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Experimental Research on Hysteretic Behavior ofHRB500 Reinforced Concrete Piers
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[1]RONG Xian,SONG Peng,ZHANG Jianxin,et al.Experimental Research on Hysteretic Behavior ofHRB500 Reinforced Concrete Piers[J].Journal of Zhengzhou University (Engineering Science),2014,35(06):74-77.[doi:10.3969/ j. issn.1671 -6833.2014.06.018]
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Journal of Zhengzhou University (Engineering Science)[ISSN 1671-6833/CN 41-1339/T] Volume: 35卷 Number of periods: 2014 06 Page number: 74-77 Column: Public date: 2014-11-25
Title:
Experimental Research on Hysteretic Behavior ofHRB500 Reinforced Concrete Piers
Author(s):
RONG Xian; SONG Peng; ZHANG Jianxin; etc;
1. School of CivilEngineering，Hebei University of Technology ， Tianjin 300401,China; 2.Civil Engineering Technology Re-search Center of Hebei Province，Tianjin 300401 ,China
Keywords:
HIRB500 rebar;  bridge pier;  axial compression ratio;  spacing ; seismic performance
CLC:
-
DOI:
10.3969/ j. issn.1671 -6833.2014.06.018
Abstract:
Based on the quasi-static test study of seismic performance of HRB500 reinforced concrete piers ,influence law about steel strength ，the spacing，the axial compression ratio on seismic behavior was obtainedaccording to the analysis of its failure characteristics, hysteresis curves，skeleton curves，stiffness degradationunder low eyclic loads. The results show that increasing steel strength can improve components’ bearing ca-pacity and deformation capacity obviously , stirrup ratio can not influence members’ bearing capacity and de-formation capacity ,axial compression ratio can improve components’bearing capacity , but on the other hand,it is useless to improve components’deformation capacity.
References:
[1]SUMPTER M S,SANI H,RIZKALLA P Z.Behavior ofgigh-performance steel as shear reinforcement for con-crete beams [ J ]. ACI Structural Journal , 2009 ,106( 2 ) :171 -177.
[2]BJORHOVDE R. Development and use of high per-formance steel [ J ].Journal of Constructional Steel Re-search , 2004 ,60( 3 - 5 ) :393 -400.
[3]阎石,肖潇,阐立新,等.高强钢筋高强混凝土柱恢复力模型[.J].沈阳建筑大学学报:自然科学版，2005,21( 2) :51 - 55.
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