials suitability for any specific purpose. 21497786.1 Geo-Logic/Geotechnical Lab Testing/CA B-2 1 16-18.5 Sample Number: Test ID: Depth (ft): 0 5 10 15 20 25 30 35 0 5 10 15 20 25 Sh ea r S tr es s ( kP a) Shear Strain (%) Post-Cyclic Monotonic Shear 0 10 20 30 40 50 60 70 0 5 10 15 20 25 Ch an ge in P or e Pr es su re (k Pa ) Shear Strain (%) Post-Cyclic Monotonic Shear

Cyclic Direct Simple Shear Testing of Soils Under Consolidated Constant-Volume Conditions ASTM D8296 - Modified Project No.: Project: MGC 12-Jul-21 MAB October 18, 2021 TESTED BY DATE CHECKED BY DATE The laboratory testing services reported herein have been performed in accordance with the terms of a contract with Golder’s client, and with the recognized standards indicated in this report, or local industry practice. This laboratory testing services report is for the sole use of Golder’s client, relates only to the sample(s) tested and does not represent any (actual or implied) interpretation or opinion regarding specification compliance or materials suitability for any specific purpose. 21497786.1 Geo-Logic/Geotechnical Lab Testing/CA B-2 1 16-18.5 Sample Number: Test ID: Depth (ft): 0 5 10 15 20 25 30 0 5 10 15 20 25 30 35 40 45 50 Sh ea r S tr es s ( kP a) Vertical Stress (kPa) Post-Cyclic Monotonic Shear 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0 5 10 15 20 25 / 'v 0 Shear Strain (%) Post-Cyclic Monotonic Shear Cyclic Direct Simple Shear Testing of Soils Under Consolidated Constant-Volume Conditions ASTM D8296 Gravel Fraction (%) Sand Fraction (%) Trimming Procedure Trimmed using cylindrical ring Percent solids during sample prep 81.7% Fines Fraction (%) 18 Plasticity Index NP Percent solids back-calculated after Consol. 79.0% -2.48 Trim from Intact Sample 25.16 71.36 39.99 Post Cyclic Monotonic Test Results -- -- Max Applied Vertical Stress (kPa) Vertical Stress at End of Consol. (kPa) Initial Vertical Stress (kPa) Initial Shear Stress (kPa)CSR Axial Strain at End of Consol. (%) 6.99 Change in Height Hc (mm) 1.76 62.36 62.21 82 Plastic Limit NP Initial Wet Unit Weight (kN/m3) 0.10 Max. DU at N = 2 (zero load) Min. DU at N = 2 (zero load) Comments / Special Instructions Max. Shear Strain at N = 2 (zero load) Min. Shear Strain at N = 2 (zero load) Excess Pore Pressure at Peak (kPa) 1. Specimen taken from approx. 2-4 inches above the bottom of the sample 2. Post-cyclic monotonic shear not performed on specimen Dry Mass (g) Initial Saturation (%) 73.42 Cycles to 3.75% Shear Strain Initial Vertical Stress (kPa) Max Abs. Cyclic Shear Stress (kPa) Maximum Shear Strain MAX (%) -- Shear Strength at MAX (kPa) -- 59.01 56.63 -- Ratio of Peak / 'v -- 3.25 179 Final Water Content (%) 26.64 N/A -- 2 Applied Shear Bias (kPa) Rate of Shearing (%/hr) Peak Shear Strength (kPa) -- --61.78 12.33 Tel: (303) 980-0540 Direct: (303) 969-9270 mbarrett@golder.com Golder Associates Inc. 9197 W. 6th Ave., Building C, Suite 100, Lakewood, CO 80215 Volume (cm3) Specific Gravity (ASTM D854) 100.63 Consolidation Maximum Axial Strain (%) 7.00--Effective Overburden Pressure (kPa) 0.2 Cyclic Test Results Frequency (Hz) Initial Dry Unit Weight (kN/m3) Final Saturation (%) 98.21 17.45 14.13 Specimen Properties Preparation Method TESTED BY DATE CHECKED BY DATE MGC October 26, 2021 MAB October 26, 2021 2.68 144.97 Laboratory OCR Height (mm) Diameter (mm) 0 Liquid Limit NP Area (cm2) Weight-Volume Relationships Initial Wet Mass (g) Initial Water Content (%) 22.44 General Remarks Refer to separate grain-size distribution test report. Project No.: Project: 21497786.1 Geo-Logic/Geotechnical Lab Testing/CA B2 2 16-18.5 USCS Description (ASTM D 2487): Silty sand, brown, moist Depth (ft): Test ID: Sample Number:

