三跨變截面連續(xù)梁橋1預應力損失及有效預應力計算2100字

三跨變截面連續(xù)梁橋1預應力損失及有效預應力計算綜述預應力損失計算鋼束張拉方法為后張法，預應力損失有以下六種[14]。預應力鋼筋與管道摩擦引起的應力損失σl1=式中：δcon——張拉控制應力μ——鋼筋與管道壁的摩擦系數(shù)，取0.25；θ——從張拉端至計算截面之間曲線管道部分的夾角之和；x——從張拉端至計算截面的管道長度；k——管道每米局部偏差對摩擦的影響系數(shù)，取0.0015。錨具變形、鋼筋回縮和接縫壓縮引起的應力損失δl2=式中：ΔL——錨具變形、鋼筋回縮和接縫壓縮值；l——鋼筋有效長度Ep鋼筋與臺座間的溫差產生的應力損失后張法構件為0混凝土彈性壓縮引起的應力損失σl4=式中：m——張拉批次數(shù)σEPσpc——全部預應力鋼筋的合力Np在其作用點處產生的混凝土正應力，σpc鋼筋松弛引起的預應力損失σl5=ψ?ζ?(0.52式中：ψ——張拉系數(shù)；ζ——鋼筋松弛系數(shù)；σpe——傳力錨固時的鋼筋應力混凝土收縮徐變引起的預應力損失σl6(t)=σ'l6ρ=Apρps=1+eps=式中：力損失； 應力εcst,?有效預應力計算每個階段的有效預應力為本階段的張拉控制應力值去除前幾個階段預應力的總損失值[18]。計算結果Midas導出各項預應力損失結果，選取其中鋼束組M1如下列表所示。表6-1CS1階段數(shù)據(jù)表單元位置應力(kN/m2)彈性變形損失(kN/m2)

(A+B)/A收縮、徐變損失

(kN/m2)鋼筋松弛損失

(kN/m2)應力(考慮所有損失)/應力(考慮瞬時損失)端部有效鋼束數(shù)鋼束組[鋼束T1]的應力損失，在施工階段[9#號塊預應力張拉]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階段數(shù)據(jù)表單元位置應力(kN/m2)彈性變形損失(kN/m2)

(A+B)/A收縮、徐變損失

(kN/m2)鋼筋松弛損失

(kN/m2)應力(考慮所有損失)/應力(考慮瞬時損失)端部有效鋼束數(shù)鋼束組[鋼束T1]的應力損失，在施工階段[邊跨合攏鋼束]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階段數(shù)據(jù)表單元位置應力(kN/m2)彈性變形損失(kN/m2)

(A+B)/A收縮、徐變損失

(kN/m2)鋼筋松弛損失

(kN/m2)應力(考慮所有損失)/應力(考慮瞬時損失)端部有效鋼束數(shù)鋼束組[鋼束T1]的應力損失，在施工階段[中跨合攏鋼束張拉]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階段數(shù)據(jù)表單元位置應力(kN/m2)彈性變形損失(kN/m2)

(A+B)/A收縮、徐變損失

(kN/m2)鋼筋松弛損失

(kN/m2)應力(考慮所有損失)/應力(考慮瞬時損失)端部有效鋼束數(shù)鋼束組[鋼束T1]的應力損失，在施工階段[收縮徐變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階段數(shù)據(jù)單元位置應力(kN/m2)彈性變形損失(kN/m2)

(A+B)/A收縮、徐變損失

(kN/m2)鋼筋松弛損失

(kN/m2)應力(考慮所有損失)/應力(考慮瞬時損失)端部有效鋼束數(shù)鋼束組[鋼束T1]的應力損失，在施工階段[CS6—2#號塊掛籃]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