1、AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS1EDITION2008Guide Specifications for Bridges Vulnerable to Coastal StormsAMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS444 North Capitol Street, NW, Suite 249Washington, DC 20001www.transportation.org2008 2008 by t
2、he American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.ii Copyright 2008, by the American Association of State Highway and Transportation Officials. All Rights Reserved. Printed in the United States of America. This boo
3、k, or parts thereof, may not be reproduced in any form without written permission of the publishers. 2008 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.iii EXECUTIVE COMMITTEE 20082009 Voting Members Office
4、rs: President: Allen Biehler, Pennsylvania Vice President: Larry L. “Butch” Brown, Sr., Mississippi Secretary-Treasurer: Carlos Braceras, Utah Regional Representatives: REGION I: Carolann Wicks, Delaware, One-Year Term Joseph Marie, Connecticut, Two-Year Term REGION II: Larry L. “Butch” Brown, Missi
5、ssippi, One-Year Term Dan Flowers, Arkansas, Two-Year Term REGION III: Kirk T. Steudle, Michigan, One-Year Term Nancy J. Richardson, Iowa, Two-Year Term REGION IV: Rhonda G. Faught, New Mexico, One-Year Term Will Kempton, California, Two-Year Term Nonvoting Members Immediate Past President: Pete K.
6、Rahn, Missouri AASHTO Executive Director: John Horsley, Washington, DC 2008 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.iv HIGHWAYS SUBCOMMITTEE ON BRIDGES AND STRUCTURES, 2008 MALCOLM T. KERLEY, Chair KE
7、VIN THOMPSON, Vice Chair M. MYINT LWIN, Federal Highway Administration, Secretary FIRAS I. SHEIKH IBRAHIM, Federal Highway Administration, Assistant Secretary ALABAMA, John F. Black, William F. Conway, George H. Conner ALASKA, Richard A. Pratt ARIZONA, Jean A. Nehme ARKANSAS, Phil Brand CALIFORNIA,
8、Kevin Thompson, Susan Hida, Barton J. Newton COLORADO, Mark A. Leonard, Michael G. Salamon CONNECTICUT, Gary J. Abramowicz, Julie F. Georges DELAWARE, Jiten K. Soneji, Barry A. Benton DISTRICT OF COLUMBIA, Nicolas Glados, L. Donald Cooney, Konjit “Connie” Eskender FLORIDA, Robert V. Robertson, Jr.,
9、Marcus Ansley, Andre Pavlov GEORGIA, Paul V. Liles, Jr., Brian Summers HAWAII, Paul T. Santo IDAHO, Matthew M. Farrar ILLINOIS, Ralph E. Anderson, Thomas J. Domagalski INDIANA, Anne M. Rearick IOWA, Norman L. McDonald KANSAS, Kenneth F. Hurst, James J. Brennan, Loren R. Risch KENTUCKY, Allen Frank L
10、OUISIANA, Hossein Ghara, Arthur DAndrea, Paul Fossier MAINE, David Sherlock, Jeffrey S. Folsom MARYLAND, Earle S. Freedman, Robert J. Healy MASSACHUSETTS, Alexander K. Bardow MICHIGAN, Steven P. Beck, David Juntunen MINNESOTA, Daniel L. Dorgan, Kevin Western MISSISSIPPI, Mitchell K. Carr, B. Keith C
11、arr MISSOURI, Dennis Heckman, Michael Harms MONTANA, Kent M. Barnes NEBRASKA, Lyman D. Freemon, Mark Ahlman, Hussam “Sam” Fallaha NEVADA, Mark P. Elicegui, Marc Grunert, Todd Stefonowicz NEW HAMPSHIRE, Mark W. Richardson, David L. Scott NEW JERSEY, Richard W. Dunne NEW MEXICO, Jimmy D. Camp NEW YORK
12、, George A. Christian, Donald F. Dwyer, Arthur P. Yannotti NORTH CAROLINA, Greg R. Perfetti NORTH DAKOTA, Terrence R. Udland OHIO, Timothy J. Keller, Jawdat Siddiqi OKLAHOMA, Robert J. Rusch, Gregory D. Allen OREGON, Bruce V. Johnson, Hormoz Seradj PENNSYLVANIA, Thomas P. Macioce, Harold C. “Hal” Ro
13、gers, Jr., Lou Ruzzi PUERTO RICO, Jaime Cabr RHODE ISLAND, David Fish SOUTH CAROLINA, Barry W. Bowers, Jeff Sizemore SOUTH DAKOTA, Kevin Goeden TENNESSEE, Edward P. Wasserman TEXAS, William R. Cox, David P. Hohmann U.S. DOT, M. Myint Lwin, Firas I. Sheikh Ibrahim, Hala Elgaaly UTAH, Richard Miller V
