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Update of Bridge Design Standards in Alabama for Aashto Lrfd Seismic Design Requirements

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Update of Bridge Design Standards in Alabama for Aashto Lrfd Seismic Design Requirements Research Report UPDATE OF BRIDGE DESIGN STANDARDS IN ALABAMA FOR AASHTO LRFD SEISMIC DESIGN REQUIREMENTS Submitted to The Alabama Department of Transportation Prepared by Justin D. Marshall, Ph.D., P.E. J. Brian Anderson, Ph.D., P.E. Jordan D. Law Jordan L. Panzer Kevin M. Kane NOVEMBER 2013 1. Report No. 2. Government Accession No. 3. Recipient Catalog No. ALDOT 930-803 4 Title and Subtitle 5 Report Date UPDATE OF BRIDGE DESIGN STANDARDS IN ALABAMA November 2013 FOR AASHTO LRFD SEISMIC DESIGN REQUIREMENTS 6 Performing Organization Code 7. Author(s) 8 Performing Justin D. Marshall, J. Brian Anderson, Jordan D. Law, Jordan ALDOT 930-803 L. Panzer, Kevin M. Kane 9 Performing Organization Name and Address 10 Work Unit No. (TRAIS) Highway Research Center Department of Civil Engineering 11 Contract or Grant No. 238 Harbert Engineering Center Auburn, AL 36849 12 Sponsoring Agency Name and Address 13 Type of Report and Period Alabama Department of Transportation Covered 1409 Coliseum Boulevard Technical Report Montgomery, Alabama 36130-3050 14 Sponsoring Agency Code 15 Supplementary Notes 16 Abstract The Alabama Department of Transportation (ALDOT) has been required to update their bridge design to the LRFD Bridge Design Specifications. This transition has resulted in changes to the seismic design standards of bridges in the state. Multiple bridges, provided by ALDOT, were re-designed so that they satisfied the requirements of the LRFD Specifications. New details were used to create standard drawings for bridges in SDC A and B. The superstructure-to-substructure connection was also investigated for the horizontal design forces. The original connection was recommended along with an extended longitudinal seat width. A new equation for determining the minimum seat width was recommended, and this new design philosophy was incorporated into the re-design of the bridges. Nonlinear response history analyses of bridge models resulted in the acceptance of the guide specification’s design for use in Critical and Essential bridges. A comparison of the currently designed connection and an updated design was also performed, and indicated that the updated design could improve bridge behavior. Based on direct analysis of foundations, pile foundations were found to not be adequate to resist seismic loads in soft or liquefiable soils. Drilled shaft were sufficient regardless of soil type. 17 Key Words 18 Distribution Statement Seismic Bridge Design, Displacement-Based No restrictions. This document is Design, Soil-Foundation-Structure Interaction, available to the public through the Nonlinear Response History Analysis National Technical Information Service, Springfield, Virginia 22161 19 Security 20 Security 21 No. of pages 22 Price Classification (of Classification (of 323 this report) this page) Unclassified Unclassified FORM DOT F 1700.7 (8-72) ii Research Report ALDOT Research Project #930-803 UPDATE OF BRIDGE DESIGN STANDARDS IN ALABAMA FOR AASHTO LRFD SEISMIC DESIGN REQUIREMENTS Submitted to The Alabama Department of Transportation Prepared by Justin D. Marshall J. Brian Anderson Jordan D. Law Jordan L. Panzer Kevin M. Kane Highway Research Center and Department of Civil Engineering at Auburn University NOVEMBER 2013 iii DISCLAIMERS The contents of this report reflect the views of the authors, who are responsible for the facts and the accuracy of the data presented herein. The contents do not necessarily reflect the official views or policies of Auburn University or the Federal Highway Administration. This report does not constitute a standard, specification, or regulation. NOT INTENDED FOR CONSTRUCTION, BIDDING, OR PERMIT PURPOSES Justin D. Marshall, Ph.D., P.E. J. Brian Anderson, Ph.D., P.E. Research Supervisors ACKNOWLEDGEMENTS Superstructure-to-substructure connections were obtained and studied from the following state DOTs: Alabama, Alaska, Georgia, Illinois, Missouri, North Carolina, Oregon, South Carolina, and Tennessee. Also, Volkert and Associates provided a restrainer detail that was studied. iv Abstract The Alabama Department of Transportation (ALDOT) has been required to update their bridge design specifications from the Standard Specifications for Highway Bridges to the LRFD Bridge Design Specifications. This transition has resulted in changes to the seismic design standards of bridges in the state. These changes, as well as their resulting effects on the design of bridges, have been researched and are discussed in this report. One of the goals was to determine if standard drawings and details for bridges in Seismic Design Categories A and B, which are low to moderate seismic regions, could be generated. Multiple bridges, provided by ALDOT, were re-designed so that they satisfied the requirements of the LRFD Specifications. These new design details were used to create standard drawings for bridges in SDC A and B. The superstructure-to-substructure connection was also investigated to determine if it was adequate to resist the expected horizontal design forces. It was determined to be inadequate, but instead of proposing a new connection design, the original connection was recommended along with supplying an extended seat width in the longitudinal direction. A new equation for determining the minimum seat width was recommended, and this new design philosophy was incorporated into the re-design of the bridges. Nonlinear history analyses of nonlinear bridge models resulted in the acceptance of the guide specification’s design for use in Critical and Essential bridges. Some additional design may be required for bridges with taller substructures due to p-delta effects. A comparison of the currently designed connection and an updated design was also performed, and indicated that the updated design could improve bridge behavior. v Based on direct analysis of the foundations of the bridges in the study, pile foundations were found to not be adequate to resist seismic loads in soft or liquefiable soils. Drilled shaft foundations were sufficient regardless of soil type. States surveyed allowed driven piles in seismic design with specific soil requirements. vi Table of Contents Acknowledgements ........................................................................................................................ iv Abstract ........................................................................................................................................... v Table of Contents .......................................................................................................................... vii List of Tables ............................................................................................................................... xiii List of Figures .............................................................................................................................. xvi Chapter 1: Introduction ................................................................................................................... 1 1.1 Problem Statement ........................................................................................................... 1 1.2 Problem Overview............................................................................................................ 2 1.3 Project Deliverables ......................................................................................................... 3 1.4 Report Outline .................................................................................................................. 4 Chapter 2: Literature Review .......................................................................................................... 6 2.1 Introduction ...................................................................................................................... 6 2.2 Specification Comparison ................................................................................................ 6 2.2.1 Standard Specifications ............................................................................................. 9 2.2.2 LRFD Specifications ............................................................................................... 10 2.2.3 Guide Specifications ............................................................................................... 12 2.3 Liquefaction in Alabama ................................................................................................ 14 2.4 Soil Foundation Structure Interaction Analysis ............................................................. 19 2.4.1 Kinematic Interaction.............................................................................................. 19 2.4.2 Inertial Interaction ................................................................................................... 20 2.4.3 Seismic and Dynamic Response Analysis Methods ............................................... 21 2.5 Software ......................................................................................................................... 25 2.5.1 Overview of FB-MultiPier ...................................................................................... 25 2.5.2 Dynamic Analysis Methods .................................................................................... 27 2.5.3 FB-MultiPier Limitations........................................................................................ 31 2.6 FHWA LRFD Seismic Analysis and Design of Bridge Foundations ............................ 32 2.7 Pile Failure Modes ........................................................................................................
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