1 XXX项目第三合同段13 米、 16 米空心板张拉计算说明一 、预应力张拉计算说明根据 XXX项目 13 米、16 米空心板设计图纸，结合公路桥涵施工技术规范 JTG/T F50-2011 提供的张拉计算公式进行张拉计算。采用平均张拉法，计算13 米、16 米空心板钢束张拉力和预应力筋理论伸长值。1 计算参数确定： 采用符合 GB/T 5224-2003 标准 270 级的低松弛高强度预应力钢绞线。单根钢绞线直径为15.2mm ，钢绞线公称面积为139mm2，标准强度为 1860，弹性模量Eg=1.95105U0.25 ，k0.0015。钢绞线张拉锚下控制应力为 1395。钢筋回缩和锚具变形为6mm （一端）。二、13 米、16 米空心板张拉计算13 米中板1）钢束 2 钢绞线：Ay3139417mm2，LAB+BC+CD=1.850+1.222+3.245=6.317m 。钢束的张拉力a、张拉力的计算：A=kAyn1/1000 =139514171/1000 =581.715N B= PA=581.715N C=B*1-e-(Kx+)/(Kx +) 0.25，k0.0015，0.1221rad ,x=1.222 2 C=572.3922N（e 取常数值 2.7182818）b 伸长值的计算：LAB=A *L/Ay*Eg=0.0132 LBC=C *L/Ay*Eg=0.0086 LCD=C *L/Ay*Eg=0.0228 理论伸长值 L2(LAB + LBC +LCD )=0.0893m 伸长值 =理论伸长值 + 回缩量=0.0893+0.012=0.1013m 2）钢束 1 钢绞线：Ay3139417mm2，LAB+BC+CD=1.84+0.524+3.939=6.303m。钢束的张拉力a、张拉力的计算：A=kAyn1/1000 =139514171/1000 =581.715N B= PA=581.715N C=B*1-e-(Kx+)/(Kx +) 0.25，k0.0015，0.0524rad ,x=0.524 C=577.6907N（e 取常数值 2.7182818）b 伸长值的计算：LAB=A *L/Ay*Eg=0.0132 LBC=C *L/Ay*Eg=0.0037 LCD=C *L/Ay*Eg=0.0280 理论伸长值 L2(LAB + LBC +LCD )=0.0898m 伸长值 =理论伸长值 + 回缩量=0.0898+0.012=0.1018m 13 米边板1）钢束 2 钢绞线：Ay3139417mm2，LAB+BC+CD=1.850+1.222+3.245=6.317m 。钢束的张拉力3 a、张拉力的计算：A=kAyn1/1000 =139514171/1000 =581.715N B= PA=581.715N C=B*1-e-(Kx+)/(Kx +) 0.25，k0.0015，0.1221rad ,x=1.222 C=572.3922N（e 取常数值 2.7182818）b 伸长值的计算：LAB=A *L/Ay*Eg=0.0132 LBC=C *L/Ay*Eg=0.0086 LCD=C *L/Ay*Eg=0.0228 理论伸长值 L2(LAB + LBC +LCD )=0.0893m 伸长值 =理论伸长值 + 回缩量=0.0893+0.012=0.1013m 2）钢束 1 钢绞线：Ay4139556mm2，LAB+BC+CD=1.84+0.524+3.939=6.303m。钢束的张拉力a、张拉力的计算：A=kAyn1/1000 =139515561/1000 =775.62N B= PA=775.62N C=B*1-e-(Kx+)/(Kx +) 0.25，k0.0015，0.0524rad ,x=0.524 C=770.2543N（e 取常数值 2.7182818）b 伸长值的计算：LAB=A *L/Ay*Eg=0.0132 LBC=C *L/Ay*Eg=0.0037 LCD=C *L/Ay*Eg=0.0280 4 理论伸长值 L2(LAB + LBC +LCD )=0.0898m 伸长值 =理论伸长值 + 回缩量=0.0898+0.012=0.1018m 16 米中板1）钢束 2 钢绞线：Ay3139417mm2，LAB+BC+CD=1.770+1.571+4.4875=7.8285m。钢束的张拉力a、张拉力的计算：A=kAyn1/1000 =139514171/1000 =581.715N B= PA=581.715N C=B*1-e-(Kx+)/(Kx +) 0.25，k0.0015，0.1571rad ,x=1.571 C=569.7814N（e 取常数值 2.7182818）b 伸长值的计算：LAB=A *L/Ay*Eg=0.0127 LBC=C *L/Ay*Eg=0.0110 LCD=C *L/Ay*Eg=0.0314 理论伸长值 L2(LAB + LBC +LCD )=0.1103m 伸长值 =理论伸长值 + 回缩量=0.1103+0.012=0.1223m 2）钢束 1 钢绞线：Ay4139556mm2，LAB+BC+CD=0.879+1.396+5.5285=7.8035m。钢束的张拉力a、张拉力的计算：A=kAyn1/1000 5 =139515561/1000 =775.62N B= PA=775.62N C=B*1-e-(Kx+)/(Kx +) 0.25，k0.0015，0.0698rad ,x=1.396 C=768.1067N（e 取常数值 2.7182818）b 伸长值的计算：LAB=A *L/Ay*Eg=0.0063 LBC=C *L/Ay*Eg=0.0099 LCD=C *L/Ay*Eg=0.0392 理论伸长值 L2(LAB + LBC +LCD )=0.1107m 伸长值 =理论伸长值 + 回缩量=0.1107+0.012=0.1227m 16 米边板1）钢束 2 钢绞线：Ay4139556mm2，LAB+BC+CD=1.770+1.571+4.4875=7.8285m。钢束的张拉力a、张拉力的计算：A=kAyn1/1000 =139515561/1000 =775.62N B= PA=775.62N C=B*1-e-(Kx+)/(Kx +) 0.25，k0.0015，0.1571rad ,x=1.571 C=759.7085N（e 取常数值 2.7182818）b 伸长值的计算：LAB=A *L/Ay*Eg=0.0127 LBC=C *L/Ay*Eg=0.0110 6 LCD=C *L/Ay*Eg=0.0314 理论伸长值 L2(LAB + LBC +LCD )=0.1103m 伸长值 =理论伸长值 + 回缩量=0.1103+0.012=0.1223m 2）钢束 1 钢绞线：Ay4139556mm2，LAB+BC+CD=0.879+1.396+5.5285=7.8035m。钢束的张拉力a、张拉力的计算：A=kAyn1/1000 =139515561/1000 =775.62N B= PA=775.62N C=B*1-e-(Kx+)/(Kx +) 0.25，k0.0015，0.0698rad ,x=1.396 C=576.08N（e 取常数值 2.7182818）b 伸长值的计算：LAB=A *L/Ay*Eg=0.0063 LBC=C *L/Ay*Eg=0.0099 LCD=C *L/Ay*Eg=0.0392 理论伸长值 L2(LAB + LBC +LCD )=0.1107m 伸长值 =理论伸长值 + 回缩量=0.1107+0.012=0.1227m