地下车库独基计算书

独基_序号187_D2019_7_17T10_23_57JC-1一、设计资料1.独基类型：阶形现浇2.独基尺寸长(mm)宽(mm)高(mm)一阶160016001000二阶000基础底标高：-7.4m基础移心：x方向0mmy方向0mm3.独基材料信息混凝土等级：C30钢筋级别：X方向:HRB400Y方向:HRB4004.地基承载力参数：底板受拉面积百分比：0.15地基承载力特征值：1386.00kPa宽度修正系数：0.00深度修正系数：1.00基底标高以上土层的加权平均重度(地下水位下取浮重度)：20.00kN/m3基底以下土层的重度：20.00kN/m3修正用基础埋置深度：1.20m计算方法：中华人民共和国国家标准GB50007-2011--综合法5.计算设计参数:荷载作用点标高：-6.00m拉梁承担弯矩比例：0.00基础底面积:2.56m2基础顶单位面积覆土重:10.00kPa独立基础自重:64.00kN保护层厚度:40mm最小配筋率:0.15%主筋强度:X360N/mm2Y360N/mm2RE:承载力抗震调整系数6.柱信息:柱信息表序号截面宽截面高沿轴偏心偏轴偏心相对转角柱1600600000外接柱6006000007.设计时执行的规范：《建筑地基基础设计规范》（GB50007－2011）以下简称基础规范《混凝土结构设计规范》（GB50010－2010）以下简称混凝土规范8.防水板传递给独基荷载:恒荷载：0.00kN活荷载：0.00kN抗浮水荷载：0.00kN常规水荷载：0.00kN二、计算过程1、地基承载力验算【1:SATWE标准组合:1.00*恒+1.00*活】N=3011.60kN.EQ\s\up0(M)\s\do2(x)=94.78kN.m.EQ\s\up0(M)\s\do2(y)=1.85kN.m.EQ\s\up0(V)\s\do2(x)=1.37kN.EQ\s\up0(V)\s\do2(y)=-68.70kN基础底部形心荷载N=3011.60kN.EQ\s\up0(M)\s\do2(x)=190.97kN.m.EQ\s\up0(M)\s\do2(y)=3.77kN.m.EQ\s\up0(V)\s\do2(x)=1.37kN.EQ\s\up0(V)\s\do2(y)=-68.70kNEQ\s\up0(W)\s\do2(y)=EQ\F(\s\up0(bl)\s\up2(2),6)=EQ\F(1.60*\s\up0(1.60)\s\up2(2),6)=0.68EQ\s\up0(m)\s\up2(3)EQ\s\up0(W)\s\do2(x)=EQ\F(\s\up0(lb)\s\up2(2),6)=EQ\F(1.60*\s\up0(1.60)\s\up2(2),6)=0.68EQ\s\up0(m)\s\up2(3)当轴心荷载作用时,根据5.2.2-1：EQ\s\up0(P)\s\do2(k)=EQ\F(\s\up0(F)\s\do2(k)+\s\up0(G)\s\do2(k),A)=EQ\F(3011.60+89.60,2.56)=1211.41kPa当轴心荷载同双方向弯矩共同作用时：EQ\s\up0(P)\s\do2(kmax)=EQ\F(\s\up0(F)\s\do2(k)+\s\up0(G)\s\do2(k),A)+EQ\F(\s\up0(M)\s\do2(x),\s\up0(W)\s\do2(x))+EQ\F(\s\up0(M)\s\do2(y),\s\up0(W)\s\do2(y))=EQ\F(3011.60+89.60,2.56)+EQ\F(190.97,0.68)+EQ\F(3.77,0.68)=1496.67kPaEQ\s\up0(P)\s\do2(kmin)=EQ\F(\s\up0(F)\s\do2(k)+\s\up0(G)\s\do2(k),A)-EQ\F(\s\up0(M)\s\do2(x),\s\up0(W)\s\do2(x))-EQ\F(\s\up0(M)\s\do2(y),\s\up0(W)\s\do2(y))=EQ\F(3011.60+89.60,2.56)-EQ\F(190.97,0.68)-EQ\F(3.77,0.68)=926.14kPa当竖向力EQ\s\up0(N)\s\do2()作用时:EQ\s\up0(P)\s\do2(k)=1211.41kPa，EQ\s\up