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1、矩形截面抗推刚度数据比较截面横向宽Bm60080020020220220220截面纵向厚Hm304050600800200200桥墩截面面积m22.082.382.03.043.403.84.84.404.40墩高Lm2000225025002503000325035003504000弹模E325003250032500325003250032500325003250032500纵向抗弯惯性矩Im40.20.30.50.650.82.02.26.4.4横向抗弯惯性矩Im40.440.50.30.3.3.62纵向抗推刚度K3EI/(L3)kN/m3503323530402528286022223
2、4横向抗推刚度K3EI/(L3)kN/m5408406454428840334638343282042制云动力kN按平均计算，每个墩34.3kN纵向制动力位移估算cm0.6.03.0.3.6.8.20.26.54横向风力估算kN按平均计算，每个墩2628kN横向风荷载位移估算cm4.865.365.86.36.426.666.858.0.2箱形截面抗推刚度数据比较截面横向宽Rm60080020020220230240截面纵向厚Hm.40.50.600.8002.002.02.20横向壁厚tm0.500.500.500.500.500.500.500.500.50纵向壁厚tm0.500.500.
3、500.500.500.500.500.500.50桥墩截面面积m20.20.43.68.52.242.552.883.23墩高Lm2000225025002503000325035003504000弹模E325003250032500325003250032500325003250032500纵向抗弯惯性矩Im40.300.380.40.580.00.830.6.35横向抗弯惯性矩Lm40.380.40.580.00.830.6.35.56M、1F廿X*,L纵向抗推刚度K3EI/(L3)kN/m36453232342022582302248246205横向抗推刚度K3EI/(L3)kN/m4
4、604024356326303280263242382制动力kN按平均计算.每个墩34.3kN纵向制动力位移估算cm0.4.06.2.36.45.53.60.6横向风力估算kN按平均计算每个墩262.8kN横向风荷载位移估算cm5.06.53.38.048.2.36.60.52.04圆形截面抗推刚度数据比较直径Dm5060800200220230240250墩高Lm2000225025002503000325035003504000弹模E325003250032500325003250032500325003250032500纵向抗弯惯性矩Im40.250.320.520.640.5.3.63
5、.2横向抗弯惯性矩Im40.250.320.520.640.5.3.63.22纵向抗推刚度K3EI/(L3)kN/m3022543252283632663243022横向抗推刚度K3EI/(L3)kN/m30225432522836326632430222制动力kN按平均计算，每个墩343kN纵向制动力位移估算cm.3.25.0.4.2.05.0.4横向风力估算kN按平均计算.每个墩r263kN横向风荷载位移估算cm8.68.548.8.6.28.058.48.3.00根据广东省院的经验来看，简支转刚构的下部桥墩单根柱抗推刚度宜控制在20003500KN/m(即每cm需要的推力23.5t)左右
6、采用数值截面横向宽B.6222222222截面纵向厚H34.6222桥墩截面面积22.2.32.3.23.63.64.44.44.4墩高L22222332334弹模E323232323232323232纵向抗弯惯性矩I4.2.3.6.4.4.4横向抗弯惯性矩I4.44.3.2.22纵向抗推刚度3EI3LkN3332332326333222234横向抗推刚度3EI3LkN4464443333443632242制云动力kN按平均计算.每个墩34.3kN纵向制动力位移估算.6.3.24.3.26.4横向风力估算kN按平均计算，每个墩263kN横向风荷载位移估算4.6.36.266.66.22变截面矩形墩刚度计算顶截面横向宽R222222222顶截面纵向厚H666底截面横向宽R33332333363334底截面纵向厚H346222横向R的变坡率n墩顶23.3.3.3.23.23.23.63.63.6墩底23.4.34.46.36.3.墩高L.22222332334弹模E323232323232323232纵向抗推刚度kN36634333632226横向抗推刚度kN36323633643442制动力kN按平均计算.每个墩34.3kN纵向制动力位移估算.3.6.4.34横向风力估算kN按平均计算.每个墩263kN横向风荷载位移估算.6.3.62.232.22.62.42.74
