30米预制箱梁预应力钢绞线张拉伸长量计算.xls

六六峰峰渭渭河河大大桥桥 3030米米预预制制箱箱梁梁（边边跨跨）预预应应力力钢钢绞绞线线张张拉拉控控制制计计算算 预应力筋 分段x(m) 平均控制张拉力（kn）理论伸长量（mm）总伸长量（mm） (rad）kx+e-(kx+)备注 编号10%100%10%100%10%100% n1 工作0.650195.3 21.3606 213.606 0 边跨 ab3.16119.41360542194.13605192.9721084 2.27586436522.758643650.03141593 0.01196716 0.988104159 bc8.5041974655190.5209894 6.04736927760.4736927700.0127560.987325013 cd3.37818.81462444188.1462444185.7714994 2.35706131823.570613180.08726646 0.02513829 0.975175049 n2 工作0.650195.38.408.4084.0484.04 20.9804 209.804 0 ab1.57919.4366119194.36612193.4322379 1381994580.03141593 0.00959416 0.990451714 bc7.19619.23920302192.3920302191.3518224 53444981900.0107940.989264046 cd6.03018.85929362188.5929362185.834054.21753228542.175322850.08726646 0.02911629 0.971303509 n3 工作0.650195.39.359.3593.5293.52 20.9479 209.479 0 ab0.96919.44549263194.45493193.60985270.698808876.9880886970.03141593 0.00867916 0.991358392 bc5.23319.28519667192.8519667192.0940807 3.74274715137.4274715100.00784950.992181227 cd8.60818.89606782188.9606782185.8272756 6.03238954760.323895470.08726646 0.03298329 0.967554731 n4 工作0.650195.39.789.7897.7597.75 21.0802 210.802 0 ab1.74919.50440391195.0440391194.7880782 1.26513879412.6513879400.00262350.997379938 bc13.00119.23617578192.3617578189.9354373 9.27494145192.749414510.02443461 0.02512146 0.975191458 10.5410.54105.40105.40 k= 0.0015= 0.23伸长量x=pp*x/(a*e) 钢绞线弹性模量e采用1.906105mpa pp=p(1-e-(kx+)/（kx+） pp代表平均张拉力，p代表设计张拉力195.3kn 油顶工作长度65cm 中跨计算说明： 1、钢绞线标准强度rby1860mpa，钢绞线面积a140mm2，锚下张拉控制力为0.751860140/1000=195.3kn 。管道偏差系数k=0.0015，管道摩擦系 数=0.23（由设计说明查得），钢绞线弹性模量e采用1.926105mpa（由钢绞线拉伸力学性能检测报告提供数据）； 2、本计算书考虑油顶、锚具及限位板长度为：0.65m，计算中未计钢筋回缩和锚具变形6mm； 3、本计算书依据公路桥涵施工技术规范jtg f50-2011； 4、本计算书中的理论伸长量为半跨伸长量，总伸长量为整跨伸长量。（本图适用于30m箱梁边跨） 0.653.1618.504(r:6500,:7.5)1.84 . n1n1 0.651.5797.196(r:5500,:7.5)6.03 n2n2 0.650.9695.233(r:4000,:7.5)8.608 n3n3 0.651.749(r:3000,:1.4)13.001 n4n4 d b c a b a d a b c d b c d a c 六六峰峰渭渭河河大大桥桥 3030米米预预制制箱箱梁梁（中中跨跨）预预应应力力钢钢绞绞线线张张拉拉控控制制计计算算 预应力筋 分段x(m) 平均控制张拉力（kn）理论伸长量（mm）总伸长量（mm） (rad）kx+e-(kx+)备注 编号10%100%10%100%10%100% n1 工作0.650195.3 20.91328 209.133 0 中跨 ab1.84019.4445002 194.44500193.5900044 1.326875849 13.268758490.02617994 0.00878139 0.991257058 bc8.50419.2360521 192.36052191.1310369 6.066732931 60.6673293100.0127560.987325013 cd4.40118.7665511 187.665511 184.19998483.0630318730.63031870.13089969 0.03670843 0.963957156 n2 工作0.650195.39.139.1391.3091.30 20.97596209.76 0 ab3.75619.4166261 194.16626193.0325211 2.704674658 27.046746580.02617994 0.01165539 0.988412275 bc7.19619.1994463 191.994463 190.9564047 5.123839768 51.2383976800.0107940.989264046 cd3.82318.757485187.57485 184.1932947 2.659466883 26.594668830.13089969 0.03584143 0.964793269 n3 工作0.650195.37.787.7877.8377.83 20.98145 209.814 0 ab3.43319.4096535 194.09653192.8930696 2.471196425 24.711964250.03141593 0.01237516 0.987701094 bc5.23319.2137989 192.137989 191.3829094 3.728890739 37.2889073900.00784950.992181227 cd6.13418.8608934 188.608934 185.8349595 4.290636419 42.906364190.08726646 0.02927229 0.971151997 n4 工作0.650195.38.028.0280.2080.20 21.87546 218.755 0 ab2.45419.4394571 194.394571 193.4891411 1.769189572 17.691895720.02443461 0.009300960.99074216 bc12.90119.1629007 191.629007 189.7688722 9.168542555 91.6854255500.01935150.980834538 10.9410.94109.38109.38 k= 0.0015= 0.23伸长量x=pp*x/(a*e) 钢绞线弹性模量e采用1.906105mpa pp=p(1-e-(kx+)/（kx+） pp代表平均张拉力，p代表设计张拉力195.3kn 油顶工作长度65cm 中跨计算说明： 1、钢绞线标准强度rby1860mpa，钢绞线面积a140mm2，锚下张拉控制力为0.751860140/1000=195.3kn 。管道偏差系数k=0.0015，管道摩擦系