14、ERMONT, William Michael Hedges VIRGINIA, Malcolm T. Kerley, Kendal Walus, Prasad L. Nallapaneni, Julius F. J. Volgyi, Jr. WASHINGTON, Jugesh Kapur, Tony M. Allen, Bijan Khaleghi WEST VIRGINIA, Gregory Bailey WISCONSIN, Scot Becker, Beth A. Cannestra, Finn Hubbard WYOMING, Gregg C. Fredrick, Keith R.
15、 Fulton ALBERTA, Tom Loo NEW BRUNSWICK, Doug Noble NOVA SCOTIA, Mark Pertus ONTARIO, Bala Tharmabala SASKATCHEWAN, Howard Yea GOLDEN GATE BRIDGE, Kary H. Witt N.J. TURNPIKE AUTHORITY, Richard J. Raczynski N.Y. STATE BRIDGE AUTHORITY, William J. Moreau PENN. TURNPIKE COMMISSION, Gary L. Graham SURFAC
16、E DEPLOYMENT AND DISTRIBUTION COMMAND TRANSPORTATION ENGINEERING AGENCY, Robert D. Franz U.S. ARMY CORPS OF ENGINEERSDEPARTMENT OF THE ARMY, Paul C. T. Tan U.S. COAST GUARD, Nick E. Mpras, Jacob Patnaik U.S. DEPARTMENT OF AGRICULTUREFOREST SERVICE, John R. Kattell 2008 by the American Association of
17、 State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.v FOREWORD In 2004 and 2005, Hurricanes Ivan and Rita caused significant damage to numerous bridges in the Gulf Coast states. Subsequently, the Federal Highway Administration (FHWA) initiate
18、d a pooled fund contract DTHF61-06-T-7006 for the “Development of Guide Specifications for Bridges Vulnerable to Coastal Storms and Handbook of Retrofit Options for Bridges Vulnerable to Coastal Storms.” Sponsored by ten states and the FHWA, the project was contracted to the private firm Modjeski an
19、d Masters, Inc., with subconsultants Moffatt and Nichol, Inc., Ocean Engineering Associates, Inc., DAppolonia, Inc., and Dr. Dennis R. Mertz. Dr. John M. Kulicki was the principal investigator for Modjeski and Masters, Inc. An AASHTO/FHWA Wave Task Force was established to provide technical guidance
20、 and oversight for the contractor. The Task Force was initially chaired by William N. Nickas of the Florida Department of Transportation and later by Gregory R. Perfetti of the North Carolina Department of Transportation. Thomas D. Everett of the FHWA served as Vice Chairman of the Task Force. AASHT
21、O State Bridge Engineer representatives included Mitchell K. Carr of the Mississippi Department of Transportation and Hossein Ghara of the Louisiana Department of Transportation and Development. AASHTO State Hydraulic Engineer representatives included Kevin Flora of the California Department of Tran
22、sportation, David R. Henderson of the North Carolina Department of Transportation, and Rick Renna of the Florida Department of Transportation. FHWA representatives included project manager Dr. Firas Sheikh Ibrahim, Jerry A. DiMaggio, Shoukry Elnahal, Dr. Kornel Kerenyi, and Joseph Krolak. Coastal an
23、d ocean engineering subject matter expert representatives included Dr. Robert A. Dalrymple of Johns Hopkins University, Dr. David L. Kreibel of the U.S. Naval Academy, and Spencer M. Rogers, Jr. of North Carolina Sea Grant. This document contains specifications for the design of bridges vulnerable t
24、o coastal storms that were prepared for the FHWA under the aforementioned pooled fund contract. The specifications are comprehensive and embody new concepts which have not been included in previous design provisions. The methods for calculating wave forces on superstructures presented herein are bas
25、ed primarily on numerical simulation of the state of pressure, velocity, and acceleration within the water as a wave passes under or over bridge cross sections. Physical wave tank tests conducted by the Coastal Engineering Laboratory at the University of Florida were used to develop some coefficient