0(f)\s\do2(a)=1386.00kPaEQ\s\up0(P)\s\do2(k)≤EQ\s\up0(f)\s\do2(a)当竖向力EQ\s\up0(N)\s\do2()和EQ\s\up0(M)\s\do2(x)、EQ\s\up0(M)\s\do2(y)同时作用时:EQ\s\up0(P)\s\do2(kmax)=1496.67kPa，1.2EQ\s\up0(f)\s\do2(a)=1.2×1386.00=1663.00kPaEQ\s\up0(P)\s\do2(kmax)≤1.2EQ\s\up0(f)\s\do2(a)地基承载力验算满足【6:SATWE标准组合:1.00*恒+1.00*活+0.60*风x】N=3011.63kN.EQ\s\up0(M)\s\do2(x)=94.96kN.m.EQ\s\up0(M)\s\do2(y)=4.15kN.m.EQ\s\up0(V)\s\do2(x)=2.43kN.EQ\s\up0(V)\s\do2(y)=-68.78kN基础底部形心荷载N=3011.63kN.EQ\s\up0(M)\s\do2(x)=191.25kN.m.EQ\s\up0(M)\s\do2(y)=7.55kN.m.EQ\s\up0(V)\s\do2(x)=2.43kN.EQ\s\up0(V)\s\do2(y)=-68.78kNEQ\s\up0(W)\s\do2(y)=EQ\F(\s\up0(bl)\s\up2(2),6)=EQ\F(1.60*\s\up0(1.60)\s\up2(2),6)=0.68EQ\s\up0(m)\s\up2(3)EQ\s\up0(W)\s\do2(x)=EQ\F(\s\up0(lb)\s\up2(2),6)=EQ\F(1.60*\s\up0(1.60)\s\up2(2),6)=0.68EQ\s\up0(m)\s\up2(3)当轴心荷载作用时,根据5.2.2-1：EQ\s\up0(P)\s\do2(k)=EQ\F(\s\up0(F)\s\do2(k)+\s\up0(G)\s\do2(k),A)=EQ\F(3011.63+89.60,2.56)=1211.42kPa当轴心荷载同双方向弯矩共同作用时：EQ\s\up0(P)\s\do2(kmax)=EQ\F(\s\up0(F)\s\do2(k)+\s\up0(G)\s\do2(k),A)+EQ\F(\s\up0(M)\s\do2(x),\s\up0(W)\s\do2(x))+EQ\F(\s\up0(M)\s\do2(y),\s\up0(W)\s\do2(y))=EQ\F(3011.63+89.60,2.56)+EQ\F(191.25,0.68)+EQ\F(7.55,0.68)=1502.62kPaEQ\s\up0(P)\s\do2(kmin)=EQ\F(\s\up0(F)\s\do2(k)+\s\up0(G)\s\do2(k),A)-EQ\F(\s\up0(M)\s\do2(x),\s\up0(W)\s\do2(x))-EQ\F(\s\up0(M)\s\do2(y),\s\up0(W)\s\do2(y))=EQ\F(3011.63+89.60,2.56)-EQ\F(191.25,0.68)-EQ\F(7.55,0.68)=920.21kPa当竖向力EQ\s\up0(N)\s\do2()作用时:EQ\s\up0(P)\s\do2(k)=1211.42kPa，EQ\s\up0(f)\s\do2(a)=1386.00kPaEQ\s\up0(P)\s\do2(k)≤EQ\s\up0(f)\s\do2(a)当竖向力EQ\s\up0(N)\s\do2()和EQ\s\up0(M)\s\do2(x)、EQ\s\up0(M)\s\do2(y)同时作用时:EQ\s\up0(P)\s\do2(kmax)=1502.62kPa，1.2EQ\s\up0(f)\s\do2(a)=1.2×1386.00=1663.00kPaEQ\s\up0(P)\s\do2(kmax)≤1.2EQ\s\up0(f)\s\do2(a)地基承载力验算满足【10:SATWE标准组合:1.00*恒+1.00*活+0.60*风y】N=3011.65kN.EQ\s\up0(M)\s\do2(x)=93.63kN.m.EQ\s\up0(M)\s\do2(y)=1.82kN.m.EQ\s\up0(V)\s\do