AASHTO guide specifications for LRFD seismic bridge design. by AASHTO

By AASHTO

Part 1. creation -- part 2. Definitions and notation -- part three. normal requisites -- part four. research and layout necessities -- part five. Analytical versions and approaches -- part 6. origin and abutment layout -- part 7. Structural metal elements -- part eight. strengthened concrete parts -- References -- Appendix A: Foundation-rocking research -- Appendix B: layout flowcharts.; Covers seismic layout for usual bridge kinds and applies to non-critical and non-essential bridges. licensed as an alternative to the seismic provisions within the AASHTO LRFD Bridge layout necessities. Differs from the present systems within the LRFD requirements within the use of displacement-based layout approaches, rather than the conventional force-based R-Factor procedure. comprises designated information and observation on earthquake-resisting parts and structures, worldwide layout concepts, call for modeling, means calculation, and liquefaction results. skill layout techniques underpin the advisor requirements' technique; comprises prescriptive detailing for plastic hinging areas and layout necessities for means safeguard of these parts that are meant to now not adventure damage.--

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Seismic Isolation. This design approach reduces the seismic forces a bridge needs to resist by introducing an isolation bearing with an energy-dissipation element at the bearing location. The isolation bearing intentionally lengthens the period of a relatively stiff bridge, and this results in lower design forces, provided the design is in the decreasing portion of the acceleration response spectrum. This design alternative was first applied in the United States in 1984 and has been extensively reported on at technical conferences and seminars and in the technical literature.

2-sec (Ss) with Seven Percent Probability of Exceedance in 75 yr (Approx. 1000-yr Return Period) and Five Percent Critical Damping © 2009 by the American Association of State Highway and Transportation Officials. All rights reserved. Duplication is a violation of applicable law. 0-sec (S1) with Seven Percent Probability of Exceedance in 75 yr (Approx. 1000-yr Return Period) and Five Percent Critical Damping © 2009 by the American Association of State Highway and Transportation Officials. All rights reserved.

1000-yr Return Period) and Five Percent Critical Damping © 2009 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 © 2009 by the American Association of State Highway and Transportation Officials. All rights reserved. Duplication is a violation of applicable law. 0-sec (S1) with Seven Percent Probability of Exceedance in 75 yr (Approx.

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