Structural Response and Cost Characterization of Bridge Construction using Seismic Performance Enhancement Strategies
Author: Ady Aviram Traubita | Size: 12.3 MB | Format:PDF | Quality:Unspecified | Publisher: University of California, Berkeley | Year: 2009 | pages: 302
The improved seismic performance and cost-effectiveness of two innovative performance-enhancement technologies in typical reinforced concrete bridge construction in
California were assessed in an analytical and experimental study. The technologies considered were lead rubber bearing isolators located underneath the superstructure and fiber-reinforced
concrete for the construction of bridge piers. A typical five-span, single column-bent reinforced concrete overpass bridge was redesigned using the two strategies and modeled in OpenSees finite element program. Two alternative designs of the isolated bridge were considered; one with columns designed to remain elastic and the other such that minor yielding occurs in the columns (maximum displacement
ductility demand of 2). The analytical model of the fiber-reinforced concrete bridge columns was calibrated using the results from two bidirectional cyclic tests on approximately ¼-scale circular cantilever column specimens constructed using concrete with a 1.5% volume fraction of highstrength hooked steel fibers, relaxed transverse reinforcement, and two different longitudinal reinforcement details for the plastic hinge zone. Pushover and nonlinear time history analyses using 140 ground motions were carried out for the different bridge systems. The PEER performance-based earthquake engineering
methodology was used to compute the post-earthquake repair cost and repair time of the bridges. Fragility curves displaying the probability of exceeding a specific repair cost and repair time
thresholds were developed. The total cost of the bridges included the cost of new construction and post-earthquake repair cost required for a 75 year design life of the structures. The intensitydependent repair time model for the different bridges was computed in terms of crew working days representing repair efforts. A financial analysis was performed that accounted for a wide range of discount rates and confidence intervals in the estimation of the mean annual postearthquake
repair cost.
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Development of A Seismic Design Procedure for Metal Building Systems
Author: Jong-Kook Hong | Size: 4.5 MB | Format:PDF | Quality:Unspecified | Publisher: UNIVERSITY OF CALIFORNIA, SAN DIEGO | Year: 2007 | pages: 255
Metal building systems are widely used in low-rise (1- or 2-story) building construction for economic reasons. Maximum cost efficiency is usually achieved through optimization of steel weight and the fabrication process by adopting web- tapered members and bolted end-plate connections. However, the cyclic behavior of this kind of system has not been investigated, and no specific seismic design guidelines are available in the United States. Based on both experimental and analytical studies, this dissertation introduces a new design concept utilizing drift evaluation, and proposes a seismic design procedure for metal building systems.
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The companion paper presents the principles of a new design-oriented methodology for progressive
collapse assessment of multi-storey buildings. The proposed procedure, which can be implemented at
various levels of structural idealisation, determines ductility demand and supply in assessing the
potential for progressive collapse initiated by instantaneous loss of a vertical support member. This
paper demonstrates the applicability of the proposed approach by means of a case study, which
considers sudden removal of a ground floor column in a typical steel-framed composite building. In
line with current progressive collapse guidelines for buildings with a relatively simple and repetitive
layout, the two principal scenarios investigated include removal of a peripheral column and a corner
column. The study shows that such structures can be prone to progressive collapse, especially due to
failure of the internal secondary beam support joints to safely transfer the gravity loads to the
surrounding undamaged members if a flexible fin plate joint detail is employed. The provision of
additional reinforcement in the slab over the hogging moment regions can generally have a beneficial
effect on both the dynamic load carrying and deformation capacities. The response can be further
improved if axial restraint provided by the adjacent structure can be relied upon. The study also
highlights the inability of bare-steel beams to survive column removal despite satisfaction of the code
prescribed structural integrity provisions. This demonstrates that tying force requirements alone cannot
always guarantee structural robustness without explicit consideration of ductility demand/supply in the
support joints of the affected members, as determined by their nonlinear dynamic response.
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Size: 8.2 MB | Format:PDF | Quality:Unspecified | Publisher: may be purchased from the National Technical Information Service, U.S. Department of Commerce, Springfield, Virginia, 22161. | pages: 77
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SEISMIC REHABILITATION OF SCHOOL BUILDINGS IN JAPAN
Author: Yoshiaki NAKANO | Size: 709 MB | Format:PDF | Quality:Unspecified | Publisher: Journal of Japan Association for Earthquake Engineering, Vol. 4, No. 3 (Special Issue), 2004 | Year: 2004 | pages: 12
ABSTRACT: Following the 1995 Hyogoken-nambu (Kobe) earthquake, various integrated efforts have been directed toward upgrading seismic performance of vulnerable school buildings. In this paper, damage statistics of school buildings due to the Kobe earthquake, criteria to identify their vulnerability, the subsidy program for seismic rehabilitation, and their implementation examples, are briefly described, together with recent challenging efforts for further promotion of seismic rehabilitation on a nationwide
basis.
