横向预应力混凝土梁预应力损失试验研究
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摘要
通过横向预应力混凝土梁预应力损失的试验研究,考察了采用10.9级高强螺栓作为横向预应力筋时各项预应力损失的大小。得到以下主要结论:(1)管道摩擦预应力损失量占张拉控制应力的3%~5%;张拉端钢垫板变形、高强螺杆回缩和接缝压缩引起的预应力损失量占张拉控制应力的1%~3%;混凝土弹性压缩引起的预应力损失量占张拉控制应力的1%~3%;长期预应力损失占张拉控制应力的12%左右;(2)有限元分析结果表明每根高强螺栓张拉的影响范围大致为900mm;(3)提出了各项预应力损失的计算公式。
Experimental study on the prestress losses of transversely prestressed concrete beams when using high strength bolts of grade 10.9 as transverse prestressing bars was carried out,and the following conclusions can be drawn:(1) the prestress losses caused by pipe friction reached 3%~5%of the tension control stress;the prestress losses caused by the deformation of steel pad,the bolt shrinkage and the compression of the joint reached 1%~3%of the tension control stress;and the prestress losses caused by elastic compression of concrete reached 1%~3%of the tension control stress;otherwise the long-term prestress losses reached 12%of the tension control stress.(2) the FEM analysis result shows that the influence scope of each tensioned high strength bolt is 900 mm.(3) the formulas to compute the prestress losses when using high strength bolts of grade 10.9as transverse prestressing bars were suggested.
Experimental study on the prestress losses of transversely prestressed concrete beams when using high strength bolts of grade 10.9 as transverse prestressing bars was carried out,and the following conclusions can be drawn:(1) the prestress losses caused by pipe friction reached 3%~5%of the tension control stress;the prestress losses caused by the deformation of steel pad,the bolt shrinkage and the compression of the joint reached 1%~3%of the tension control stress;and the prestress losses caused by elastic compression of concrete reached 1%~3%of the tension control stress;otherwise the long-term prestress losses reached 12%of the tension control stress.(2) the FEM analysis result shows that the influence scope of each tensioned high strength bolt is 900 mm.(3) the formulas to compute the prestress losses when using high strength bolts of grade 10.9as transverse prestressing bars were suggested.
引文
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[3]方志,汪剑.预应力混凝土箱梁桥竖向预应力损失的实测与分析[J].土木工程学报,2006,39(5):78-84.
[4]刘学伟,钟新谷,沈明燕.竖向预应力钢筋应力损失的室内模型试验研究[J].中外公路,2008,28(5):196-198.
[5]Damian Kachlakev.Finite Element Modeling of Reinforced Concrete Structures Strengthened with FRP laminates-Final Report[J].Oregon Department of Transportation,2001(5):51-67.
[6]Z.Z.Zhao,A.K.H.Kwan.Nonlinear finite element analysis of deep reinforced concrete coupling beams[J].Engineering Structures,2004,26(1):13-25.
[7]Hsuan-Teh Hu,Fu-Ming Lin and Yih-Yuan Jan.Nonlinear finite element analysis of reinforced concrete beams strengthened by fiber-reinforced plastics[J].Composite Structures,2004,63(3):271-281.
[8]李国平.桥梁预应力混凝土技术及设计原理[M].北京:人民交通出版社,2003.
[9]周永明,褚航.32m跨预应力混凝土梁的结构设计及测试分析[J].建筑技术,2008,39(12):950-953.
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