National Academies Press: OpenBook

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

Chapter: APPENDIX E-5 Port Island Site: Site Response in the 1995 M 6.9 Hyogoken Nanbu Earthquake

« Previous: APPENDIX E-4 Owi Island Site Case Study: Site Response in the 1985 M 6.2 Chiba-Ibaragi Earthquake
Page 287
Suggested Citation:"APPENDIX E-5 Port Island Site: Site Response in the 1995 M 6.9 Hyogoken Nanbu Earthquake." 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.
×
Page 287
Page 288
Suggested Citation:"APPENDIX E-5 Port Island Site: Site Response in the 1995 M 6.9 Hyogoken Nanbu Earthquake." 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.
×
Page 288
Page 289
Suggested Citation:"APPENDIX E-5 Port Island Site: Site Response in the 1995 M 6.9 Hyogoken Nanbu Earthquake." 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.
×
Page 289
Page 290
Suggested Citation:"APPENDIX E-5 Port Island Site: Site Response in the 1995 M 6.9 Hyogoken Nanbu Earthquake." 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.
×
Page 290
Page 291
Suggested Citation:"APPENDIX E-5 Port Island Site: Site Response in the 1995 M 6.9 Hyogoken Nanbu Earthquake." 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.
×
Page 291
Page 292
Suggested Citation:"APPENDIX E-5 Port Island Site: Site Response in the 1995 M 6.9 Hyogoken Nanbu Earthquake." 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.
×
Page 292
Page 293
Suggested Citation:"APPENDIX E-5 Port Island Site: Site Response in the 1995 M 6.9 Hyogoken Nanbu Earthquake." 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.
×
Page 293
Page 294
Suggested Citation:"APPENDIX E-5 Port Island Site: Site Response in the 1995 M 6.9 Hyogoken Nanbu Earthquake." 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.
×
Page 294
Page 295
Suggested Citation:"APPENDIX E-5 Port Island Site: Site Response in the 1995 M 6.9 Hyogoken Nanbu Earthquake." 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.
×
Page 295
Page 296
Suggested Citation:"APPENDIX E-5 Port Island Site: Site Response in the 1995 M 6.9 Hyogoken Nanbu Earthquake." 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.
×
Page 296
Page 297
Suggested Citation:"APPENDIX E-5 Port Island Site: Site Response in the 1995 M 6.9 Hyogoken Nanbu Earthquake." 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.
×
Page 297
Page 298
Suggested Citation:"APPENDIX E-5 Port Island Site: Site Response in the 1995 M 6.9 Hyogoken Nanbu Earthquake." 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.
×
Page 298
Page 299
Suggested Citation:"APPENDIX E-5 Port Island Site: Site Response in the 1995 M 6.9 Hyogoken Nanbu Earthquake." 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.
×
Page 299
Page 300
Suggested Citation:"APPENDIX E-5 Port Island Site: Site Response in the 1995 M 6.9 Hyogoken Nanbu Earthquake." 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.
×
Page 300
Page 301
Suggested Citation:"APPENDIX E-5 Port Island Site: Site Response in the 1995 M 6.9 Hyogoken Nanbu Earthquake." 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.
×
Page 301
Page 302
Suggested Citation:"APPENDIX E-5 Port Island Site: Site Response in the 1995 M 6.9 Hyogoken Nanbu Earthquake." 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.
×
Page 302
Page 303
Suggested Citation:"APPENDIX E-5 Port Island Site: Site Response in the 1995 M 6.9 Hyogoken Nanbu Earthquake." 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.
×
Page 303
Page 304
Suggested Citation:"APPENDIX E-5 Port Island Site: Site Response in the 1995 M 6.9 Hyogoken Nanbu Earthquake." 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.
×
Page 304

Below is the uncorrected machine-read text of this chapter, intended to provide our own search engines and external engines with highly rich, chapter-representative searchable text of each book. Because it is UNCORRECTED material, please consider the following text as a useful but insufficient proxy for the authoritative book pages.

