三跨变截面连续梁桥1预应力损失及有效预应力计算2100字

三跨变截面连续梁桥1预应力损失及有效预应力计算综述预应力损失计算钢束张拉方法为后张法，预应力损失有以下六种[14]。预应力钢筋与管道摩擦引起的应力损失σl1=式中：δcon——张拉控制应力μ——钢筋与管道壁的摩擦系数，取0.25；θ——从张拉端至计算截面之间曲线管道部分的夹角之和；x——从张拉端至计算截面的管道长度；k——管道每米局部偏差对摩擦的影响系数，取0.0015。锚具变形、钢筋回缩和接缝压缩引起的应力损失δl2=式中：ΔL——锚具变形、钢筋回缩和接缝压缩值；l——钢筋有效长度Ep钢筋与台座间的温差产生的应力损失后张法构件为0混凝土弹性压缩引起的应力损失σl4=式中：m——张拉批次数σEPσpc——全部预应力钢筋的合力Np在其作用点处产生的混凝土正应力，σpc钢筋松弛引起的预应力损失σl5=ψ⋅ζ⋅(0.52式中：ψ——张拉系数；ζ——钢筋松弛系数；σpe——传力锚固时的钢筋应力混凝土收缩徐变引起的预应力损失σl6(t)=σ'l6ρ=Apρps=1+eps=式中：力损失； 应力εcst,ϕ有效预应力计算每个阶段的有效预应力为本阶段的张拉控制应力值去除前几个阶段预应力的总损失值[18]。计算结果Midas导出各项预应力损失结果，选取其中钢束组M1如下列表所示。表6-1CS1阶段数据表单元位置应力(kN/m2)弹性变形损失(kN/m2)

(A+B)/A收缩、徐变损失

(kN/m2)钢筋松弛损失

(kN/m2)应力(考虑所有损失)/应力(考虑瞬时损失)端部有效钢束数钢束组[钢束T1]的应力损失，在施工阶段[9#号块预应力张拉]14I1101195.87-24002.580.9726-22198.78-54648.030.9032614J1153802.39-6208.620.9889-17758.97-74325.170.9096615I1153802.39-6161.620.9890-13213.22-74325.170.9136615J1205404.60-692.930.9937-12817.16-95138.630.9047616I1205404.60-618.420.9938-12701.30-95138.630.9048616J1206558.64-1509.340.9930-13121.47-95621.220.9034617I1206558.67-1509.340.9930-13121.47-95621.240.9034617J1205404.64-2423.150.9923-13370.17-95138.640.9028638I1205404.64-2497.610.9922-13504.58-95138.640.9026638J1153802.42-7461.540.9878-13673.22-74325.180.9121639I1153802.42-7504.420.9878-18346.24-74325.180.9080639J1101195.93-24714.980.9720-22921.90-54648.050.9019640I1101195.93-24714.980.9720-22921.90-54648.050.9019640J1153802.42-7504.420.9878-18346.24-74325.180.9080641I1153802.42-7461.540.9878-13673.22-74325.180.9121641J1205404.64-2497.610.9922-13504.58-95138.640.9026614I1205404.64-2423.150.9923-13370.17-95138.640.9028614J1206558.67-1509.340.9930-13121.47-95621.240.90346表6-2CS2阶段数据表单元位置应力(kN/m2)弹性变形损失(kN/m2)

(A+B)/A收缩、徐变损失

(kN/m2)钢筋松弛损失

(kN/m2)应力(考虑所有损失)/应力(考虑瞬时损失)端部有效钢束数钢束组[钢束T1]的应力损失，在施工阶段[边跨合拢钢束]14I1101195.87-23179.930.9734-24490.42-54648.030.9019614J1153802.39-6779.730.9884-18807.89-74325.170.9082615I1153802.39-6737.740.9885-14077.81-74325.170.9123615J1205404.60-1291.640.9932-13522.99-95138.630.9036616I1205404.60-1213.700.9933-13455.19-95138.630.9037616J1206558.64-1667.550.9929-13889.88-95621.220.9027617I1206558.67-1667.550.9929-13889.88-95621.240.9027617J1205404.64-2143.250.9925-14135.70-95138.640.9024638I1205404.64-2217.770.9925-14281.74-95138.640.9022638J1153802.42-7197.160.9881-14570.60-74325.180.9115639I1153802.42-7237.040.9880-19438.59-74325.180.9073639J1101195.93-24647.790.9720-25411.67-54648.050.8997640I1101195.93-24647.790.9720-25411.67-54648.050.8997640J1153802.42-7237.040.9880-19438.59-74325.180.9073641I1153802.42-7197.160.9881-14570.60-74325.180.9115641J1205404.64-2217.770.9925-14281.74-95138.640.9022614I1205404.64-2143.250.9925-14135.70-95138.640.9024614J1206558.67-1667.550.9929-13889.88-95621.240.90276表6-3CS3阶段数据表单元位置应力(kN/m2)弹性变形损失(kN/m2)

