A Fragility-Based Seismic Risk Prioritization Method for Highway Bridges

2009 ◽  
Author(s):  
A. Ebrahimpour ◽  
D.B. Porter ◽  
R.L. Sack ◽  
B. Luke
Keyword(s):  
Seismic Risk ◽  
Highway Bridges ◽  
Risk Prioritization ◽  
Prioritization Method

Seismic risk prioritization of residential buildings in Istanbul

2012 ◽  
Vol 41 (11) ◽  
pp. 1533-1547 ◽  
Author(s):  
Ahmet Yakut ◽  
Halûk Sucuoğlu ◽  
Sinan Akkar
Keyword(s):  
Seismic Risk ◽  
Residential Buildings ◽  
Risk Prioritization

Seismic Risk Assessment of Highway Bridges in Clark County, Nevada

2007 ◽  
Author(s):  
Arya Ebrahimpour ◽  
David B. Porter ◽  
Ronald L. Sack ◽  
Barbara Luke
Keyword(s):  
Risk Assessment ◽  
Seismic Risk ◽  
Highway Bridges ◽  
Seismic Risk Assessment ◽  
Clark County

Fuzzy-Based Seismic Risk Prioritization of Steel School Buildings

2021 ◽  
Vol 22 (1) ◽  
pp. 04020044 ◽  
Author(s):  
Mohammad Hossein Zehtab Yazdi ◽  
Morteza Raissi Dehkordi ◽  
Mahdi Eghbali ◽  
Gholamreza Ghodrati Amiri
Keyword(s):  
Seismic Risk ◽  
School Buildings ◽  
Risk Prioritization

scholarly journals Maintenance Planning of Deteriorating Highway Bridges with Seismic Risk

2012 ◽  
Vol 61 (2) ◽  
pp. 133-140 ◽  
Author(s):  
Hisaya FUJII ◽  
Shinya TANAKA ◽  
Hitoshi FURUTA ◽  
Masahiro DOGAKI
Keyword(s):  
Seismic Risk ◽  
Highway Bridges ◽  
Maintenance Planning

Seismic Strengthening of Column-Pier-Cap Connections

1998 ◽  
Vol 1624 (1) ◽  
pp. 93-100 ◽  
Author(s):  
David H. Sanders ◽  
M. Saiid Saiidi ◽  
Troy Martin
Keyword(s):  
Energy Dissipation ◽  
Seismic Risk ◽  
Plastic Hinge ◽  
Joint Damage ◽  
Highway Bridges ◽  
Joint Region ◽  
Steel Jacket ◽  
Energy Dissipation Capacity ◽  
The 1960S ◽  
Strengthening Technique

Many bridges constructed in the 1960s in regions of high seismic risk have column–pier-cap connections with inadequate column bar development and no shear reinforcement in the joint region. The study described in this paper focuses on highway bridges built on Interstate 80 in the Reno, Nevada, area during the 1960s. Two 0.4-scale specimens representing the essential features of the column–pier-cap connections in these bridges were constructed and tested. One test showed that the asbuilt specimen had little energy dissipation capacity and failed at less than 1 percent drift. A second specimen was used to test a potential strengthening technique. The technique included increasing pier-cap depth, adding a concrete bolster to the joint, and placing a steel jacket around the column. After strengthening, a plastic hinge formed in the column, the joint damage was minimized, and the energy dissipation capacity increased by a factor of 5.

Sign in / Sign up

Export Citation Format

Share Document