287 APPENDIX E-5 Port Island Site Site Response in the 1995 M 6.9 Hyogoken–Nanbu Earthquake General This Appendix presents results of numerical modeling of the response of the Port Island site in the 1995 M 6.9 Hyogoken–Nanbu earthquake. The site is representative of a deep soft soil profile site that liquefied in the past. The analysis documented herein was performed in general accordance with the “Guidance for Effective-Stress Site Response Analysis” outlined in Section 8.2 of the main report. Relevant information about recorded ground motions is provided in Appendix B-4. Model Selection Table E-1 lists the software and constitutive models used to calculate response of the Port Island site in the 1995 M 6.9 Hyogoken–Nanbu earthquake. Detailed information about the selected software is provided in Section 4.2 of the main report. Detailed information about the selected constitutive models (CMs) is provided in Section 4.3 of the main report. Table E-1. Selected Software and CMs SHAKE2000 D-MOD2000 FLAC OpenSeesPL S-I MKZ LE-MC PM4SAND UBCSAND UCSDSAND3 UCSDSAND3 PM4SAND See Appendix A-2 for references and detailed information about CMs used herein. Software listed in this table was run either its native 1D mode (SHAKE2000 and D-MOD2000) or in a simulated 1D mode (FLAC and OpenSeesPL). Hyogoken–Nanbu Earthquake and Ground Motions Relevant information about the 1995 M 6.9 Hyogoken–Nanbu earthquake and ground motions induced at the site is reproduced from Appendix B-3 in Table E-2.

288 Table E-2. Hygoken-Nanbu Earthquake – Event and Strong Motion Parameters at the Site. Earthquake Date M R PGA (N-S) ru Hyogoken– Nanbu January 17, 1995 6.9 15 km Surface (A1) 16 m b.g.s. (Downhole; A2) Within Reclaimed Land 0.348 g 0.576 g > 0.95 (Inferred) M = Moment Magnitude R = Approximate site-to-source distance; PGA = Peak Ground Acceleration (larger of the two horizontal components selected); ru = Maximum recorded excess pore water pressure normalized by the vertical effective stress; N-S = North-South (direction). Site Exploration and Characterization Relevant information about the site, including site location and layout, results of site characterization efforts, and relevant earthquake and Strong Motion information is provided in the site characterization report that is enclosed as Appendix B-3. Interpreted and summarized information is presented in Figure E-1. (a) (b) Figure E-1. Port Island Site – Interpreted Soil Profile with Location of Strong Motion Instruments (Acceleration History at A2 was used as Input). Measured Vs Profile is from Iwasaki (1995).

289 The fill dumped from barges (mostly sand with cobbles and gravel) liquified in the 1995 M 6.9 Hyogoken–Nanbu earthquake. The upper portion of the reclaimed land immediately below groundwater table (i.e., fill between approximately 3 and 12 m) is identified as the “critical” layer. Advanced Laboratory Testing and Interpretation of the Results Results of advanced laboratory testing are not available for this site. Table E-3 provides basic information about modulus reduction and damping curves assigned to the reclaimed land (“Mesa Soil”) within the Port Island profile. Table E-3 – Summary of Advanced Laboratory Testing Soil RC and TS Reclaimed Land (“Mesa Soil”) N/A (Curve for Monterrey Sand used instead) RC = Resonant Column; TS = Torsional Shear; N/A = Not Available. Element Testing Table E-4 lists the results of element tests performed and documented in this study. The element testing is limited to the CM sub-model testing, i.e., fitting of the modulus reduction and damping curves. Program (i.e., SRA software) names into which CMs are embedded are obscured are obscured for administrative reasons. Table E-4 – Summary of Element Testing Material (Test Type) SHAKE2000 D-MOD2000 FLAC OpenSeesPL Reclaimed Land (“Mesa Soil”) N/A MKZ LE-MC PM4SAND UBCSAND UCSDSAND3 UCSDSAND3 PM4SAND N/A = Not Applicable (Direct Input of Modulus Reduction and Damping Curves). Selected results of the CM sub-model testing are presented in Figures E-2 and E-3. (a) Reclaimed Land (“Mesa Soil”) Figure E-2. CM Sub-Model Testing with the MKZ Model (Program 2). Measured Modulus Reduction Curve is from Dobry et al. (1982) (Monterey Sand; Dr = 45%).

