Seismic Design Guideline for Hybrid GFRP-Steel RC Bridge Pier Considering Performance-Based Design

2021 ◽  
pp. 1005-1019
Author(s):  
Sherif M. Shaaban Osman ◽  
Saif Aldabagh ◽  
M. Shahria Alam ◽  
Shamim A. Sheikh
Keyword(s):  
Seismic Design ◽  
Bridge Pier ◽  
Performance Based Design ◽  
Design Guideline

Optimal Performance-Based Seismic Design

2012 ◽  
pp. 174-207
Author(s):  
Hamid Moharrami
Keyword(s):  
Sensitivity Analysis ◽  
Performance Evaluation ◽  
Nonlinear Analysis ◽  
Seismic Design ◽  
Optimization Algorithms ◽  
Optimal Performance ◽  
Performance Based Design ◽  
Real Performance ◽  
Performance Based Seismic Design

In this chapter, the reader gets acquainted with the philosophy of performance-based design, its principles, and an overview of the procedures for performance evaluation of structures. The essential prerequisites of optimal performance-based design, including nonlinear analysis, optimization algorithms, and nonlinear sensitivity analysis, are introduced. The methods of nonlinear analysis and optimization are briefly presented, and the formulation of optimal performance-based design with emphasis on deterministic type, rather than probabilistic- (or reliability)-based formulation is discussed in detail. It is revealed how real performance-based design is tied to optimization, and the reason is given for why, without optimization algorithms, multilevel performance-based design is almost impossible.

scholarly journals A RATIONALIZED SEISMIC DESIGN METHOD FOR BUILDINGS IN EARTHQUAKE-PRONE DEVELOPING COUNTRIES

2021 ◽  
Vol 11 (4) ◽  
pp. 266-279
Author(s):  
Tint Lwin ◽  
Takeshi Koike ◽  
Ji Dang
Keyword(s):  
Developing Countries ◽  
Seismic Design ◽  
Design Method ◽  
Limit State ◽  
Design Procedure ◽  
Ultimate Limit State ◽  
Design Guideline ◽  
Seismic Safety ◽  
Seismic Design Method ◽  
Ultimate Limit

In general, the US codes such as the UBC-97 and ASCE-7 are widely used in developing countries including Myanmar, Syria, Philippines and so on. When the current seismic design guideline based on the UBC-97 and ACI 318-99 in Myanmar is assessed, several problems can be found in the following items: firstly, the fundamental period is not checked in modeling; secondly, reduction factor R is introduced a priori for the base shear estimation. And finally, a limit state assessment is done only for Design Basic Earthquake (DBE) but not for other design earthquakes. As a result, adequate yield strength is not checked for Maximum Operational Earthquake (MOE). Then there is no way to assess the seismic safety of the ultimate limit state for Maximum Considered Earthquake (MCE). In order to solve these problems, a rationalized seismic design method for earthquake prone developing countries is proposed. A new seismic design method is developed for MOE and MCE with adequate yield acceleration and typical period of the building estimated by using pushover analysis. A simplified procedure to estimate the inelastic response for a given design spectrum is also proposed. Finally, this design procedure can provide a rational method to assess the seismic safety for the ultimate limit of the building.

The 2007 Forum on Seismic Design of Piping Systems for the Year 2010

2008 ◽  
Author(s):  
Gerry C. Slagis
Keyword(s):  
Seismic Design ◽  
Performance Based Design ◽  
Piping Systems

A summary of The 2007 Forum on Seismic Design of Piping Systems for the Year 2010 is provided. This forum session was the eleventh in a series that was started in 1992. Previously, the title was Appropriate Criteria and Methods for Seismic Design of Nuclear Piping. In this 2007 forum, the main topics of discussion were: performance-based design, SSE only design, and probabilistic-based design.

scholarly journals SEISMIC DESIGN OF REINFORCING PILES FOR AN EXISTING BRIDGE PIER

2009 ◽  
Vol 65 (1) ◽  
pp. 255-266
Author(s):  
Takeshi KOIKE ◽  
Toshio IMAI
Keyword(s):  
Seismic Design ◽  
Bridge Pier

Seismic Strengthening with Minimum Occupant Disruption Using Performance Based Seismic Design Criteria

1994 ◽  
Vol 10 (1) ◽  
pp. 65-79 ◽  
Author(s):  
Gary C. Hart ◽  
Rami M. Elhassan
Keyword(s):  
Seismic Design ◽  
Base Isolation ◽  
Performance Based Design ◽  
Design Solution ◽  
Design Criteria ◽  
Seismic Rehabilitation ◽  
Concrete Frame ◽  
Frame Building ◽  
Performance Based Seismic Design ◽  
A Performance

A performance based design criteria for seismic rehabilitation requires considerable communication with building owners to develop a mutual understanding of the design constraints and the product that is delivered. This communication becomes even more complex when the goal is to minimize the occupant disruption. This paper presents a discussion of two seismic rehabilitation projects in Southern California where minimizing occupant disruption was essential and where the seismic design was a performance based design. One building was a midrise concrete-frame building housing computer facilities and executive personnel. The other building was an unreinforced masonry residence for business and movie professionals. In both situations base isolation was the best design solution.

Risk-Based Seismic Design for Optimal Structural and Nonstructural System Performance

2011 ◽  
Vol 27 (3) ◽  
pp. 857-880 ◽  
Author(s):  
Hugo A. Rojas ◽  
Christopher Foley ◽  
Shahram Pezeshk
Keyword(s):  
Seismic Design ◽  
System Performance ◽  
Economic Loss ◽  
Performance Based Design ◽  
Life Cycle Costs ◽  
Structural System ◽  
Steel Framing ◽  
Direct Economic Loss ◽  
Subsequent Comparison ◽  
Hazard Levels

An automated performance-based design methodology to optimize structural and nonstructural system performance is outlined and it is shown that it can be used to enhance understanding of structural steel system design for minimum life-cycle costs. Performance is assessed using loss probability with direct economic loss expressed as a percentage of the building replacement cost. Time-based performance assessment is used to compute the expected annual loss of a given steel framing system assuming exposure to three seismic hazard levels. Damage to the structural system, nonstructural displacement-sensitive components, and nonstructural acceleration-sensitive components is characterized using fragility functions. A steel building with three-story, four-bay topology taken from the literature is used to demonstrate application of the algorithm with subsequent comparison of designs obtained using the proposed methodology and others found in the literature.

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