32m预应力箱梁钢绞线理论伸长量计算书

中交一公局海威公司遂平制梁场,,,,,,,,,,,,,,

32m预应力箱梁钢绞线理论伸长量计算书,,,,,,,,,,,,,,

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一、根据桥梁施工技术规范（JTJ041-2000)附录G预应力筋平均张拉力的计算公式：,,,,,,,,,,,,,,

平均张拉力Pp=p(1-e-(kx+μθ))/(kx+μθ),,,,,,,,,,,,,,

二、根据桥梁施工技术规范（JTJ041-2000)12.8.3-1公式:,,,,,,,,,,,,,,

理论伸长量ΔL=Pp*L/(Ap*Ep),,,,,,,,,,,,,,

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钢绞线弹性模量Ep(MPa),,,,管道摩擦系数μ,,钢绞线标准强度Ryb(MPa),,,,,钢绞线面积A(mm2),,管道偏差系数k,

195,,,,0.61,,1860,,,,,140,,0.0037,

"三、根据设计图纸通桥（2008）2322-II-006预应力筋位置图（二），对钢绞线理论伸长值采用分段计算，最后求和的方法，复核图纸设计的伸长量（按图纸设计参数计算），结果与图纸设计一致。按照此计算方法，我们引入公式Pz=Pe-(kx+μθ)，即前一线段的终点力作为下一段的起点力，依次类推，计算平均张拉力Pp.对于既有平弯又有竖弯的孔道，应分别计算；在平弯里线段是斜线或直线的，在竖弯里是圆弧的线段，应按圆弧计算。千斤顶的工作长度现场量测，取值67cm.这一段的理论伸长量由于在啦叭口外，我们可认为力在传递过程中不变，即k,μ均取为0，张拉力取锚外控制力进行计算。各束预应力筋分段见下表：",,,,,,,,,,,,,,

各束预应力筋分段表,,,,,,,,,,,,,,

钢束号,立弯角θ,弧线半径,斜线水平长,斜线长,弧线长,平弯角θ,弧线半径,斜线水平长,弧线水平长,斜线增长量,弧线增长量,直线2长（跨中）,工作长度,千斤顶工作长度

N1a,4,15000,3160,3168,1047,—,—,—,—,—,—,11704,31838,670

N1b,4,15000,3160,3168,1047,—,—,—,—,—,—,11704,31838,670

N2a,4,15000,3410,3418,1047,—,—,—,—,—,—,11704,32339,670

N2b,4,15000,3410,3418,1047,—,—,—,—,—,—,11704,32339,670

N2c,4,15000,3410,3418,1047,—,—,—,—,—,—,11704,32339,670

N2d,4,15000,3410,3418,1047,—,—,—,—,—,—,11704,32339,670

N3,6.5,20000,4664,4694,2269,8,15000,1786,2088,18,6,9232,32438,670

N4,6.5,20000,4664,4694,2269,4,15000,1909,1045,5,2,9232,32404,670

N5,6.5,20000,7210,7257,2269,8,15000,1786,2088,18,6,6686,32471,670

N6,6.5,20000,7210,7257,2269,4,15000,1909,1045,5,2,6686,32437,670

N7,6.5,20000,9755,9818,2269,8,15000,1786,2088,18,6,4141,32504,670

N8,6.5,20000,9755,9818,2269,4,15000,1909,1045,5,2,4141,32470,670

N9,6.5,20000,12300,12380,2269,8,15000,1786,2088,18,6,1596,32537,670

N10,6.5,20000,12300,12380,2269,4,15000,1909,1045,5,2,1596,32503,670

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