2(x)=1.35kN.EQ\s\up0(V)\s\do2(y)=-68.19kN基础底部形心荷载N=3011.65kN.EQ\s\up0(M)\s\do2(x)=189.09kN.m.EQ\s\up0(M)\s\do2(y)=3.72kN.m.EQ\s\up0(V)\s\do2(x)=1.35kN.EQ\s\up0(V)\s\do2(y)=-68.19kNb=3.00mEQ\s\up0(f)\s\do2(a)=EQ\s\up0(f)\s\do2(ak)+EQ\s\up0(η)\s\do2(b)EQ\s\up0(γ)\s\do2()(b-3)+EQ\s\up0(η)\s\do2(d)EQ\s\up0(γ)\s\do2(m)(d-0.5)=1386.00+0.00×20.00×(3.00-3)+1.00×20.00×(1.20-0.5)=1386.00kPaEQ\s\up0(W)\s\do2(y)=EQ\F(\s\up0(bl)\s\up2(2),6)=EQ\F(1.60*\s\up0(1.60)\s\up2(2),6)=0.68EQ\s\up0(m)\s\up2(3)EQ\s\up0(W)\s\do2(x)=EQ\F(\s\up0(lb)\s\up2(2),6)=EQ\F(1.60*\s\up0(1.60)\s\up2(2),6)=0.68EQ\s\up0(m)\s\up2(3)当轴心荷载作用时,根据5.2.2-1：EQ\s\up0(P)\s\do2(k)=EQ\F(\s\up0(F)\s\do2(k)+\s\up0(G)\s\do2(k),A)=EQ\F(3011.65+89.60,2.56)=1211.42kPa当轴心荷载同双方向弯矩共同作用时：EQ\s\up0(P)\s\do2(kmax)=EQ\F(\s\up0(F)\s\do2(k)+\s\up0(G)\s\do2(k),A)+EQ\F(\s\up0(M)\s\do2(x),\s\up0(W)\s\do2(x))+EQ\F(\s\up0(M)\s\do2(y),\s\up0(W)\s\do2(y))=EQ\F(3011.65+89.60,2.56)+EQ\F(189.09,0.68)+EQ\F(3.72,0.68)=1493.86kPaEQ\s\up0(P)\s\do2(kmin)=EQ\F(\s\up0(F)\s\do2(k)+\s\up0(G)\s\do2(k),A)-EQ\F(\s\up0(M)\s\do2(x),\s\up0(W)\s\do2(x))-EQ\F(\s\up0(M)\s\do2(y),\s\up0(W)\s\do2(y))=EQ\F(3011.65+89.60,2.56)-EQ\F(189.09,0.68)-EQ\F(3.72,0.68)=928.99kPa当竖向力EQ\s\up0(N)\s\do2()作用时:EQ\s\up0(P)\s\do2(k)=1211.42kPa，EQ\s\up0(f)\s\do2(a)=1386.00kPaEQ\s\up0(P)\s\do2(k)≤EQ\s\up0(f)\s\do2(a)当竖向力EQ\s\up0(N)\s\do2()和EQ\s\up0(M)\s\do2(x)、EQ\s\up0(M)\s\do2(y)同时作用时:EQ\s\up0(P)\s\do2(kmax)=1493.86kPa，1.2EQ\s\up0(f)\s\do2(a)=1.2×1386.00=1663.00kPaEQ\s\up0(P)\s\do2(kmax)≤1.2EQ\s\up0(f)\s\do2(a)地基承载力验算满足2、基础冲剪计算【15:SATWE基本组合:1.20*恒+1.40*活】N=3665.77kN.EQ\s\up0(M)\s\do2(x)=115.45kN.m.EQ\s\up0(M)\s\do2(y)=2.25kN.m.EQ\s\up0(V)\s\do2(x)=1.66kN.EQ\s\up0(V)\s\do2(y)=-83.68kN基础底部形心荷载N=3665.77kN.EQ\s\up0(M)\s\do2(x)=232.60kN.m.EQ\s\up0(M)\s\do2(y)=4.58kN.m.EQ\s\up0(V)\s\do2(x)=1.66kN.EQ\s\up0(V)\s\do2(y)=-83.68kNa、冲切验算冲切力抗力计算