290 (a) Reclaimed Land (“Mesa Soil”) Figure E-3. CM Sub-Model Testing with the UCSDSAND3 Model (Program 4). Measured Modulus Reduction Curve is from Dobry et al. (1982) (Monterey Sand; Dr = 45%). SRA Model Development The site response analysis model of the Port Island site is presented in Figure E-1. It includes idealized soil stratification, groundwater elevation, and an interpreted shear wave velocity profile (red line; corresponds to layering as input in the SRA model). Input motion was applied as a within motion in SHAKE2000 and OpenSeesPL analyses. In D-MOD2000, the transmitting base option was used. In FLAC, the applied acceleration history option was used. The basic material properties, i.e., material properties that are not software-specific are provided for each layer in the Attachment. System Testing Figure E-4 documents the process of system testing (i.e., model testing at the soil profile level) for Programs 2 and 4 (program, i.e., SRA software, names are further obscured are obscured for administrative reasons). Upon completion of the system testing, for both programs, the Rayleigh damping model parameters were fine-tuned in an iterative process. The fine-tuning was performed with the A2 (16 m b.g.s.) record from the 1995 M 6.9 Hyogoken–Nanbu earthquake scaled down to Peak Ground Acceleration (PGA) of 0.05 g and applied as a “within” motion. The results of the fine-tuning, i.e., Rayleigh damping model parameter (n) and the target viscous damping (D) correspond to spectra indicated in “black” in Figure E-4. Note that the n = 5 and D = 5% pair provides the best match for both programs and all three CMs considered.

291 (a) Program 2 (MKZ) (b) Program 4 (UCSDSAND3) (c) Program 4 (PM4SAND) Figure E-4. System Testing with Program 2 (MKZ) and Program 4 (UCSDSAND3 and PM4SAND). Results - Ground Surface Response The Total Stress Analysis (TSA) was performed first to establish a Total Stress (TS) nonlinear reference model. Results of the TSA with selected software are presented in Figure E-5. The recorded ground surface response is shown for reference.

292 (a) Program 1 (S-I) (b) Program 2 (MKZ) (c) Program 3 (LE-MC) Figure E-5. Results of TSA – Recorded and Calculated Surface Response with Selected Software and CMs. The Effective Stress Analysis (ESA) was performed without and with excess Pore Water Pressure (PWP) dissipation. The results of ESA with excess PWP dissipation allowed are presented in Figure E-6. The recorded ground surface response is shown for reference. (a) Program 2 (MKZ) (b) Program 3 (PM4SAND)

293 (c) Program 3 (UBCSAND) (d) Program 3 (UCSDSAND3) (e) Program 4 (UCSDSAND3) (f) Program 4 (PM4SAND) Figure E-6. Results of ESA – Recorded and Calculated Surface Response with Selected Software and CMs. Figure E-7 compares ESA spectra calculated with and without excess PWP dissipation allowed. The effect of excess PWP dissipation on the calculated response spectra for this case history is negligible. (a) Program 2 (MKZ) (b) Program 4 (UCSDSAND3) Figure E-7. Results of ESA – Evaluation of the Effects of Excess PWP Dissipation.

294 Results - Response within Soil Profile Figure E-8 shows selected results of the TSA in a profile view. Input PGA (recorded at approximately 16 m b.g.s.) and PGA recorded within the profile are shown for reference along with inferred peak stress and strain response. This inferred peak stress and strain response is reproduced from Figure E-12(g). The calculated and inferred shear stress are normalized with the initial vertical effective stress. (a) Peak Ground Acceleration (b) Normalized Peak Shear Stress (c) Peak Shear Strain Figure E-8. Results of TSA - Recorded and Calculated Response.