Cyclic Direct Simple Shear Testing of Soils Under Consolidated Constant-Volume Conditions ASTM D6528 Project No.: Project: DATE Golder Associates Inc. 9197 W. 6th Ave., Building C, Suite 100, Lakewood, CO 80215 Tel: (303) 980-0540 Direct: (303) 969-9270 mbarrett@golder.com MGC October 26, 2021 TESTED BY DATE MAB CHECKED BY October 26, 2021 Load (kN) 0.1008 0.2494 Axial Strain (%) 5.84 7.00 Duration (min) 240 881 Increment (kPa) 25 Stress at End of Consolidation (kPa) Axial Strain at End of Consolidation (%) OCR Change in Height Hc (mm) 62.21 6.99 N/A 1.76 Comments Volumetric strains during consolidation may not be comparable to those measured in an oedometer test due to seating of the platens and possible lateral sample deformation during loading. 62 Consolidation Summary 21497786.1 Geo-Logic/Geotechnical Lab Testing/CA B2 2 16-18.5 Sample Number: Test ID: Depth (ft): 0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0 0 200 400 600 800 1000 1200 A xi al D is pl ac em en t (m m ) Time (min) 0 10 20 30 40 50 60 70 0 100 200 300 400 500 600 700 800 900 1000 1100 1200 N or m al S tr es s (k Pa ) Time (min) Cyclic Direct Simple Shear Testing of Soils Under Consolidated Constant-Volume Conditions ASTM D8296 Project No.: Project: Golder Associates Inc. 9197 W. 6th Ave., Building C, Suite 100, Lakewood, CO 80215 Tel: (303) 980-0540 Direct: (303) 969-9270 mbarrett@golder.com MGC October 26, 2021 MAB October 26, 2021 TESTED BY DATE CHECKED BY DATE 21497786.1 Geo-Logic/Geotechnical Lab Testing/CA B2 2 16-18.5 Sample Number: Test ID: Depth (ft): -0.25 -0.20 -0.15 -0.10 -0.05 0.00 0.05 0.10 0.15 0.20 0.25 -8 -6 -4 -2 0 2 4 6 8 CS R Shear Strain (%) N = 1 N = 2 3.75%, N = 2 -15 -10 -5 0 5 10 15 0 5 10 15 20 25 30 35 40 45 50 55 60 65 Sh ea r St re ss (k Pa ) Effective Vertical Stress (kPa) N = 1 N = 2 3.75%, N = 2

Cyclic Direct Simple Shear Testing of Soils Under Consolidated Constant-Volume Conditions ASTM D8296 Project No.: Project: Golder Associates Inc. 9197 W. 6th Ave., Building C, Suite 100, Lakewood, CO 80215 Tel: (303) 980-0540 Direct: (303) 969-9270 mbarrett@golder.com MGC October 26, 2021 MAB October 26, 2021 TESTED BY DATE CHECKED BY DATE 21497786.1 Geo-Logic/Geotechnical Lab Testing/CA B2 2 16-18.5 Sample Number: Test ID: Depth (ft): -8 -6 -4 -2 0 2 4 6 8 0 0.5 1 1.5 2 2.5 Sh ea r St ra in (% ) Number of Cycles (N) N = 1 N = 2 3.75%, N = 2 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 0 0.5 1 1.5 2 2.5 Po re P re ss ur e Ra ti o Number of Cycles (N) N = 1 N = 2 3.75%, N = 2

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 Seismic Site Response Analysis with Pore Water Pressure Generation: Resources for Evaluation
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There are many seismic site response analysis programs that operate in either the time domain or the frequency domain. These programs are available as public domain software, as commercial products, and/or through direct contact with the authors.

NCHRP Web-Only Document 383: Seismic Site Response Analysis with Pore Water Pressure Generation: Resources for Evaluation, from TRB's National Cooperative Highway Research Program, is supplemental to NCHRP Research Report 1092: Seismic Site Response Analysis with Pore Water Pressure Generation: Guidelines.

Supplemental to the document is an Implementation Plan.

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