:X+方向,高度H=1000Dis=1100.00mmEQ\s\up0(F)\s\do2(l)=EQ\s\up0(p)\s\do2(j)×EQ\s\up0(A)\s\do2(l)=1438.64×0.00=0.000.7EQ\s\up0(β)\s\do2(hp)EQ\s\up0(f)\s\do2(t)(EQ\s\up0(a)\s\do2(t)+EQ\s\up0(a)\s\do2(b))EQ\s\up0(h)\s\do2(0)/2=0.7×0.98×1432.89×(0.60+1.60)×0.95/2=1030.69kN◎◎◎本方向冲切验算满足◎◎◎X-方向,高度H=1000Dis=500.00mmEQ\s\up0(F)\s\do2(l)=EQ\s\up0(p)\s\do2(j)×EQ\s\up0(A)\s\do2(l)=1429.43×0.00=0.000.7EQ\s\up0(β)\s\do2(hp)EQ\s\up0(f)\s\do2(t)(EQ\s\up0(a)\s\do2(t)+EQ\s\up0(a)\s\do2(b))EQ\s\up0(h)\s\do2(0)/2=0.7×0.98×1432.89×(0.60+1.60)×0.95/2=1030.69kN◎◎◎本方向冲切验算满足◎◎◎Y+方向,高度H=1000Dis=1100.00mmEQ\s\up0(F)\s\do2(l)=EQ\s\up0(p)\s\do2(j)×EQ\s\up0(A)\s\do2(l)=1304.17×0.00=0.000.7EQ\s\up0(β)\s\do2(hp)EQ\s\up0(f)\s\do2(t)(EQ\s\up0(a)\s\do2(t)+EQ\s\up0(a)\s\do2(b))EQ\s\up0(h)\s\do2(0)/2=0.7×0.98×1432.89×(0.60+1.60)×0.95/2=1030.69kN◎◎◎本方向冲切验算满足◎◎◎Y-方向,高度H=1000Dis=500.00mmEQ\s\up0(F)\s\do2(l)=EQ\s\up0(p)\s\do2(j)×EQ\s\up0(A)\s\do2(l)=1772.67×0.00=0.000.7EQ\s\up0(β)\s\do2(hp)EQ\s\up0(f)\s\do2(t)(EQ\s\up0(a)\s\do2(t)+EQ\s\up0(a)\s\do2(b))EQ\s\up0(h)\s\do2(0)/2=0.7×0.98×1432.89×(0.60+1.60)×0.95/2=1030.69kN◎◎◎本方向冲切验算满足◎◎◎独基尺寸长宽高160016001000【16:SATWE基本组合:1.35*恒+0.98*活】N=3969.73kN.EQ\s\up0(M)\s\do2(x)=124.81kN.m.EQ\s\up0(M)\s\do2(y)=2.46kN.m.EQ\s\up0(V)\s\do2(x)=1.82kN.EQ\s\up0(V)\s\do2(y)=-90.46kN基础底部形心荷载N=3969.73kN.EQ\s\up0(M)\s\do2(x)=251.45kN.m.EQ\s\up0(M)\s\do2(y)=5.00kN.m.EQ\s\up0(V)\s\do2(x)=1.82kN.EQ\s\up0(V)\s\do2(y)=-90.46kNb、剪切验算刚性基础强制进行抗剪计算。b+2*h0=2500mm>BB=1600Y方向需要进行抗剪计算:h+2*h0=2500mm>HH=1600X方向需要进行抗剪计算:X+方向,高度H=1000Dis=1100.00mmEQ\s\up0(V)\s\do2(s)=EQ\s\up0(p)\s\do2(j)*EQ\s\up0(A)\s\do2(l)=1555.71*0.80=1244.570.70*βhs*ft*A0=0.70*0.95*1432.89*1.52=1460.48kN◎◎◎本方向剪切验算满足◎◎◎X-方向,高度H=1000Dis=500.00mmEQ\s\up0(V)\s\do2(s)=EQ\s\up0(p)\s\do2(j)*EQ\s\up0(A)\s\do2(l)=1545.64*0.80=1236.510.70*βhs*ft*A0=0.70*0.95*1432.89*1.52=1460.48kN◎◎◎本方向剪切验算满足◎◎◎Y+方