295 Figure E-9 shows selected results of TSA presented in the form of stress-strain. Calculations are for depth of 11.7 m b.g.s., i.e., the approximate depth of the largest shear strain within the critical layer (see Figure E-8). (a) Program 2 (MKZ) (b) Program 3 (LE-MC) Figure E-9. Results of TSA - Calculated Stress-Strain Response at 11.7 m b.g.s. Figure E-10 shows selected results of the ESA in a profile view (results with excess PWP dissipation allowed). As noted above, excess PWP response was not recorded during the 1995 M 6.9 Hyogoken–Nanbu earthquake. However, the site liquefied and, therefore, presence of very large excess PWP within submerged fill (“Critical” Layer) has been inferred. Input PGA (recorded at approximately 16 m b.g.s.) and PGA recorded within the profile are shown for reference along with inferred peak stress and strain response. This inferred peak stress and strain response is reproduced from Figure E-12(g). An excess PWP response is presented herein in the form of normalized PWP ratio (ru). Both ru and calculated and inferred shear stress are normalized with the initial vertical effective stress. (a) Peak Ground Acceleration (b) Normalized Peak Shear Stress

296 (c) Peak Shear Strain (d) Normalized Excess PWP Figure E-10. Results of ESA - Recorded and Calculated Response. Figure E-11 shows selected results of ESA as history of ru buildup. ru ≥ 0.95 signals the onset of soil liquefaction. The calculations are for depth of 11.7 m b.g.s., i.e., an approximate depth of the largest shear strain and ru response within the profile (see Figure E-8). The recorded acceleration history is shown in Figure E-10 for reference. (a)

297 (b) Figure E-11. (a) Calculated Excess PWP Response at 11.7 m b.g.s. (b) Input Motion. Figure E-12 shows selected results of ESA presented in the form of stress-strain loops calculated in the middle of the submerged portion of the “critical” layer. Figure E-12(g) shows stress- strain loop as inferred from the interpretation of Newton’s second law, closely spaced Strong Motion (SM) records, and unit weight of soil between the SM instruments (i.e., a proxy for mass density). (a) Program 2 (MKZ) (b) Program 3 (PM4SAND) (c) Program 3 (UBCSAND) (d) Program 3 (UCSDSAND3) (e) Program 4 (UCSDSAND3) (f) Program 4 (PM4SAND)

298 (g) Inferred from Recordings Figure E-12. Results of ESA - Calculated Stress-Strain Response at 11.7 m b.g.s. References Dobry, R., Ladd, R. S., Yokel, F. Y., Chung, R. M., and Powell, D. (1982). P red i cti on of pore w ater pressure b ui l d up an d l i q uef acti on of san d s d uri n g earthq uak es b y the cy cl i c strai n m ethod . National Bureau of Standards, U.S. Department of Commerce, U.S. Government Printing Office, Washington, D.C. Iwasaki, Y. (1995). “Geological and geotechnical characteristics of Kobe area and strong ground motion records by 1995 Kobe earthquake Tsuchi-to-Kiso.” J apan ese S oc. of S oi l M ech. an d F oun d . E n g rg . , 43(6), 15–20.

299 APPENDIX E-5 Attachment Site Response Model of the Port Island Site Layer No. Soil Type Thickness (m) Depth* (m) Vs (m/s) ksat (m/s) γ (kN/m3) 1 Monterey Sand, Dr = %45 1.50 0.75 52 1.00E-02 19.3 2 1.50 2.25 52 1.00E-02 19.3 3 1.00 3.50 52 1.00E-02 19.3 4 1.00 4.50 52 1.00E-02 19.3 5 1.90 5.95 64 1.00E-02 19.3 6 1.90 7.85 64 1.00E-02 19.3 7 1.90 9.75 64 1.00E-02 19.3 8 1.90 11.65 64 1.00E-02 19.3 9 2.13 13.67 64 1.00E-02 19.3 10 2.13 15.80 64 1.00E-02 19.3 11 2.13 17.93 64 1.00E-02 19.3 Dw (m) H (m) (Vs)avg (m/s) T (s) fs (Hz) 3.00 19.00 199.5 0.381 2.62 Depth* = depth of middle of the layer; Vs = soil shear wave velocity; k = saturated hydraulic conductivity; γ = saturated unit weight; Dw = depth to groundwater table; H = total thickness of soil layer; (Vs)avg = weighted average of soil shear wave velocity; T = 1st natural period of the soil profile; fs = 1st natural frequency of the soil profile.

