桥台刚度计算(自己编写)

1.桥台向路堤方向抗推刚度：墩柱个数5个墩柱直径0.444m背墙高度0.55m路面厚度t=0.3m路面结构层弹性抗力系数k1=500000kN/m3背墙宽度8m层厚中点距离墩顶距离h1=0.4m背墙余下厚度d2=0.25m余下背墙中点距离墩顶距离d1=0.125m按m法计算土抗力，取m=8000kN/m4余下背墙中点处土抗力系数k2=3400kN/m3背墙计算宽度Bz'=k*kf*(d+1)9m盖梁厚度0.4m盖梁层厚中点处土抗力系数k3=6000kN/m3盖梁中点距离墩顶距离d3=-0.2m盖梁宽度Bz=2.502计算出下列各值：DdD*dD*d²1-12000000.4-480000-1920002-76500.125-956.25-119.5313-6004.8-0.21200.96-240.192求和-1213654.8-479755.29-192360按地表处抗力不为零的情况Ec=28000000kPaI=0.001907664m4EI=42731.66328kN·m2m=8000b1=1.2996α=0.753754605αy0=0.414565033Axy0=1.63927Aφy0=Bxy0=1.18237Bφy0=-1.49147α³EI=18299.52146α²EI=24277.82376αEI=32209.18797δ10=8.95799E-05δ30’=4.87016E-05δ30=-δ30’δ20=-4.63057E-05ρ=-1.77621E-09G=34.10521952δH=9.26042E-07δM=-7.13838E-07φM=-2.79985E-06向路堤方向刚度K=1079864.483kN/m2.桥台向河心方向抗推刚度：δ1=0.000158457δ2=-5.91767E-05δ3=-δ3’=-7.77093E-05δH=3.16914E-05δM=1.55419E-05向河心方向刚度K=31554.28964kN/m3.桥墩抗推刚度：直径D1.5m墩高L1m弹模E32500Mpa纵向抗弯惯性矩I10.248504888m4纵向抗推刚度K=3EI1/(L3)24229226.54kN/m4.支座抗推刚度：支座橡胶层总厚度t=0.049m剪切模量G=1200kPa支座个数n=8个一个支座面积A=0.06㎡支座抗推刚度K=11755.10204kN/m5.墩台与支座串联抗推刚度：向路堤方向刚度K=5845.733512kN/m向河心方向刚度K=4954.657425kN/m纵向抗推刚度K=11749.40168kN/m小数中间值大数0.40.414570.5对应值计算结果对应值2.817912.846023.010880.10.1560.70.6480.640.66一次插值计算0.12570.660结果为：多重插值计算