向,高度H=1000Dis=1100.00mmEQ\s\up0(V)\s\do2(s)=EQ\s\up0(p)\s\do2(j)*EQ\s\up0(A)\s\do2(l)=1297.45*0.80=1037.960.70*βhs*ft*A0=0.70*0.95*1432.89*1.52=1460.48kN◎◎◎本方向剪切验算满足◎◎◎Y-方向,高度H=1000Dis=500.00mmEQ\s\up0(V)\s\do2(s)=EQ\s\up0(p)\s\do2(j)*EQ\s\up0(A)\s\do2(l)=1803.90*0.80=1443.120.70*βhs*ft*A0=0.70*0.95*1432.89*1.52=1460.48kN◎◎◎本方向剪切验算满足◎◎◎独基尺寸长宽高1600160010003、基础配筋弯矩计算【16:SATWE基本组合:1.35*恒+0.98*活】N=3969.73kN.EQ\s\up0(M)\s\do2(x)=124.81kN.m.EQ\s\up0(M)\s\do2(y)=2.46kN.m.EQ\s\up0(V)\s\do2(x)=1.82kN.EQ\s\up0(V)\s\do2(y)=-90.46kN基础底部形心荷载N=3969.73kN.EQ\s\up0(M)\s\do2(x)=251.45kN.m.EQ\s\up0(M)\s\do2(y)=5.00kN.m.EQ\s\up0(V)\s\do2(x)=1.82kN.EQ\s\up0(V)\s\do2(y)=-90.46kN弯矩计算：x方向,EQ\s\up0(h)\s\do2(0)=950mmEQ\s\up0(M)\s\do2()=EQ\s\up0(a)\s\do2(1)EQ\s\up0()\s\up2(2)×[(2EQ\s\up0(l)\s\do2()+a`)×(EQ\s\up0(P)\s\do2(jmax)+EQ\s\up0(P)\s\do2(j))+(EQ\s\up0(P)\s\do2(jmax)-EQ\s\up0(P)\s\do2(j))*EQ\s\up0(l)\s\do2()]×Re/12=0.50×0.50[(2×1.60+0.60)×(1558.0+1553.4)+(1558.0-1553.4)*1.60]×1.00/12=246.47kN.my方向,EQ\s\up0(h)\s\do2(0)=930mmEQ\s\up0(M)\s\do2()=EQ\s\up0(a)\s\do2(1)EQ\s\up0()\s\up2(2)×[(2EQ\s\up0(l)\s\do2()+a`)×(EQ\s\up0(P)\s\do2(jmax)+EQ\s\up0(P)\s\do2(j))+(EQ\s\up0(P)\s\do2(jmax)-EQ\s\up0(P)\s\do2(j))*EQ\s\up0(l)\s\do2()]×Re/12=0.50×0.50[(2×1.60+0.60)×(1919.0+1688.8)+(1919.0-1688.8)*1.60]×1.00/12=293.29kN.m三、独基尺寸及配筋结果独基尺寸长宽高1600160010001、底部配筋：X方向:EQ\s\up0(M)\s\do2(1)=246.473组合号:16EQ\s\up0(AG)\s\do2(x)=EQ\s\up0(M)\s\do2(1)/(0.9EQ\s\up0(H)\s\do2(0)EQ\s\up0(F)\s\do2(y))=246473.0/(0.9×0.950×360.)=800.757EQ\s\up0(mm)\s\up2(2)Y方向:EQ\s\up0(M)\s\do2(2)=293.291组合号:16EQ\s\up0(AG)\s\do2(y)=EQ\s\up0(M)\s\do2(2)/(0.9EQ\s\up0(H)\s\do2(0)EQ\s\up0(F)\s\do2(y))=293291.3/(0.9×0.930×360.)=973.355EQ\s\up0(mm)\s\up2(2)配筋方向：计算钢筋构造钢筋实配X方向800.82400.0HRB40014@100Y方向973.42400.0HRB40014@100JC-2一、设计资料1.独基类型：阶形现浇2.独基尺寸长(mm)宽(mm)高(mm)一阶180018001000二阶000基础底标高：-7.4m基础移心：x方向0mmy方向0mm3.