Part 1. creation -- part 2. Definitions and notation -- part three. common requisites -- part four. research and layout standards -- part five. Analytical versions and systems -- part 6. origin and abutment layout -- part 7. Structural metal parts -- part eight. strengthened concrete parts -- References -- Appendix A: Foundation-rocking research -- Appendix B: layout flowcharts.; Covers seismic layout for general bridge varieties and applies to non-critical and non-essential bridges. licensed as an alternative to the seismic provisions within the AASHTO LRFD Bridge layout requisites. Differs from the present systems within the LRFD requirements within the use of displacement-based layout tactics, rather than the normal force-based R-Factor strategy. contains targeted information and observation on earthquake-resisting parts and structures, international layout thoughts, call for modeling, potential calculation, and liquefaction results. capability layout tactics underpin the consultant requirements' technique; contains prescriptive detailing for plastic hinging areas and layout specifications for ability defense of these parts that are meant to now not adventure damage.--
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Additional resources for AASHTO guide specifications for LRFD seismic bridge design.
All rights reserved. Duplication is a violation of applicable law. SECTION 3: GENERAL REQUIREMENTS 3-7 particularly so in the longitudinal direction of a straight bridge with little or no skew and with a continuous deck. The controversy with this design concept is the scenario of what may happen if there is significant abutment damage early in the earthquake ground motion duration and if the columns rely on the abutment to resist some of the load. This would be a problem in a long-duration, high-magnitude (greater than magnitude 7) earthquake.
Use of the peak response down to zero period is felt to be overly conservative, particularly for displacement-based designs. 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.
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. All rights reserved. Duplication is a violation of applicable law. 2-sec (Ss) with Seven Percent Probability of Exceedance in 75 yr (Approx.
AASHTO guide specifications for LRFD seismic bridge design. by AASHTO