26、s needed for the numerical simulation process, known as the Physics Based Method (PBM), and to verify the results. Bridge failures due to storm surge and wave loading in Gulf Coast states during recent years provided limited field data that was used to further verify these methods. Provisions for cu
27、rrent-induced forces include the results of recent research conducted at the Turner-Fairbank Highway Research Center. 2008 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law. 2008 by the American Association of
28、State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.GUIDE SPECIFICATIONS FOR BRIDGES VULNERABLE TO COASTAL STORMS TABLE OF CONTENTS viiSECTION 1SCOPE 1 1.1GENERAL. 1 SECTION 2DEFINITIONS 3 SECTION 3NOTATION 7 SECTION 4GENERAL 9 4.1GENERAL. 9 4
29、.2CLEARANCE REQUIRED TO AVOID WAVE FORCES ON SUPERSTRUCTURE . 9 4.3FORCE MITIGATION . 9 4.4FORCE ACCOMMODATION . 10 4.4.1General 10 4.4.2Design for the Full Wave Loads . 10 4.4.3Fusing for Partial Loads 11 4.4.4Submersible Superstructures. 11 SECTION 5LIMIT STATES, LOAD COMBINATIONS, AND DESIGN FORC
30、ES. 13 5.1LIMIT STATES AND PERFORMANCE OBJECTIVES FOR BRIDGES, OR SPANS OF BRIDGES, THAT CANNOT BE RAISED ABOVE THE WAVE ZONE 13 5.2LOAD COMBINATIONS . 14 5.3MINIMUM LOADS. 15 SECTION 6FORCES ASSOCIATED WITH COASTAL STORMS . 17 6.1HYDRODYNAMIC LOADS AND DESIGN PARAMETERS. 17 6.1.1General 17 6.1.2Hyd
31、rostatic and Hydrodynamic Forces and Moments on Superstructure. 18 6.1.2.1General . 18 6.1.2.2Maximum Quasi-Static Vertical Force and Associated Forces and Moment . 21 6.1.2.2.1Maximum Quasi-Static Vertical Force.21 6.1.2.2.1aGirder Spans 26 6.1.2.2.1bSlab Spans . 27 6.1.2.2.2Associated Vertical Sla
32、mming Force . 27 6.1.2.2.3Associated Horizontal Quasi-Static Wave Force 28 6.1.2.2.4Associated Moment about the Trailing Edge Due to the Quasi-static and Slamming Forces 30 6.1.2.3Maximum Horizontal Wave Force and Associated Forces and Moments 31 6.1.2.3.1Maximum Horizontal Wave Force .31 6.1.2.3.2A
33、ssociated Quasi-Static Vertical Force 32 6.1.2.3.3Associated Vertical Slamming Force . 33 6.1.2.3.4Associated Moment about Trailing Edge . 33 6.1.2.4Current Loads on Superstructure 33 6.1.3Hydrodynamic Loads on Substructure 34 6.1.3.1General . 34 6.1.3.2Forces on Exposed Piles and Columns . 34 6.1.3
34、.3Forces on Exposed Pier Shafts and Walls. 35 6.2LEVELS OF ANALYSIS OF FORCES FROM COASTAL STORMS 37 6.2.1General 37 6.2.2Level I Analysis of Design Parameters. 37 6.2.2.1Required Information 38 6.2.2.2Base Design Wind Velocity 38 6.2.2.3Design Water Level 45 6.2.2.4Design Wave Parameters 46 6.2.2.5
35、Maximum Water Elevation. 48 6.2.2.6Design Current Velocity . 48 6.2.3Level II Analysis of Design Parameters . 48 6.2.3.1General . 48 6.2.3.2Design Wind Velocity 49 6.2.3.3Design Water Level 49 6.2.3.4Reduction in Wind Velocity and Water Elevation 49 6.2.3.5Design Wave Parameters 51 2008 by the Ameri
36、can Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.viii 6.2.3.6Maximum Water Elevation.52 6.2.3.7Design Current Velocities.52 6.2.4Level III Analysis of Design Parameters 52 6.2.4.1General52 6.2.4.2Design Wind Velocity Stor
37、m Water Level, Current Velocity, and Wave Parameters52 2008 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.SECTION 1 SCOPE 1 1.1GENERAL Article 5.1 of these Specifications gives Owners the opportunity to app
38、ly coastal loads in either the strengthlimit state or the extreme limit state, depending on theOwners assessment of the criticality of the bridge. Evacuation and rescue/recovery of the affected areashould be a prime factor when considering a system ofbridges serving a coastal area. The effect on the
