基于挠度的预应力连续钢梁预应力筋应力增量分析
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摘要
为研究预应力连续钢梁预应力筋应力增量与跨中挠度的关系和影响因素,对总长10 m的开口等截面三跨预应力连续钢梁模型进行了静力试验,并采用有限元软件ANSYS建立了该试验梁的数值模型。研究结果表明,预应力连续钢梁预应力筋应力增量与边跨及中跨跨中挠度均呈线性关系。在此基础上,分析了预应力值和边中跨比对预应力筋应力增量的影响,建立了基于预应力连续钢梁跨中挠度的预应力筋应力增量求解公式,并利用试验结果验证了求解公式的准确性。
In order to study the relationship between stress increment and mid-span deflection of prestressed continuous steel girder and its influence factors,the static test on the model of three-span prestressed continuous steel girder with a total length of 10 m was carried out,and the numerical model of the girder was established by finite element software AN SYS. The research results indicate that the stress increment of prestressed steel bar is linear with the mid-span deflection of every span. O n this basis,the influences of prestress value and span ratio on stress increment were analyzed,then the formula for calculating the stress increment of prestressed steel bar based on the mid-span deflection of prestressed continuous steel girder was established,and the accuracy of the formula was verified by the test results.
In order to study the relationship between stress increment and mid-span deflection of prestressed continuous steel girder and its influence factors,the static test on the model of three-span prestressed continuous steel girder with a total length of 10 m was carried out,and the numerical model of the girder was established by finite element software AN SYS. The research results indicate that the stress increment of prestressed steel bar is linear with the mid-span deflection of every span. O n this basis,the influences of prestress value and span ratio on stress increment were analyzed,then the formula for calculating the stress increment of prestressed steel bar based on the mid-span deflection of prestressed continuous steel girder was established,and the accuracy of the formula was verified by the test results.
引文
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[13]刘勇,邵旭东,詹豪.主跨400 m的UHPC连续梁桥优化设计[J].公路交通科技,2014,31(8):83-90.
[2]姚习红,杨建新,刘明周,等.体外预应力混凝土梁的预应力筋应力增量研究[J].工业建筑,2012,42(11):136-139.
[3]张耀庭,邱继生,黄恒卫.体外预应力混凝土梁的研究现状综述[J].华中科技大学学报(城市科学版),2002,19(4):86-91.
[4]李立峰,李铁盔.体外预应力筋极限应力增量的理论分析与试验研究[J].建筑科学与工程学报,2015,32(1):27-34.
[5]刘钊,贺志启,王景全.基于能量法的体外预应力梁力筋应力增量研究[J].东南大学学报(自然科学版),2008,38(1):136-140.
[6]NAAMAN A E,ALKHAIRI F M.Stress at Ultimate Inunbonded Post-tensioning Tendons:Part 2—Proposed Methodology[J].ACI Structural Journal,1992,88(6):683-692.
[7]BALAGURU P N. Increase of Stress in Unbonded Tendons Inprestressed Concrete Beams and Slabs[J].Canadian Journal of Civil Engineering,1981,8(2):262-268.
[8]王景全,刘钊,吕志涛.基于挠度的体外与体内无粘结预应力筋应力增量[J].东南大学学报(自然科学版),2005,35(6):915-919.
[9]贾艳敏,施平,盖秉政.预应力钢梁体外索的张力增量分析[J].力学与实践,2002,24(3),30-32.
[10]赵颖.预应力简支钢箱梁的受力性能分析[D].哈尔滨:东北林业大学,2008.
[11]王晓东.连续梁中无粘结预应力筋极限应力增量[J].工业建筑,2012,42(S1):85-88.
[12]中国钢结构协会专家委员会.预应力钢结构技术规程:CECS 212—2006[S].北京:中国华侨出版社,2006.
[13]刘勇,邵旭东,詹豪.主跨400 m的UHPC连续梁桥优化设计[J].公路交通科技,2014,31(8):83-90.