峨眉至夹江联网畅通工程（太泉广场至货运通道）
30米预制箱梁预应力钢绞线张拉控制计算
承包单位：太平洋建设工程有限公司监理单位：四川公路工程监理事务所
预应力筋编号工作ABN1BCCD工作ABN2BCCD工作ABN3BCCD工作ABN4BCCD0.73311.60918.50237.00318.29336.587185.0169159182.9331271184.53050270.4967930.99358.96793181.33575167.77901315.5580377.790139.98K=0.002μ=0.1719.9599.76伸长量ΔX=PP*X/(A*E) 钢绞线弹性模量E采用1.95×105Mpa2.617996.5580.7002.49718.58537.17185.8516618.236.57918.02936.057182.44462180.2851355181.17332171.7539073.50781317.53907179.39694924.3308068.66161143.30806186.29.9519.903.40042199.4817.002119.95239.90412000.024434610.005253440.99476033400.01741350.9827372392.617995.072000.7005.6018.54137.082185.407785418.24836.49718.00836.016182.4843998180.08123180.76713411.7499753.49994917.49975179.39533883.345685186.29.976.6913719.937.7273733.4568599.6738.6368519.6839.79361990.0872660.018762290.9814126270000.003746190.9962608160.0098370.9902112252.6183.5860.7007.1805118.5237.04185.200832818.20736.41517.98835.975182.0748269179.877202180.36141541.7460473.49209417.46047179.39298852.3627834.72556523.62783186.29.9919.9799.8619.933739.86741990.0872660.018762290.9814126270000.008533510.9915027980.0076080.9924208680.7008.67318.49936.999184.99412平均控制张拉力（KN）分段X(m)10%20%100%186.2183.78823845.87678611.7535758.7678619.971239.94252000.0872660.018762290.9814126270000.010770760.92870380.0053790.99463544110%理论伸长量（mm）20%100%总伸长量（mm）10%20%100%θ(rad）000.013008760.9870754合同号：编号：
kx+μθe-(kx+μθ)备注184.201665.8711939.742388.71193184.61557073.863685185.50332921.70021PP=P(1-e-(kx+μθ))/（kx+μθ） PP代表平均张拉力，P代表设计张拉力187.488KN 油顶工作长度70cm中跨计算说明：1、钢绞线标准强度Rby＝1860Mpa，钢绞线面积A＝140mm2，锚下张拉控制力为1300×140/1000=186.2KN 。管道偏差系数K=0.0015，管道摩擦系数μ=0.17（由30米箱梁桥上部构造通用图总说明查得），钢绞线弹性模量E采用1.95×105Mpa（由钢绞线拉伸力学性能检测报告提供数据）；2、AB、CD段为直线段，θ=0°；N1、N2、N3的BC段θ=5°，N4的BC段θ=1.4°（由30米装配式预应力砼箱形连续梁桥上部构造预制箱梁钢束构造（三）查得）；3、本计算书考虑油顶、锚具及限位板长度为：0.57m，计算中未计钢筋回缩和锚具变形6mm；4、预应力钢绞线分段计算，计算只考虑钢铰线的竖曲线，未计平曲线，见半跨示意图；5、本计算书依据《公路桥涵施工技术规范》JTJ041--2000第12.8.3条计算；6、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箱梁中跨、0°交角）0.57.8.6732.618(R:3000,θ:5°)3.586ABCDN10.577.182.62(R:3000,θ:5°)5.07ABCDN20.575.692.62(R:3000,θ:5°)6.56ABCDN30.572.4970.733(R:3000,θ:1.4°)11.609ABCDN4工作长度不参与计算Ep=195N/mm2
Ap=140
N1=1330*140/1000=186.2N2=1330*140/1000=186.2N3=1330*140/1000=186.2N4=1330*140/1000=186.2
