预应力T梁张拉计算总表

第N次标定标定时间回归方程标定时钢绞线弹性模量（MPa）备注A端127A端08-12-40-15Y=0.98+0.02024XB端1276B端09-5-6359Y=0.88+0.02068XA端1#A端09-5-6359Y=1.17+0.02070XB端2#B端08-12-40-15Y=1.44+0.02084XA端1#A端10-7-332Y=0.24+0.02056XB端2#B端10-7-2501Y=0.36+0.02072XA端1#A端7104Y=1.03+0.02046XB端2#B端230Y=0.08+0.02032XA端1#A端1374Y=0.39+0.01986XB端2#B端778Y=-0.05+0.02074X1990002#梁场张拉机具标定检测记录千斤顶编号油压表编号第1次标定2009.21.31196330191330第4次标定2010.10.18千斤顶故障，重新标定，并备用机具一套第2次标定2010.6.24190330第3次标定2010.10.8Y=0.98+0.02024XY=0.88+0.02026XY=1.17+0.0207XY=1.44+0.02084XY=0.24+0.02056XY=0.36+0.02072XY=1.03+0.02046XY=0.08+0.02032XY=0.39+0.01986XY=-0.05+0.02074X计算依据1Φs15.2-100.75fpk=1395.013901939.12Φs15.2-90.75fpk=1395.012511745.11Φs15.2-80.75fpk=1395.011121551.22Φs15.2-90.75fpk=1395.012511745.11Φs15.2-90.75fpk=1395.012511745.12Φs15.2-80.75fpk=1395.011121551.21Φs15.2-70.75fpk=1395.09731357.32Φs15.2-80.75fpk=1395.011121551.24Φs15.2-50.75fpk=1395.0695969.5边跨边梁3Φs15.2-110.75fpk=1395.015292132.9边跨中梁3Φs15.2-100.75fpk=1395.013901939.1中跨边梁3Φs15.2-100.75fpk=1395.013901939.1中跨中梁3Φs15.2-90.75fpk=1395.012511745.14Φs15.2-50.75fpk=1395.0695969.5中跨边梁中跨中梁连续墩顶预应力钢绞线锚下控制张拉力表跨径（米）位置钢束束数及规格锚下控制应力（MPa）截面积（mm2）每束锚下控制张拉力（KN）说明：表中钢束控制应力和张拉力为一次张拉的锚下控制数据，均未包括锚具摩阻损失。施工中应增加锚具摩阻损失的张拉力。35边跨中跨连续墩顶30边跨边跨边梁边跨中梁中跨左→右线形实际长度x（m）曲线半径（m）摩阻系数μ角度θ（rad）影响系数k(kx+μθ)1-e-(kx+μθ)本段摩阻损失（MPa）本段张拉端应力（MPa）本段终点应力（MPa）平均张拉应力（MPa）弹性模量（MPa）伸长量（mm）第1段直线4.8150.22500.00150.00720.007210.03911395.00001384.96091389.974419633034.09第2段曲线9.774800.22500.12220.00150.04220.041357.16341384.96091327.79751356.178419633067.52第3段直线0.6980.22500.00150.00100.00101.38951327.79751326.40801327.10261963304.72合计15.287106.32213左→右线形实际长度x（m）曲线半径（m）摩阻系数μ角度θ（rad）影响系数k(kx+μθ)1-e-(kx+μθ)本段摩阻损失（MPa）本段张拉端应力（MPa）本段终点应力（MPa）平均张拉应力（MPa）弹性模量（MPa）伸长量（mm）第1段直线4.8150.22500.00150.00720.007210.03911395.00001384.96091389.974419633034.09第2段曲线9.774800.22500.12220.00150.04220.041357.16341384.96091327.79751356.178419633067.52第3段直线0.7680.22500.00150.00120.00121.52871327.79751326.26871327.03301963305.19合计15.357106.80214监理：复核：计算：日期：2#梁场30米T梁预应力张拉计算书（边梁）1号钢束伸长量计算(i端)1号钢束两端伸长量合计（mm）1号钢束伸长量计算(j端)1号钢束两端伸长量合计（mm）2#梁场30米T梁预应力张拉计算书（边梁）左→右线形实际长度x（m）曲线半径（m）摩阻系数μ角度θ（rad）影响系数k(kx+μθ)1-e-(kx+μθ)本段摩阻损失（MPa）本段张拉端应力（MPa）本段终点应力（MPa）平均张拉应力（MPa）弹性模量（MPa）伸长量（mm）第1段直线2.9570.22500.00150.00440.00446.17381395.00001388.82621391.910819633020.96第2段曲线5.236300.22500.17450.00150.04710.046063.92891388.82621324.89731356.610719633036.18第3段直线7.1010.22500.00150.01070.010614.03731324.89731310.86001317.866219633047.67合计15.294104.81210左→右线形实际长度x（m）曲线半径（m）摩阻系数μ角度θ（