承台抗剪计算部分.docx

承台抗剪计算对CT1和CT3，依规范计算如下柱下桩基独立承台斜截面受剪承载力可按下列公式进行计算（图8.5.21）：Vhkbftb0h0 （8.5.21-1） =1.75+1.0 （8.5.21-2）式中：V扣除承台及其上填土自重后相应于作用的基本组合时的斜截面的最大剪力设计值（kN）； b0承台计算截面处的计算宽度（m）。阶梯形承台变阶处的计算宽度、锥形承台 的计算宽度应按本规范附录U确定； h0计算宽度处的承台有效高度（m）；b剪切系数；hk受剪切承载力截面高度影响系数，按公式计算； l计算截面的剪跨比，。ax、ay为柱边或承台变阶处至x、y方向计算一排桩的桩边的水平距离，当l3时，取l=3。图8.5.21 承台斜截面受剪计算CT1的承台抗剪验算柱编号hcmmbcmmVmaxNhmmh0mmb0mmaXmmhsftN/mm2hsftb0h0NZ360030019888201200115010001500.31.3461540.9132681.432021746Z450030019888201200115010002000.31.3461540.9132681.432021746Z570030019888201200115010001000.31.3461540.9132681.432021746Z664035019888201200115010001300.31.3461540.9132681.432021746Z1564035019888201200115010001300.31.3461540.9132681.432021746Z1670035019888201200115010001000.31.3461540.9132681.432021746Z1870035019888201200115010001000.31.3461540.9132681.432021746Z2164035019888201200115010001300.31.3461540.9132681.432021746Z2257030019888201200115010001650.31.3461540.9132681.432021746Z2464040019888201200115010001300.31.3461540.9132681.432021746Z2557030019888201200115010001650.31.3461540.9132681.432021746Z2644040019888201200115010002300.31.3461540.9132681.432021746Z2764040019888201200115010001300.31.3461540.9132681.432021746Z3064035019888201200115010001300.31.3461540.9132681.432021746Z3160030019888201200115010001500.31.3461540.9132681.432021746Z327503001988820120011501000750.31.3461540.9132681.432021746Z3360030019888201200115010001500.31.3461540.9132681.432021746表中Vmax=Qk,max1.35，ax=450-hc/2，其他值依规范计算得。由表可见，CT1的抗剪承载力均大于其下桩的反力设计最大值Vmax，故承台的抗剪承载力足够。CT3抗剪计算：柱编号hcmmbcmmVmaxNhmmh0mmb0mmaXmmhsftN/mm2hsftb0h0NZ75703001403865120011509001650.31.3461540.9132681.431819571Z84404001403865120011509002300.31.3461540.9132681.431819571Z96404001403865120011509001300.31.3461540.9132681.431819571Z135003001403865120011509002000.31.3461540.9132681.431819571Z195003001403865120011509002000.31.3461540.9132681.431819571Z285003001403865120011509002000.31.3461540.9132681.431819571表中Vmax=Qk,max1.35，ax=450-hc/2，其他值依规范计算得。由表可见，CT3的抗剪承载力均大于其下桩的反力设计最大值Vmax，故承台的抗剪承载力足够。CT2抗剪计算：根据GB50007 2011中8.5.20条，按GB50007 2011式8.5.21 1计算桩边和柱边连线的抗剪承载力：承台计算端头最小宽度： b01=2c+acos()承台计算截面处宽度： b02=2c+ay+0.5acos承台受剪截面计算宽度，参GB50007 2011中附录U.0.2 1式近似计算b0=1-0.51-b01b02 b02CT2中a=450mm，c=475mm，=64.6CT2抗剪验算柱编号hcmmbcmmVmaxNhmmh0mmdmmaymmb01mmb02mmb0mmhsftN/mm2hsftb0h0NZ1600300196300812001150948.7648.71335.76 2575.36 1955.56 0.56 1.12 0.9132681.433286097Z2750300196300812001150948.7573.71335.76 2435.84 1885.80 0.50 1.17 0.9132681.433306751Z10570300196300812001150948.7663.71335.76 2603.27 1969.51 0.58 1.11 0.9132681.433282172Z11440400196300812001150948.7728.71335.76 2724.19 2029.97 0.63 1.07 0.9132681.433265885Z12640400196300812001150948.7628.71335.76 2538.16 1936.96 0.55 1.13 0.9132681.433291435Z14700300196300812001150948.7598.71335.76 2482.35 1909.05 0.52 1.15 0.9132681.433299670Z17890300196300812001150948.7503.71335.76 2305.62 1820.69 0.44 1.22 0.9132681.433327718Z20700300196300812001150948.7598.71335.76 2482.35 1909.05 0.52 1.15 0.9132681.433299670Z23440400196300812001150948.7728.71335.76 2724.19 2029.97 0.63 1.07 0.9132681.433265885Z29700300196300812001150948.