Development of Performance Limit States for Concrete Bridge Piers with High Strength Concrete and High Strength Steel Reinforcement

2020 ◽  
Author(s):  
AHM Muntasir Billah ◽  
Md Asif Bin Kabir
Keyword(s):  
High Strength Steel ◽  
High Strength Concrete ◽  
Plastic Hinge ◽  
Load Ratio ◽  
High Strength ◽  
Bridge Piers ◽  
Limit States ◽  
Performance Limit ◽  
Strength Concrete ◽  
Performance Limit States

Current design codes and guidelines do not permit reinforcing the plastic hinge region of bridge piers using high strength steel (HSS) rebars. This is due to the lack of adequate research on the seismic response of HSS reinforced bridge piers. The objective of this study is to develop analytical expressions for predicting the drift at the onset of different performance limit states for high strength concrete (HSC) bridge pier reinforced with HSS reinforcement. Utilizing damage data obtained from Incremental Dynamic Analysis of HSC circular bridge piers reinforced with HSS, this study developed drift ratio relationship accounting for the aspect ratio, concrete and steel material properties, axial load ratio, and reinforcement ratio, using validated finite element models. Analytical equations are developed for estimating the drift at the inception of rebar yielding, concrete spalling, and bar buckling using multivariate regression analysis. The proposed equations showed reasonable precision when corroborated against experimental results.

Crack Pattern and Ductility of Steel Reinforced Ultra High Strength Concrete Composite Joint Subjected to Reversal Cycle Load

2009 ◽  
Vol 417-418 ◽  
pp. 845-848 ◽  
Author(s):  
Chang Wang Yan ◽  
Jin Qing Jia ◽  
Ju Zhang
Keyword(s):  
High Strength Concrete ◽  
Plastic Hinge ◽  
Engineering Application ◽  
Load Ratio ◽  
High Strength ◽  
Strength Concrete ◽  
Weak Beam ◽  
Composite Joint ◽  
And Performance ◽  
Beam Plastic Hinge

In order to investigate the seismic damage and performance of steel reinforced ultra high strength concrete composite joint subjected to reversal cycle load, six interior strong-column-weak-beam joint specimens were tested with various axial load ratio and volumetric stirrup ratio. A discussion on the crack mode and ductility was presented. It was found that all joint specimens failed in bending with a beam plastic hinge in a ductile manner, with crack propagation different from the weak-column-strong-beam joint. The experimental results indicated that test parameters of the steel reinforced ultra high strength concrete composite joint with good seismic performance may be referred for engineering application.

Analysis of Equivalent Plastic Hinge Length of High Strength Concrete Bridge Columns by Using High Strength Reinforcements

2011 ◽  
Vol 90-93 ◽  
pp. 1144-1148 ◽  
Author(s):  
Yong Duo Liang ◽  
Zhi Guo Sun ◽  
Gong Cai Chi ◽  
Bing Jun Si
Keyword(s):  
High Strength Concrete ◽  
Plastic Hinge ◽  
Influence Factors ◽  
Load Ratio ◽  
High Strength ◽  
Bridge Columns ◽  
Concrete Bridge ◽  
Test Results ◽  
Strength Concrete ◽  
Plastic Hinge Length

The use of high strength reinforcement and high strength concrete in bridge columns is increasing due to many advantages of the high strength materials. In order to study the equivalent plastic hinge length of reinforced concrete bridge columns，37 column test results by using high strength reinforcement and high concrete were collected. Then, the equations proposed by Priestley, Paulay, Telemachos and JTG/T B02-01-2008 to predict the equivalent plastic hinge length of the columns were evaluated based on the experimental results. Influence factors which affect the equivalent plastic hinge length of high strength concrete bridge columns were studied through grey correlation analysis. It is found that, comparing to test results, all the proposed equations show considerable scatter in estimating the plastic hinge length of the high strength bridge columns using high strength reinforcement. The equations proposed by Paulay, Telemachos are not safe, while Priestley and JTG/T B02-01-2008 proposed equations give conservative results. Among the influence factors, the diameter of longitudinal reinforcement is the most important, secondly is the column length and section width. The axial load ratio of the column and transverse reinforcement of the specimens show small influence.

Seismic Performance of High Titanium Heavy Slag High Strength Concrete Columns

2012 ◽  
Vol 174-177 ◽  
pp. 455-459 ◽  
Author(s):  
Xiao Wei Li ◽  
Xue Wei Li ◽  
Xin Yuan
Keyword(s):  
Reinforced Concrete ◽  
Seismic Performance ◽  
High Strength Concrete ◽  
Load Ratio ◽  
High Strength ◽  
Scale Model ◽  
Transverse Reinforcement ◽  
Reinforced Concrete Column ◽  
Displacement Ductility ◽  
Strength Concrete

For expedite the development of high titanium heavy slag concrete, eight high titanium heavy slag high strength reinforced concrete (HTHS-HSRC) scale model column are studied. The eight HTHS-HSRC model columns are tested under reversed horizontal force. Primary experimental parameters include axial load ratio varying from 0.3 to 0.5, volumetric ratios of transverse reinforcement ranging from 1.38% to 1.56%, strength of high titanium heavy slag high strength concrete varying from 55.9 to 61.6 N/mm2 and configurations of transverse reinforcement. It is found from the test result that HTHS-HSRC model columns provides comparable seismic performance to those usually used reinforced concrete column in terms of member ductility, hysteretic and energy dissipation capacity. Primary Factors of Displacement Ductility of Model Columns are also discussed.

Plastic Hinge Lengths of Normal and High-Strength Concrete in Flexure

2002 ◽  
Vol 4 (4) ◽  
pp. 189-195 ◽  
Author(s):  
P. Mendis
Keyword(s):  
High Strength Concrete ◽  
Strain Softening ◽  
Plastic Hinge ◽  
Full Range ◽  
High Strength ◽  
Upper And Lower Bounds ◽  
Range Analysis ◽  
Strength Concrete ◽  
Plastic Phase ◽  
Flexural Hinges

Full-range analysis methods are becoming popular in design of reinforced concrete structures. These methods require a knowledge of the behaviour of plastic hinges up to advanced curvatures. Concrete sections characteristically soften beyond the plastic phase. To analyse a strain-softening structure, many researchers have used a finite hinge length. In this paper, existing formulae are re-examined and the effects of different variables on hinge length are discussed. Experimentally measured values are compared with the values predicted by using these formulae. It is shown that the upper and lower bounds suggested by the ACI committee 428 provide reliable estimates of hinge lengths for both normal and high-strength concrete flexural hinges up to 80 MPa.

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