rad）影响系数k(kx+μθ)1-e-(kx+μθ)本段摩阻损失（MPa）本段张拉端应力（MPa）本段终点应力（MPa）平均张拉应力（MPa）弹性模量（MPa）伸长量（mm）第1段直线2.9570.22500.00150.00440.00446.17381395.00001388.82621391.910819633020.96第2段曲线5.236300.22500.17450.00150.04710.046063.92891388.82621324.89731356.610719633036.18第3段直线7.1710.22500.00150.01080.010714.17491324.89731310.72241317.797119633048.13合计15.364105.28211监理：复核：计算：日期：2号钢束两端伸长量合计（mm）2号钢束伸长量计算(i端)2号钢束两端伸长量合计（mm）2号钢束伸长量计算(j端)2#梁场30米T梁预应力张拉计算书（边梁）左→右线形实际长度x（m）曲线半径（m）摩阻系数μ角度θ（rad）影响系数k(kx+μθ)1-e-(kx+μθ)本段摩阻损失（MPa）本段张拉端应力（MPa）本段终点应力（MPa）平均张拉应力（MPa）弹性模量（MPa）伸长量（mm）第1段直线2.5810.22500.00150.00390.00395.39031395.00001389.60971392.303119633018.30第2段曲线3.665300.22500.12220.00150.03300.032445.08861389.60971344.52111366.941519633025.52第3段直线9.0100.22500.00150.01350.013418.04901344.52111326.47221335.476319633061.29合计15.256105.11210左→右线形实际长度x（m）曲线半径（m）摩阻系数μ角度θ（rad）影响系数k(kx+μθ)1-e-(kx+μθ)本段摩阻损失（MPa）本段张拉端应力（MPa）本段终点应力（MPa）平均张拉应力（MPa）弹性模量（MPa）伸长量（mm）第1段直线2.5810.22500.00150.00390.00395.39031395.00001389.60971392.303119633018.30第2段曲线3.665300.22500.12220.00150.03300.032445.08861389.60971344.52111366.941519633025.52第3段直线9.0800.22500.00150.01360.013518.18821344.52111326.33291335.406419633061.76合计15.326105.58211监理：复核：计算：日期：3号钢束两端伸长量合计（mm）3号钢束伸长量计算(i端)3号钢束两端伸长量合计（mm）3号钢束伸长量计算(j端)左→右线形实际长度x（m）曲线半径（m）摩阻系数μ角度θ（rad）影响系数k(kx+μθ)1-e-(kx+μθ)本段摩阻损失（MPa）本段张拉端应力（MPa）本段终点应力（MPa）平均张拉应力（MPa）弹性模量（MPa）伸长量（mm）第1段直线4.8150.22500.00150.00720.007210.03911395.00001384.96091389.974419633034.09第2段曲线9.774800.22500.12220.00150.04220.041357.16341384.96091327.79751356.178419633067.52第3段直线0.6980.22500.00150.00100.00101.38951327.79751326.40801327.10261963304.72合计15.287106.32213左→右线形实际长度x（m）曲线半径（m）摩阻系数μ角度θ（rad）影响系数k(kx+μθ)1-e-(kx+μθ)本段摩阻损失（MPa）本段张拉端应力（MPa）本段终点应力（MPa）平均张拉应力（MPa）弹性模量（MPa）伸长量（mm）第1段直线2.9570.22500.00150.00440.00446.17381395.00001388.82621391.910819633020.96第2段曲线5.236300.22500.17450.00150.04710.046063.92891388.82621324.89731356.610719633036.18第3段直线7.1010.22500.00150.01070.010614.03731324.89731310.86001317.866219633047.67合计15.294104.81210左→右线形实际长度x（m）曲线半径（m）摩阻系数μ角度θ（rad）影响系数k(kx+μθ)1-e-(kx+μθ)本段摩阻损失（MPa）本段张拉端应力（MPa）本段终点应力（MPa）平均张拉应力（MPa）弹性模量（MPa）伸长量（mm）第1段直线2.5810.22500.00150.00390.00395.39031395.00001389.60971392.303119633018.30第2段曲线3.665300.22500.12220.00150.03300.032445.08861389.60971344.52111366.941519633025.52第3段直线9.0100.22500.00150.01350.013418.04901344.52111326.47221335.476319633061.29合计15.256105.11210监理：计算：日期：2#梁场30米T梁预应力张拉计算书（中梁）1号钢束两端伸长量合计（mm）2号钢束伸长量计算(i端)2号钢束两端伸长量合计（mm）1号钢束伸长量计算(i端)复核：3号钢束伸长量计算(i端)3号钢束两端伸长量合