AASHTO guide specifications for LRFD seismic bridge design. by AASHTO

By AASHTO

Part 1. advent -- part 2. Definitions and notation -- part three. common standards -- part four. research and layout standards -- part five. Analytical types and techniques -- part 6. beginning and abutment layout -- part 7. Structural metal parts -- part eight. strengthened concrete elements -- References -- Appendix A: Foundation-rocking research -- Appendix B: layout flowcharts.; Covers seismic layout for ordinary bridge varieties and applies to non-critical and non-essential bridges. licensed as another to the seismic provisions within the AASHTO LRFD Bridge layout requisites. Differs from the present tactics within the LRFD necessities within the use of displacement-based layout methods, rather than the normal force-based R-Factor process. comprises distinctive information and statement on earthquake-resisting parts and structures, worldwide layout options, call for modeling, means calculation, and liquefaction results. skill layout systems underpin the consultant requirements' method; comprises prescriptive detailing for plastic hinging areas and layout standards for ability security of these parts that are meant to no longer event damage.--

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3) to magnify displacements in the short-period range also offsets the reductions in conservatism when using the transition from As to SDS. For periods exceeding approximately 3 sec, depending on the seismic environment, Eq. 1-8 may be conservative because the ground motions may be approaching the constant spectral displacement range for which Sa decays with period as 1/T2. , International Building Code (ICC, 2006). However, the constant displacement portion of the response spectrum has not been included herein.

Duplication is a violation of applicable law. 1-11—Horizontal Peak Ground Acceleration Coefficient for Region 3 (PGA) 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. All rights reserved. Duplication is a violation of applicable law. 2-sec (Ss) 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.

Elastic response of the substructure elements is possible with seismic isolation because the elastic forces resulting from seismic isolation are generally less than the reduced design forces required by conventional ductile design. Energy Dissipation. This design approach adds energydissipation elements between the superstructure and the substructure and between the superstructure and abutment, with the intent of dissipating energy in these elements. This eliminates the need for energy dissipation in the plastic hinge zones of columns.

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