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桥墩抗推刚度计算

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桥墩抗推刚度计算矩形截面抗推刚度数据比较截面横向宽Bm1.601.701.801.902.002.102.202.202.20截面纵向厚Hm1.301.401.501.601.701.801.902.002.00桥墩截面面积m22.082.382.703.043.403.784.184.404.40墩高Lm20.0022.5025.0027.5030.0032.5035.0037.5040.00弹模EMpa325003250032500325003250032500325003250032500纵向抗弯惯性矩I40.290.390...

桥墩抗推刚度计算
矩形截面抗推刚度数据比较截面横向宽Bm1.601.701.801.902.002.102.202.202.20截面纵向厚Hm1.301.401.501.601.701.801.902.002.00桥墩截面面积m22.082.382.703.043.403.784.184.404.40墩高Lm20.0022.5025.0027.5030.0032.5035.0037.5040.00弹模EMpa325003250032500325003250032500325003250032500纵向抗弯惯性矩I40.290.390.510.650.821.021.261.471.471m横向抗弯惯性矩I40.440.570.730.911.131.391.691.771.772m纵向抗推刚度kN/m357033273159304029572899286027122234K=3EI/(L3)1横向抗推刚度kN/m540849064549428840933946383432812704K=3EI/(L3)2制动力kN按平均计算,每个墩34.3kN纵向制动力位移估算cm0.961.031.091.131.161.181.201.261.54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cm4.865.365.786.136.426.666.858.019.72箱形截面抗推刚度数据比较截面横向宽Bm1.601.701.801.902.002.102.202.302.40截面纵向厚Hm1.401.501.601.701.801.902.002.102.20横向壁厚tm0.500.500.500.500.500.500.500.500.50b纵向壁厚tm0.500.500.500.500.500.500.500.500.50h桥墩截面面积m20.991.201.431.681.952.242.552.883.23墩高Lm20.0022.5025.0027.5030.0032.5035.0037.5040.00弹模EMpa325003250032500325003250032500325003250032500纵向抗弯惯性矩I40.300.380.470.580.700.830.991.161.351m横向抗弯惯性矩I40.380.470.580.700.830.991.161.351.562m纵向抗推刚度kN/m364532372934270225182370224821462059K=3EI/(L3)1横向抗推刚度kN/m460740243596326930132807263924992381K=3EI/(L3)2制动力kN按平均计算,每个墩34.3kN纵向制动力位移估算cm0.941.061.171.271.361.451.531.601.67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cm5.706.537.318.048.729.369.9610.5211.04圆形截面抗推刚度数据比较直径Dm1.501.601.801.902.002.202.302.402.50墩高Lm20.0022.5025.0027.5030.0032.5035.0037.5040.00弹模EMpa325003250032500325003250032500325003250032500纵向抗弯惯性矩I40.250.320.520.640.791.151.371.631.921m横向抗弯惯性矩I40.250.320.520.640.791.151.371.631.922m纵向抗推刚度kN/m302927543215299928363266312430112921K=3EI/(L3)1横向抗推刚度kN/m302927543215299928363266312430112921K=3EI/(L3)2制动力kN按平均计算,每个墩34.3kN纵向制动力位移估算cm1.131.251.071.141.211.051.101.141.17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cm8.689.548.178.769.278.058.418.739.00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2000~3500KN/m(即每cm需要的推力2~3.5t)左右采用数值截面横向宽Bm1.601.701.802.002.002.002.202.202.20截面纵向厚Hm1.301.401.501.601.801.802.002.002.00桥墩截面面积m22.082.382.703.203.603.604.404.404.40墩高Lm20.0022.5025.0027.5030.0032.5035.0037.5040.00弹模EMpa325003250032500325003250032500325003250032500纵向抗弯惯性矩Im40.290.390.510.680.970.971.471.471.471横向抗弯惯性矩Im40.440.570.731.071.201.201.771.771.772纵向抗推刚度kN/m357033273159320035102761333527122234K=3EI/(L3)1横向抗推刚度kN/m540849064549500143333408403632812704K=3EI/(L3)2制动力kN按平均计算,每个墩34.3kN纵向制动力位移估算cm0.961.031.091.070.981.241.031.261.54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cm4.865.365.785.266.067.716.518.019.720.000021变截面矩形墩刚度计算顶截面横向宽Bm2.002.002.002.002.002.002.002.002.00顶截面纵向厚Hm1.501.501.501.601.601.601.801.801.80底截面横向宽B'm3.003.133.253.383.503.633.753.884.00底截面纵向厚Hm1.301.401.501.601.801.802.002.002.00横向B的变坡率n0.050.050.050.050.050.050.050.050.05墩顶m23.003.003.003.203.203.203.603.603.60墩底m23.904.384.885.406.306.537.507.758.00墩高Lm20.0022.5025.0027.5030.0032.5035.0037.5040.00弹模EMpa325003250032500325003250032500325003250032500纵向抗推刚度kN/m937668035117481038153087361830222556横向抗推刚度kN/m30635236331885816489138151178711486100798942制动力kN按平均计算,每个墩34.3kN纵向制动力位移估算cm0.370.500.670.710.901.110.951.141.34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cm0.861.111.391.601.902.232.292.612.942.74
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