箱梁(T梁)后张法预应力钢绞线理论伸长值计算表

钢绞线分段长LθPqPzPp△L总伸长量编号(m)（rad）(KN)(KN)(KN)(mm)(mm)ab9.9680.000.00000.0149520.985159226781.200769.606775.38970.78bc3.9275.000.08730.02771550.972665051769.606748.569759.03927.30cd0.8850.000.00000.00132750.998673381748.569747.576748.0726.06ab8.36150.000.00000.012542250.987536076781.200771.463776.32159.44bc3.9275.000.08730.02771550.972665051771.463750.375760.87027.36cd2.5070.000.00000.00376050.996246562750.375747.559748.96617.19ab6.75550.000.00000.010133250.989917918781.200773.324777.25548.08bc3.9275.000.08730.02771550.972665051773.324752.185762.70627.43cd4.1290.000.00000.00619350.99382564752.185747.541749.86028.35ab1.06650.000.00000.001599750.998401529781.200779.951780.5757.62bc0.7331.400.02440.00719950.992826354779.951774.356777.1505.22cd12.9010.000.00000.01935150.980834538774.356759.515766.91290.601395Mpa140mm2195000Mpa0.250.0015195.3KNKX+μθe-(KX+μθ)104.14103.99103.86103.44N1N2N3N44444P—预应力筋张拉端的张拉力，将钢绞线分段计算后，为每分段的起点张拉力，即为　前段的终点张拉力（N）；θ—从张拉端至计算截面曲线孔道部分切线的夹角之和，分段后为每分段中各曲线段的切线夹角和（rad）；x—从张拉端至计算截面的孔道长度，整个分段计算时x等于L（m）；k—孔道每束局部偏差对摩擦的影响系数（1/m），管道弯曲及直线部分全长均应考虑该影响；μ—预应力筋与孔道壁之间的磨擦系数，只在管道弯曲部分考虑该系数的影响。注：张拉采用两端对称张拉，顺序为N1→N3→N2→N4。Ap—预应力筋的截面面积（mm2）；Ep—预应力筋的弹性模量（Mpa）；Pz—分段终点力（N）Pq—分段的起点力Pp—各分段预应力筋的平均张拉力，注意不等于各分段的起点力与终点力的平均值L—预应力筋的分段长度（mm）；pq=0.75fpk×Ag弹性模量Ep管道摩阻系数μ管道偏差系数k符号说明：单股张拉端的张拉力Pp=30m箱梁后张法预应力钢绞线理论伸长值计算表（连续端）示意图：计算表达式：各参数取值:单股张拉控制应力σk△L=PpL/Ap×Ep单股钢绞线面积Ap钢绞线数量（股）分段切线偏角度ABCD计算：审核：钢绞线分段长LθPqPzPp△L总伸长量编号(m)（rad）(KN)(KN)(KN)(mm)(mm)ab8.2180.000.00000.0123270.987748666976.500964.537970.50658.43bc3.9275.000.08730.02771550.972665051964.537938.171951.29327.37cd2.6630.000.00000.00399450.996013467938.171934.431936.30018.27ab6.6230.000.00000.00993450.990114684976.500966.847971.66647.15bc3.9275.000.08730.02771550.972665051966.847940.418953.57227.43cd4.2630.000.00000.00639450.993625901940.418934.424937.41829.28ab5.02750.000.00000.007541250.992487114781.200775.331778.26235.83bc3.9275.000.08730.02771550.972665051775.331754.137764.68527.50cd5.8630.000.00000.00879450.991244058754.137747.534750.83140.31ab1.01650.000.00000.001524750.998476412781.200780.010780.6057.27bc0.7331.400.02440.00719950.992826354780.010774.414777.2095.22cd13.0010.000.00000.01950150.980687424774.414759.458766.91291.311395Mpa140mm2195000Mpa0.250.0015195.3KN计算：审核：KX+μθe-(KX+μθ)104.07103.86103.64103.80N1N2N3N45544P—预应力筋张拉端的张拉力，将钢绞线分段计算后，为每分段的起点张拉力，即为　前段的终点张拉力（N）；θ—从张拉端至计算截面曲线孔道部分切线的夹角之和，分段后为每分段中各曲线段的切线夹角和（rad）；x—从张拉端至计算截面的孔道长度，整个分段计算时x等于L（m）；k—孔道每束局部偏差对摩擦的影响系数（1/m），管道弯曲及直线部分全长均应考虑该影响；μ—预应力筋与孔道壁之间的磨擦系数，只在管道弯曲部分考虑该系数的影响。注：张拉采用两端对称张拉，顺序为N1→N3→N2→N4。Ap—预应力筋的截面面积（mm2）；Ep—预应力筋的弹性模量（Mpa）；Pz—分段终点力（N）Pq—分段的起点力Pp—各分段预应力筋的平均张拉力，注意不等于各分段的起点力与终点力的平均值L—预应力筋的分段长度（mm）；pq=0.75fpk×Ag弹性模量Ep管道摩阻系数μ管道偏差系数k符号说明：单股张拉端的张拉力Pp=30m箱梁后张法预应力钢绞线理论伸长值计算表（非连续端）示意图：计算表达式：各参数取值:单股张拉控制应力σk△L=PpL/Ap×Ep单股钢绞线面积Ap钢绞线数量（股）分段切线偏角度ABCD