(A+B)/A收缩、徐变损失

(kN/m2)钢筋松弛损失

(kN/m2)应力(考虑所有损失)/应力(考虑瞬时损失)端部有效钢束数钢束组[钢束T1]的应力损失，在施工阶段[中跨合拢钢束张拉]14I1101195.87-20692.600.9756-25840.68-54648.030.9029614J1153802.39-9776.570.9858-20737.63-74325.170.9039615I1153802.39-9748.820.9859-15785.57-74325.170.9083615J1205404.61-4900.730.9902-15284.61-95138.630.8991616I1205404.61-4829.610.9903-15169.96-95138.630.8993616J1206558.64-3412.660.9915-15109.70-95621.220.9002617I1206558.67-3412.660.9915-15109.70-95621.240.9002617J1205404.64-4848.180.9903-15515.15-95138.640.8990638I1205404.64-4924.480.9902-15676.54-95138.640.8988638J1153802.42-9679.950.9859-15992.99-74325.180.9081639I1153802.42-9706.850.9859-21074.45-74325.180.9037639J1101195.93-22009.570.9744-26970.80-54648.050.9007640I1101195.93-20768.650.9755-26391.32-54648.050.9023640J1153802.42-11117.990.9848-21735.06-74325.180.9019641I1153802.42-11097.510.9848-16613.78-74325.180.9064641J1205404.64-6640.040.9888-16425.70-95138.640.8968614I1205404.64-6568.380.9889-16262.44-95138.640.8970614J1206558.67-5174.480.9900-15746.36-95621.240.89836表6-4CS4阶段数据表单元位置应力(kN/m2)弹性变形损失(kN/m2)

(A+B)/A收缩、徐变损失

(kN/m2)钢筋松弛损失

(kN/m2)应力(考虑所有损失)/应力(考虑瞬时损失)端部有效钢束数钢束组[钢束T1]的应力损失，在施工阶段[收缩徐变3600天14I828991.826053.431.0016-992286.450.00-0.188612.000014J942465.31-65036.020.9257-2624482.13-940.47-1.844112.000015I942465.31-63732.190.9271-2608873.56-940.47-1.826312.000015J944048.12-62661.400.9283-2616705.53-1025.97-1.829612.000016I944048.18-62660.510.9283-2617494.88-1025.98-1.829612.000016J942465.38-63682.880.9271-2609264.93-940.47-1.826612.000017I942465.38-65026.030.9257-2626707.59-940.47-1.846512.000017J828991.966877.201.0026-989274.510.00-0.184012.000038I828991.966877.201.0026-989274.510.00-0.184012.000038J942465.38-65026.030.9257-2626707.59-940.47-1.846512.000039I942465.38-63682.880.9271-2609264.93-940.47-1.826612.000039J944048.18-62660.510.9283-2617494.88-1025.98-1.829612.000040I944048.12-62661.400.9283-2617495.28-1025.97-1.829612.000040J942465.31-63732.190.9271-2608873.56-940.47-1.826312.000041I942465.31-65036.020.9257-2624482.13-940.47-1.844112.000041J828991.826053.431.0016-992286.450.00-0.188612.000014I828991.826053.431.0016-992286.450.00-0.188612.000014J942465.31-65036.020.9257-2624482.13-940.47-1.844112.0000表6-5CS6阶段数据单元位置应力(kN/m2)弹性变形损失(kN/m2)

(A+B)/A收缩、徐变损失

(kN/m2)钢筋松弛损失

(kN/m2)应力(考虑所有损失)/应力(考虑瞬时损失)端部有效钢束数钢束组[钢束T1]的应力损失，在施工阶段[CS6—2#号块挂篮]14I1101195.87-18464.710.9776-75788.39-54648.030.8599614J1153802.39-10501.550.9853-68221.51-74325.170.8625615I1153802.39-10528.740.9853-59924.60-74325.170.8695615J1205404.61-5827.690.9895-60602.64-95138.630.8610616I1205404.61-5771.490.9895-60205.31-95138.630.8614616J1206558.64-4457.510.9906-59195.92-95621.220.8631617I1206558.67-4457.510