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AASHTO guide specifications for LRFD seismic bridge design by Roy A Imbsen; American Association of State Highway and

By Roy A Imbsen; American Association of State Highway and Transportation Officials. Subcommittee on Bridges and Structures

This e-book covers seismic layout for usual bridge kinds and applies to non-critical and non-essential bridges. it really is licensed as an alternative to the seismic provisions within the AASHTO LRFD Bridge layout Specifications. This differs from the present approaches within the LRFD Specifications within the use of displacement-based layout techniques, rather than the conventional force-based R-Factor strategy. It contains specific counsel and observation on earthquake-resisting components and platforms, international layout concepts, call for modeling, capability calculation, and liquefaction results. skill layout strategies underpin the consultant standards’ method; contains prescriptive detailing for plastic hinging areas and layout standards for ability safeguard of these parts that are meant to now not event harm.
Included during this digital version are the 2012 and 2014 meantime Revisions. Following every one bankruptcy the Revisions are pointed out in addition to associated during the complete booklet the place on hand. See the "Interim Revisions" sections for an entire record of alterations to every part.
Content:
entrance subject
• intervening time Revisions 2012
• Preface
• desk of Contents
Section 1. Introduction
Section 2. Definitions and Notation
Section three. normal Requirements
Section four. research and layout Requirements
Section five. Analytical versions and Procedures
Section 6. beginning and Abutment Design
Section 7. Structural metal Components
Section eight. bolstered Concrete Components
References
Appendices

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Example text

In the transverse direction, the abutment is generally designed to resist the loads elastically. The design objective when abutments are relied on to resist either longitudinal or transverse loads is either to minimize column sizes or reduce the ductility demand on the columns, accepting that damage may occur in the abutment. When the abutment is part of the ERS, the performance expectation is that inelastic deformation will occur in the columns as well as the abutments. If large ductility demands occur in the columns, then the columns may need to be replaced.

2 is desired. 1 and its commentary. x Site-Specific Ground Motion Response Analysis: A sitespecific ground response analysis is used to determine the influence of local ground conditions on the design ground motions. The analysis is generally based on the assumption of a vertically propagating shear wave though more complex analyses can be conducted if warranted. A site-specific ground motion response analysis is typically used to evaluate the influence of “non-standard” soil profiles on ground response to the seismic hazard level.

0 sec (S1) with Seven Percent Probability of Exceedance in 75 yr (Approx. 1000-yr Return Period) and Five Percent Critical Damping © 2011 by the American Association of State Highway and Transportation Officials. All rights reserved. Duplication is a violation of applicable law. 1-18—Horizontal Peak Ground Acceleration Coefficient for Alaska with Seven Percent Probability of Exceedance in 75 yr (Approx. 1000-yr Return Period) © 2011 by the American Association of State Highway and Transportation Officials.

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