300 Parameters and Coefficients of the MKZ Model (Program 2) Layer No. MKZ - Nonlinear Stress-Strain MKZ - PWP Dissipation γr (-) β s K2 m n 1 0.00300 3.20 0.74 0.0025 0.43 0.62 2 0.00300 3.20 0.74 0.0025 0.43 0.62 3 0.00300 3.20 0.74 0.0025 0.43 0.62 4 0.00300 3.20 0.74 0.0025 0.43 0.62 5 0.00300 3.20 0.74 0.0025 0.43 0.62 6 0.00300 3.20 0.74 0.0025 0.43 0.62 7 0.00300 3.20 0.74 0.0025 0.43 0.62 8 0.00300 3.20 0.74 0.0025 0.43 0.62 9 0.00300 3.20 0.74 0.0025 0.43 0.62 10 0.00300 3.20 0.74 0.0025 0.43 0.62 11 0.00300 3.20 0.74 0.0025 0.43 0.62 Layer No. MKZ - PWP Generation ν f P F S γtv (%) 1 1 1 0.96 7.5 1 0.025 2 1 1 0.96 7.5 1 0.025 3 1 1 0.96 7.5 1 0.025 4 1 1 0.96 7.5 1 0.025 5 1 1 0.96 7.5 1 0.025 6 1 1 0.96 7.5 1 0.025 7 1 1 0.96 7.5 1 0.025 8 1 1 0.96 7.5 1 0.025 9 1 1 0.96 7.5 1 0.025 10 1 1 0.2 7.5 1 0.025 11 1 1 0.2 7.5 1 0.025 Rayleigh Damping (2) 𝛂𝛂𝐫𝐫 = 0 𝛃𝛃𝐫𝐫 = 6.06e-3 (1) PWP = Pore Water Pressure. (2) Rayleigh damping coefficients, 𝛂𝛂𝐫𝐫, and 𝛃𝛃𝐫𝐫, are calculated by using the period of the soil layer as 0.381 s, the viscous damping, 𝛏𝛏, as %5, and the 𝒏𝒏 value as 0.

301 Parameters and Coefficients of the LE-MC Model (Program 3) Layer No. CM ρd (T/m 3) G0 (MPa) Sig3 hysteretic damping (4) Rayleigh (5,6) a b x0 1 LE-MC 1.60 57.80 1.00 -0.59 -1.21 1% @ 1 Hz 2 LE-MC 1.60 57.80 1.00 -0.59 -1.21 3 LE-MC 1.60 88.90 1.00 -0.59 -1.21 4 LE-MC 1.60 88.90 1.00 -0.59 -1.21 5 LE-MC 1.60 88.20 1.00 -0.59 -1.21 6 LE-MC 1.60 88.20 1.00 -0.59 -1.21 7 LE-MC 1.60 88.20 1.00 -0.59 -1.21 8 LE-MC 1.60 88.20 1.00 -0.59 -1.21 9 LE-MC 1.60 88.20 1.00 -0.59 -1.21 10 LE-MC 1.60 88.20 1.00 -0.59 -1.21 11 LE-MC 1.12 75.00 1.00 -0.55 -1.22 1. LE-MC used for quasi-static stress initialization phase for all layers. 2. Initial bulk modulus calculated assuming Poisson's ratio 0.3 for all layers. 3. Fitted to MKZ model modulus reduction curves used in D-MOD2000 calibration. 4. Based on Ziotopoulou (2010) MS thesis. 5. Total, i.e., combined stiffness- and mass-proportional. Parameters and Coefficients of the PM4SAND Model (Program 3) Layer No. CM Sig3 (three parameters stress- strain model) (4) Rayleigh Damping (5,6) PM4SAND non-default parameters (5) a b x0 Dr Go hpo 1 LE-MC 1.0000 -0.587 -1.206 1% @ 1 Hz - - - 2 LE-MC 1.0000 -0.587 -1.206 - - - 3 PM4SAND - - - 0.47 729 0.7 4 PM4SAND - - - 0.47 729 0.7 5 PM4SAND - - - 0.39 695.51 0.8 6 PM4SAND - - - 0.39 695.51 0.8 7 PM4SAND - - - 0.39 695.51 0.8 8 PM4SAND - - - 0.39 695.51 0.8 9 PM4SAND - - - 0.47 507.53 0.9 10 PM4SAND - - - 0.47 507.53 0.9 11 LE-MC 1.0000 -0.546 -1.216 - - - (1) CM = Constitutive Model (2) LE-MC used for quasi-static stress initialization phase for all layers. (3) Initial bulk modulus calculated assuming Poisson's ratio 0.3 for all layers. (4) Layers 1 through 10 fitted to MKZ model modulus reduction curves used in D-MOD2000 calibration. Layer 11 based on Ziotopoulou (2010). (5) Based on Ziotopoulou (2010). (6) Total, i.e., combined stiffness- and mass-proportional.