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Author: JOHN E GRAWFORD | Size: 4.6 MB | Format:PDF | Quality:Unspecified | Publisher: Karagozian & Case Structural Engineers | pages: 55
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Abstract
The building codes in various jurisdictions, including Canada, follow a common concept in designing buildings to achieve an acceptable seismic performance. The objective underlying the concept is to ensure that the buildings designed based on code provisions should be able to resist minor earthquakes without damage, resist moderate earthquakes with some non-structural damage, and resist major earth- quakes without coliapse, but with some structural as welI as non-structural damage. Seismic provisions in the building codes have evoived over the years to achieve this goal. Existing building codes focus on the minimum lateral load for which a structure
must be designed. However, it is also necessary to include the demand and response
characteristics of a structure, in the design.
The National Building Code of Canada (NBCC) is currently undergoing a review. One of the aims of this review is to permit an explicit definition of the expected seismic performance of buildings designed according to the code. The cornmittee in charge of preparing the recommendations for seismic provisions of NBCC is considering a suggestion by which the calculation of the design lateral forces will be carried out on the basis of new seismic hazard rnaps of Canada. The new hazard maps, prepared by the Geologicd Survey of Canada (GSC), are based on the response spectral ordinates, rather than on the peak ground velocity or peak ground acceleration. It is expected
that the future version of NBCC will require a building to be designed on the basis of these spectra, which are called, the uniform hazard spectra (UHS).
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seismic retrofit of existing buildings : innovative alternatives
Author: moe cheung and simon foo ; jaques granadino | Size: 996 KB | Format:PDF | Quality:Unspecified | pages: 10
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Reliability Analysis of Steel Building Frame Under Earthquake Forces
Author: Dr. Rehan A. Khan , Prof. T. Naqvi | Size: 66 KB | Format:PDF | Quality:Unspecified | Publisher: International Journal of Emerging Technology and Advanced Engineering | Year: 2012 | pages: 6
Abstract— A simplified fragility analysis of steel building
frame is presented which can be used for preliminary estimate
of its probability of failure. The risk analysis procedure uses
the format of probabilistic Risk Analysis (PRA) and considers
band limited white noise at the bed rock as the seismic input.
The steel building frame is modeled as a 2D frame and
Pushover analysis is then carried out to obtain its capacity
using SAP 2000. The response of the steel frame is obtained by
response spectrum method of analysis for multi-degree of
freedom system. The PRA includes uncertainties of the
response due to variation of ground motion, material
property, modeling & method of analysis and those of the
capacity due to the variation of ductility factor and damage
concentration effect. The proposed method of analysis is
applied to a 5-storey steel building frame for obtaining its
probability of failure using First Order Second Moment
(FOSM) theory of the Reliability analysis. The fragility curves
for the frame failure were generated for a number of
parametric variations. The parameters include soil conditions,
coefficient of variation of the uncertainty factors, ductility
factor and soil amplification factor . The study shows that all
the parameters considered in the study have considerable
effect on the probability of failure.
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Numerical seismic vulnerability analysis of mid-height steel buildings in Bogotá, Colombia
Author: F. López-Almansa (corresponding author), M.A. Montaña | Size: 1.6 MB | Format:PDF | Quality:Unspecified | pages: 35
A number of mid-height steel buildings have been erected recently in Bogotá. Their seismic risk might be high, given the present microzonation of Bogotá and the lack of comprehensive
previous studies; noticeably, the response reduction factors were commonly obtained only from general recommendations. The objective of this work is to investigate the seismic performance of these buildings. This study is carried out on eighteen representative prototype buildings. All these edifices have plan symmetry and are uniform along their height. The eighteen considered prototype buildings are generated by combining the values of three parameters: span-length (6 and 8 m), number of floors (5, 10 and 15) and earthquake-resistant systems (moment-resistant frames, concentrically-braced frames and eccentrically-braced frames -using chevron braces-). The structures of each of these eighteen prototype buildings
have been designed according to the former and to the current Colombian seismic design codes; in the former code two seismic zones are considered and in the current code such zones are coarsely subdivided in three and in five zones, respectively.
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