39、 localeconomy should also be considered. No effect of anticipated climate change has beenaccounted for herein. Individual Owners may include thisfeature depending on their jurisdictions policy in thisregard. 2008 by the American Association of State Highway and Transportation Officials.All rights re
40、served. Duplication is a violation of applicable law. 2008 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.SECTION 2 DEFINITIONS 3 Not all definitions herein have been used in these Specifications. The defini
41、tions are, however, part of the lexicon of coastal engineering and may be useful when reading literature in the field. Astronomical TidePeriodic fluctuations in the elevation of coastal and ocean waters due to gravitational forces fromthe moon, sun, and planets. BathymetryThe measurement of water de
42、pths in oceans, seas, and lakes; also, information derived from such measurements. BuoyancyThe net vertical component of the pressure forces on a body due to the surrounding fluid. Numericallyequal to the weight of the fluid displaced by the body. DatumAny permanent line, plane, or surface used as a
43、 reference datum to which elevations are referred. DepthThe vertical distance from a specified datum to the sea floor. Design StormThe storm used to establish the meteorological/oceanographic (met/ocean) loads for which a structureis designed to withstand. The probability of this event (return inter
44、val) is based on the level of risk deemedappropriate for that particular structure and situation. Design Wave ConditionsThe wind wave parameters (heights and periods) generated at the point of interest by thedesign storm. Since wind waves are irregular and consist of a range of wave heights and peri
45、ods, the design waveheight depends on the type of structure, acceptable level of risk for the design, event duration, and depth andsteepness limitations. The design wave height is often expressed as a constant times the significant wave height(which is the average height of the one-third highest wav
46、es). Duration, MinimumThe time necessary for steady-state wave conditions to develop for a given wind velocity over agiven fetch length. Ebb CurrentAstronomical tide-generated water flow from land to the sea. Ebb TidePhase of the astronomical tide where water is flowing from the land to the sea. Fet
47、ch LengthFor a given point in a water body, the fetch length is the horizontal length from that point to the waters edge in the direction from which the wind is blowing. Fetch Limited WaveWind-generated wave heights and periods depend on wind speed, wind duration, and fetchlength as well as water de
48、pth and wave steepness. Waves whose parameters are limited by the length of the fetch are called fetch limited waves. Flood CurrentAstronomical tide generated water flow from sea to the land. Flood TidePhase of the astronomical tide where water is flowing from the sea to the land. Highest Astronomic
49、al Tide (HAT)The highest level of water that can be predicted to occur under any combination of astronomical conditions. This level may not be reached every year. HindcastingThe process of simulating an event after the fact. Hurricane hindcasting starts with measured and interpolated/extrapolated atmospheric pressure fields within and throughout the duration of the storm. Thisinformation is used as input to computer models to recreate the wind velocity, water level, and water velocity at the