302 Parameters and Coefficients of the UBCSAND Model (Program 3) Layer No. CM Sig3 (three parameters stress- strain model) (4) Rayleigh damping (5,6) UBCSAND non-default parameter (5) a b x0 (N1)60cs (7) kGe kB kGp 1 LE-MC 1.0000 -0.5869 -1.2055 1% @ 1 Hz - - - - 2 LE-MC 1.0000 -0.5869 -1.2055 - - - - 3 UBCSAND - - - 10 793 1717 1000 4 UBCSAND - - - 10 793 1717 1000 5 UBCSAND - - - 7 905 1961 750 6 UBCSAND - - - 7 905 1961 750 7 UBCSAND - - - 7 905 1961 750 8 UBCSAND - - - 7 905 1961 750 9 UBCSAND - - - 10 739 1601 800 10 UBCSAND - - - 10 739 1601 800 11 LE-MC 1.0000 -0.5457 -1.2158 - - - - Layer No. UBCSAND Secondary input Parameters mn160 mPa (kPa) mkge mne mme mkgp mnp mrf mhfac1 1 - - - - - - - - - 2 - - - - - - - - - 3 101.3 877.5 4 101.3 877.5 5 101.3 870.7 6 101.3 870.7 7 101.3 870.7 8 101.3 870.7 9 101.3 870.7 10 101.3 870.7 11 - - - - - - - - - (1) CM = Constitutive Model (2) LE-MC used for quasi-static stress initialization phase for all layers. (3) Initial bulk modulus calculated assuming Poisson's ratio 0.3 for all layers. (4) Layers 1 through 10 fitted to MKZ model modulus reduction curves used in D-MOD2000 calibration. Layer 11 based on Ziotopoulou (2010) MS thesis. (5) Based on Ziotopoulou (2010). (6) Total, i.e., combined stiffness- and mass-proportional. (7) "cs" denotes adjusted for "clean sand."

303 Parameters and Coefficients of the UCSDSAND3 Model (Program 3) Layer No. CM Sig3 (three parameters stress- strain model) (4) Rayleigh (5,6) UCSDSAND3 non- default params a b x0 (N1)60 (4,6,7) 1 LE-MC 1.0000 -0.5869 -1.2055 1% @ 1 Hz - 2 LE-MC 1.0000 -0.5869 -1.2055 - 3 UCSDSAND3 - - - 10 4 UCSDSAND3 - - - 10 5 UCSDSAND3 - - - 7 6 UCSDSAND3 - - - 7 7 UCSDSAND3 - - - 7 8 UCSDSAND3 - - - 7 9 UCSDSAND3 - - - 10 10 UCSDSAND3 - - - 10 11 LE-MC 1.0000 -0.5457 -1.2158 - (1) CM = Constitutive Model (2) LE-MC used for quasi-static stress initialization phase for all layers. (3) Initial bulk modulus calculated assuming Poisson's ratio 0.3 for all layers. (4) Layers 1 through 10 fitted to MKZ model modulus reduction curves used in D-MOD2000 calibration. Layer 11 based on Ziotopoulou (2010) MS thesis. (5) Based on Ziotopoulou (2010). (6) Total, i.e., combined stiffness- and mass-proportional. (7) Input values correspond to "clean sand" ("cs") adjusted values.

