[雙語翻譯]--港航外文翻譯--奧克蘭港新設計碼頭抗震能力評估（原文）

1、1Evaluating the Seismic Capacity of a Newly Designed Wharf at the Port of OaklandShah Vahdani,1 John Egan,2 Robert Pyke,3 Chih-Cheng Chin,4 Tom Griswold, 5and Tom LaBasco61 Shah Vahdani, PE, Vice President, Fugro West, I

2、nc.,1000 Broadway, #200, Oakland, CA, Tel 510-267-4419, Fax 510-268-0137, svahdani@fugro.com.2 John Egan, PE, Principal Engineer, Geomatrix Consultants, Inc., 2101 Webster Street, 12th Floor, Oakland, CA 94612: Tel 510-6

3、63-4184, Fax 510-663-4141; ccchin@geomatrix.com3 Robert Pyke, Consulting Engineer, 1076 Carol Lane, #136, Lafayette, CA 94549, Tel 925-283-6765, Fax 925-283-7614, bobpyke@attglobal.net.4 Chin-Cheng Chin, Project Engineer

4、, Geomatrix Consultants, Inc., 2101 Webster Street, 12th Floor, Oakland, CA 94612: Tel 510-663-4292, Fax 510-663-4141; jegan@geomatrix.com5 Tom Griswold, SE, Principal, Liftech Consultants Inc., 344-20th Street, Suite 36

5、0, Oakland, CA 94612: Tel 510-832-5606, Fax 510-832-2436; tgriswold@liftech.net6 Tom LaBasco, PE, Port Principal Engineer, Port of Oakland, 530 Water Street, Oakland, CA 94607, Tel 510-627-1498, Fax 510-272-9329, tlabasc

6、o@portoakland.comAbstractThis paper presents the findings of a seismic capacity study of the recently designed Berth 59 wharf at the Port of Oakland (the Port), California. The study was conducted to evaluate whether or

7、not the wharf would collapse in a 2500 year San Francisco Bay Area seismic event. The wharf had been designed in accordance with the Port’s seismic design requirements and criteria explained below.The Port’s wharf design

8、 criteria require designing for strain limits for the forces resulting from three seismic levels. The three levels are events having 50, 20, and 10 percent probability of exceedance in 50 years. The return periods for th

9、ese events are approximately 75 years (Level I), 225 years (Level II), and 500 years (Level III), respectively. The wharves are expected to suffer no or little damage andPorts 2007: 30 Years of Sharing Ideas...1977-2007

10、Copyright ASCE 2007 Copyright ASCE 2007 Ports 2007 Ports 2007Downloaded 13 Jun 2012 to 58.20.15.130. Redistribution subject to ASCE license or copyright. Visit http://www.ascelibrary.org3`H A124'-0“EL +14.75' 2&#

11、39;-2“ THICK CONCRETE DECKRIP RAPROCK FILL 24“ OCTAGONAL PRESTRESSED PILES AT 24'-0“ O.C. U.O.N.EL -50'EL -55'G F E D C BAT 8'-0“ O.C.AT 12'-0“ O.C.AT 6'-0“ O.C.Figure 1. Cross Section of Bert

12、h 59 Wharf at Port of Oaklandd = depth below surface, OBM= old bay mud SAF=San Antonio Formation, YBM=young bay mudFigure 2. Subsurface Conditions at Berth 59Layer Material Type Top Elevation Total Unit Weight Friction A

13、ngle Shear Strength k Vs G/Gmax - Damping(ft) (pcf) (degree) (psf) (pci) (fps)1 New Fill 15 125 36 0 225 550/450 Fill2 Mixed Fill 13 125 36 0 225 550/4503 Clayey Sand Fill 10 125 30 0 225 550/4504 Clayey Sand Fill (below

14、 gwt) 6 130 30 0 125 550/4505 Bay Mud -2 100 0 see note 30 350 + 4d YBM6 Loose Clayey Sand -15 130 0 250 30 1000 + 5d SAF7 Medium Dense Clayey Sand -21 135 0 400 30 1000 + 5d8 Very Dense Sand -25 130 45 0 125 1000 + 5d9

15、Dense Clayey Sand -45 140 38 0 125 1000 + 5d10 Very Dense Sand -60 135 45 0 125 1000 + 5d11 Dense Clayey Sand -65 140 38 0 125 1000 + 5d12 OBM -73 115 0 2500 1000 800 + d OBM13 Rock Dike (above gwt) 10 115 42 0 225 600 +

16、 10d Rock Fill14 Rock Dike (below gwt) 6 120 42 0 125 600 + 10dNote: 354 psf at Elevation -2, then increases at 9.4 psf/ftPorts 2007: 30 Years of Sharing Ideas...1977-2007Copyright ASCE 2007 Copyright ASCE 2007 Ports 20