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From page 305... ...
305 APPENDIX E-6 Treasure Island Site Site Response in the 1989 M 6.9 Loma Prieta Earthquake General This Appendix presents results of numerical modeling of the response of the Treasure Island (TI) site in the 1989 M 6.9 Loma Prieta earthquake.
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306 Table E-2. Loma Prieta Earthquake β Earthquake and Strong Motion Parameters at the Site.
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307 Advanced Laboratory Testing and Interpretation of the Results Table E-3 summarizes information on the available results of advanced laboratory testing. Detailed information about this testing is provided in Appendix D-1.
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310 The parameters of constitutive models developed by CM sub-model testing and by element testing are presented in a series of tables enclosed as an Attachment. Also included in these tables are program-specific parameters that do not classify as parameters of CMs.
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311 (a) Program 2 (MKZ)
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312 Results - Ground Surface Response The Total Stress Analysis (TSA) was performed first to establish a Total Stress (TS)
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313 (a) Program 2 (MKZ)
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314 Results - Response within Soil Profile Figure E-11 shows selected results of the TSA in a profile view. Input PGA (recorded as outcrop and read as an "within motion" from SHAKE at approximately 90 m b.g.s.)
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315 (a) Program 2 (MKZ)
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316 (c) Peak Shear Strain (d)
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317 (b) Figure E-10.
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318 References Gibbs, J F., Fumal, T
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319 APPENDIX E-6 Attachment Site Response Model of the TI Site Layer No. Soil Type Thickness (m)
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321 44 0.0023 1.44 0.69 N/A N/A N/A 45 0.0023 1.44 0.69 N/A N/A N/A 46 0.0023 1.44 0.69 N/A N/A N/A Layer No. MKZ - PWP Generation Ξ½ f P F S Ξ³tv (%)
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322 46 N/A N/A N/A N/A N/A 1.000 MKZ - PWP Generation Layer No.
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From page 323... ...
323 Rayleigh Damping(2) πππ«π« = 3.8 πππ«π« = 3.66-e4 Rayleigh damping coefficients are calculated for: Ts = 1.378 s, the viscous damping as 0.5%, and n = 5.
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From page 325... ...
325 2 20.40 0.03 5.00 0.20 16.00 2.00 0.30 84.4 39.0 3 20.40 0.03 5.00 0.20 16.00 2.00 0.30 63.1 29.1 4 20.40 0.03 5.00 0.20 16.00 2.00 0.30 82.0 37.9 5 20.40 0.03 5.00 0.20 16.00 2.00 0.30 106.2 49.0 6 20.40 0.03 5.00 0.20 16.00 2.00 0.30 134.9 62.3 7 20.40 0.03 5.00 0.20 16.00 2.00 0.30 152.2 70.3 8 N/A N/A N/A N/A N/A N/A 0.40 195.0 41.8 9 N/A N/A N/A N/A N/A N/A 0.40 168.0 36.0 10 N/A N/A N/A N/A N/A N/A 0.40 224.1 48.0 11 N/A N/A N/A N/A N/A N/A 0.40 234.2 50.2 12 N/A N/A N/A N/A N/A N/A 0.40 314.3 67.3 13 N/A N/A N/A N/A N/A N/A 0.40 285.3 61.1 14 N/A N/A N/A N/A N/A N/A 0.40 165.8 35.5 15 N/A N/A N/A N/A N/A N/A 0.40 181.3 38.8 16 N/A N/A N/A N/A N/A N/A 0.40 209.3 44.8 17 N/A N/A N/A N/A N/A N/A 0.40 211.7 45.4 18 N/A N/A N/A N/A N/A N/A 0.40 376.4 80.7 19 24.00 0.01 1.00 0.60 4.60 -1.00 0.30 606.5 279.9 20 24.00 0.01 1.00 0.60 4.60 -1.00 0.30 418.4 193.1 21 24.00 0.01 1.00 0.60 4.60 -1.00 0.30 460.7 212.7 22 24.00 0.01 1.00 0.60 4.60 -1.00 0.30 355.0 163.8 23 24.00 0.01 1.00 0.60 4.60 -1.00 0.30 294.4 135.9 24 N/A N/A N/A N/A N/A N/A 0.48 2361.6 95.7 25 N/A N/A N/A N/A N/A N/A 0.48 3077.9 124.8 26 37.20 0.00 0.00 0.80 2.20 0.00 0.30 637.5 294.3 27 N/A N/A N/A N/A N/A N/A 0.48 6447.8 261.4 Layer No.
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From page 326... ...
326 23 1.00.E-06 2.20 5.50 2.03 0.45 3 -0.4 24 1.00.E-10 2.20 5.50 1.76 N/A N/A N/A 25 1.00.E-10 2.20 5.50 1.76 N/A N/A N/A 26 1.00.E-04 2.20 5.50 2.16 0.6 3 0.5 27 1.00.E-10 2.20 5.50 1.76 N/A N/A N/A D = depth of bottom of element ππ = pressure dependent coefficient; ππππβ² = reference mean effective pressure; ππ = model friction angle; π π 0 = model cohesion; πΎπΎππππππ,ππ = maximum shear strain at reference pressure; ππππππ = number of yield surface; ππππππ = phase transformation angle; ππππ, ππππ, ππππ, ππππ, ππππ = contraction parameters; ππ = Poisson's ratio; π΅π΅ππ = bulk modulus; πΊπΊππππππ = small-strain shear modulus; πππ π πππ π = soil permeability; π΅π΅ππ = bulk modulus of water; π΅π΅ππ = combined bulk modulus; ππ = soil density; ππππ, ππππ, ππππ = soil dilation parameters. Rayleigh damping parameters: πΆπΆππ = 0.04 and π·π·ππ = 0.0004.
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From page 327... ...
327 34 PM4SILT 1.76 178.00 401 2.20 1.00E-08 1.00 2.20 35 PM4SILT 1.76 178.00 390 2.20 1.00E-08 1.00 2.20 36 PM4SILT 1.76 178.00 381 2.20 1.00E-08 1.00 2.20 37 PM4SILT 1.76 178.00 371 2.20 1.00E-08 1.00 2.20 38 PM4SILT 1.76 178.00 362 2.20 1.00E-08 1.00 2.20 39 PM4SILT 1.76 216.00 354 2.20 1.00E-08 1.00 2.20 40 PM4SILT 1.76 216.00 346 2.20 1.00E-08 1.00 2.20 41 PM4SILT 1.76 216.00 339 2.20 1.00E-08 1.00 2.20 42 PM4SAND 2.16 N/A 1510 0.63 1.00E-02 1.00 2.20 43 PM4SAND 2.16 N/A 1473 0.63 1.00E-02 1.00 2.20 44 PM4SILT 1.76 262.00 645 2.20 1.00E-08 1.00 2.20 45 PM4SILT 1.76 262.00 633 2.20 1.00E-08 1.00 2.20 46 PM4SILT 1.76 262.00 621 2.20 1.00E-08 1.00 2.20 ππ = soil density; πππ’π’ = undrained shear strength; πΊπΊ0 = shear modulus coefficient; βππππ = contraction rate parameter; πππ π πππ π = permeability; πππ€π€ = water density; π΅π΅ππ = soil and water combined bulk modulus. Rayleigh damping parameters: πΆπΆππ = 0.04 and π·π·ππ = 4 Γ 10β4.
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