304 Parameters and Coefficients of the UCSDSAND3 Model (Program 4) Layer No. CM Thickness (m) Parameters of modulus reduction curve 𝒅𝒅 𝑷𝑷𝒓𝒓′(kPa) 𝝋𝝋 (°) 𝒔𝒔𝟎𝟎 (kPa) 𝜸𝜸𝒎𝒎𝒎𝒎𝒎𝒎,𝒓𝒓(%) 𝑵𝑵𝒀𝒀𝒀𝒀 1 U-Sand3 3.00 0.0 40 30 1.5 10 20 2 U-Sand3 2.00 0.0 40 30 1.5 10 20 3 U-Sand3 7.60 0.0 90 30 1.5 10 20 4 U-Sand3 2.13 0.0 90 30 1.5 10 20 5 U-Sand3 4.27 0.0 50 42 1.5 10 20 Layer No. Parameters for generation of PWP Soil Stiffness 𝝋𝝋𝑷𝑷𝑷𝑷 (°) 𝒄𝒄𝒎𝒎 𝒄𝒄𝒃𝒃 𝒄𝒄𝒄𝒄 𝒄𝒄𝒅𝒅 𝒄𝒄𝒆𝒆 𝝂𝝂 𝑩𝑩𝒓𝒓 (MPa) 𝑮𝑮𝒎𝒎𝒎𝒎𝒎𝒎 (MPa) 1 25.30 0.01 3.00 0.40 9.00 0.00 0.30 122.1 56.3 2 25.30 0.01 3.00 0.40 9.00 0.00 0.30 122.1 56.3 3 25.30 0.01 3.00 0.40 9.00 0.00 0.30 186.3 86.0 4 25.30 0.01 3.00 0.40 9.00 0.00 0.30 186.3 86.0 5 30.80 0.01 1.00 0.60 4.60 -1.00 0.30 186.3 86.0 Layer No. 𝒌𝒌𝒔𝒔𝒎𝒎𝒔𝒔 (m/s) 𝑩𝑩𝒇𝒇(GPa) 𝑩𝑩𝒆𝒆(GPa) 𝝆𝝆 (Mg/m 3) Parameters for soil dilation 𝒅𝒅𝒎𝒎 𝒅𝒅𝒃𝒃 𝒅𝒅𝒄𝒄 1 1.00.E-02 2.20 5.50 1.95 0.3 3 -0.3 2 1.00.E-02 2.20 5.50 1.95 0.3 3 -0.3 3 1.00.E-02 2.20 5.50 1.95 0.3 3 -0.3 4 1.00.E-02 2.20 5.50 1.95 0.3 3 -0.3 5 1.00.E-02 2.20 5.50 1.95 0.45 3 -0.4 CM = constitutive model; 𝑑𝑑 = pressure dependent coefficient; 𝑃𝑃𝑟𝑟′ = reference mean effective pressure; 𝜑𝜑 = model friction angle; 𝑠𝑠0 = model cohesion; 𝛾𝛾𝑚𝑚𝑚𝑚𝑚𝑚,𝑟𝑟 = maximum shear strain at reference pressure; 𝑁𝑁𝑌𝑌𝑌𝑌 = number of yield surface; 𝜑𝜑𝑃𝑃𝑃𝑃 = phase transformation angle; 𝑐𝑐𝑚𝑚, 𝑐𝑐𝑏𝑏, 𝑐𝑐𝑐𝑐, 𝑐𝑐𝑑𝑑, 𝑐𝑐𝑒𝑒 = contraction parameters; 𝜈𝜈 = Poisson’s ratio; 𝐵𝐵𝑟𝑟 = bulk modulus; 𝐺𝐺𝑚𝑚𝑚𝑚𝑚𝑚 = small-strain shear modulus; 𝑘𝑘𝑠𝑠𝑚𝑚𝑠𝑠 = soil permeability; 𝐵𝐵𝑓𝑓 = bulk modulus of water; 𝐵𝐵𝑒𝑒 = combined bulk modulus; 𝜌𝜌 = soil density; 𝑑𝑑𝑚𝑚, 𝑑𝑑𝑏𝑏, 𝑑𝑑𝑐𝑐 = soil dilation parameters. Rayleigh damping parameters: 𝜶𝜶𝒓𝒓 = 1.36 and 𝜷𝜷𝒓𝒓 = 0.001. Parameters and Coefficients of the PM4SAND Model (OpenSees) Layer No. CM Thickness (m) 𝝆𝝆 (Mg/m3) Primary parameter Fluid properties 𝑮𝑮𝟎𝟎 𝒉𝒉𝒑𝒑𝒑𝒑 𝒌𝒌𝒔𝒔𝒎𝒎𝒔𝒔 (cm/s) 𝝆𝝆𝒘𝒘 (Mg/m3) 𝑩𝑩𝒆𝒆(GPa) 1 PM4SAND 3.00 1.95 1328 0.44 1.00E-02 1 2.20 2 PM4SAND 2.00 1.95 872 0.51 1.00E-02 1 2.20 3 PM4SAND 7.60 1.95 1034 0.53 1.00E-02 1 2.20 4 PM4SAND 2.13 1.95 873 0.51 1.00E-02 1 2.20 5 PM4SAND 4.27 1.95 801 0.47 1.00E-02 1 2.20 CM = constitutive model; 𝜌𝜌 = soil density; 𝑆𝑆𝑢𝑢 = undrained shear strength; 𝐺𝐺0 = shear modulus coefficient; ℎ𝑝𝑝𝑝𝑝 = contraction rate parameter; 𝑘𝑘𝑠𝑠𝑚𝑚𝑠𝑠 = permeability; 𝜌𝜌𝑤𝑤 = water density; 𝐵𝐵𝑒𝑒 = soil and water combined bulk modulus. Rayleigh damping parameters: 𝜶𝜶𝒓𝒓 = 0.14 and 𝜷𝜷𝒓𝒓 = 9.8 × 10−5.

Next: APPENDIX E-6 Treasure Island Site: Site Response in the 1989 M 6.9 Loma Prieta Earthquake »
Seismic Site Response Analysis with Pore Water Pressure Generation: Resources for Evaluation Get This Book
×
 Seismic Site Response Analysis with Pore Water Pressure Generation: Resources for Evaluation
MyNAP members save 10% online.
Login or Register to save!
Download Free PDF

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.

READ FREE ONLINE

  1. ×

    Welcome to OpenBook!

    You're looking at OpenBook, NAP.edu's online reading room since 1999. Based on feedback from you, our users, we've made some improvements that make it easier than ever to read thousands of publications on our website.

    Do you want to take a quick tour of the OpenBook's features?

    No Thanks Take a Tour »
  2. ×

    Show this book's table of contents, where you can jump to any chapter by name.

    « Back Next »
  3. ×

    ...or use these buttons to go back to the previous chapter or skip to the next one.

    « Back Next »
  4. ×

    Jump up to the previous page or down to the next one. Also, you can type in a page number and press Enter to go directly to that page in the book.

    « Back Next »
  5. ×

    To search the entire text of this book, type in your search term here and press Enter.

    « Back Next »
  6. ×

    Share a link to this book page on your preferred social network or via email.

    « Back Next »
  7. ×

    View our suggested citation for this chapter.

    « Back Next »
  8. ×

    Ready to take your reading offline? Click here to buy this book in print or download it as a free PDF, if available.

    « Back Next »
Stay Connected!