独基材料信息混凝土等级：C30钢筋级别：X方向:HRB400Y方向:HRB4004.地基承载力参数：底板受拉面积百分比：0.15地基承载力特征值：1386.00kPa宽度修正系数：0.00深度修正系数：1.00基底标高以上土层的加权平均重度(地下水位下取浮重度)：20.00kN/m3基底以下土层的重度：20.00kN/m3修正用基础埋置深度：1.20m计算方法：中华人民共和国国家标准GB50007-2011--综合法5.计算设计参数:荷载作用点标高：-6.00m拉梁承担弯矩比例：0.00基础底面积:3.24m2基础顶单位面积覆土重:10.00kPa独立基础自重:81.00kN保护层厚度:40mm最小配筋率:0.15%主筋强度:X360N/mm2Y360N/mm2RE:承载力抗震调整系数6.柱信息:柱信息表序号截面宽截面高沿轴偏心偏轴偏心相对转角柱1600600000外接柱6006000007.设计时执行的规范：《建筑地基基础设计规范》（GB50007－2011）以下简称基础规范《混凝土结构设计规范》（GB50010－2010）以下简称混凝土规范8.防水板传递给独基荷载:恒荷载：0.00kN活荷载：0.00kN抗浮水荷载：0.00kN常规水荷载：0.00kN二、计算过程1、地基承载力验算【1:SATWE标准组合:1.00*恒+1.00*活】N=3263.36kN.EQ\s\up0(M)\s\do2(x)=-73.78kN.m.EQ\s\up0(M)\s\do2(y)=22.65kN.m.EQ\s\up0(V)\s\do2(x)=15.23kN.EQ\s\up0(V)\s\do2(y)=55.39kN基础底部形心荷载N=3263.36kN.EQ\s\up0(M)\s\do2(x)=-151.33kN.m.EQ\s\up0(M)\s\do2(y)=43.97kN.m.EQ\s\up0(V)\s\do2(x)=15.23kN.EQ\s\up0(V)\s\do2(y)=55.39kNEQ\s\up0(W)\s\do2(y)=EQ\F(\s\up0(bl)\s\up2(2),6)=EQ\F(1.80*\s\up0(1.80)\s\up2(2),6)=0.97EQ\s\up0(m)\s\up2(3)EQ\s\up0(W)\s\do2(x)=EQ\F(\s\up0(lb)\s\up2(2),6)=EQ\F(1.80*\s\up0(1.80)\s\up2(2),6)=0.97EQ\s\up0(m)\s\up2(3)当轴心荷载作用时,根据5.2.2-1：EQ\s\up0(P)\s\do2(k)=EQ\F(\s\up0(F)\s\do2(k)+\s\up0(G)\s\do2(k),A)=EQ\F(3263.36+113.40,3.24)=1042.21kPa当轴心荷载同双方向弯矩共同作用时：EQ\s\up0(P)\s\do2(kmax)=EQ\F(\s\up0(F)\s\do2(k)+\s\up0(G)\s\do2(k),A)+EQ\F(\s\up0(M)\s\do2(x),\s\up0(W)\s\do2(x))+EQ\F(\s\up0(M)\s\do2(y),\s\up0(W)\s\do2(y))=EQ\F(3263.36+113.40,3.24)+EQ\F(151.33,0.97)+EQ\F(43.97,0.97)=1243.14kPaEQ\s\up0(P)\s\do2(kmin)=EQ\F(\s\up0(F)\s\do2(k)+\s\up0(G)\s\do2(k),A)-EQ\F(\s\up0(M)\s\do2(x),\s\up0(W)\s\do2(x))-EQ\F(\s\up0(M)\s\do2(y),\s\up0(W)\s\do2(y))=EQ\F(3263.36+113.40,3.24)-EQ\F(151.33,0.97)-EQ\F(43.97,0.97)=841.28kPa当竖向力EQ\s\up0(N)\s\do2()作用时:EQ\s\up0(P)\s\do2(k)=1042.21kPa，EQ\s\up0(f)\s\do2(a)=1386.00kPaEQ\s\up0(P)\s\do2(k)≤EQ\s\up0(f)\s\do2(a)当竖向力EQ\s\up0(N)\s\do2()和EQ\s\up0(M)\s\do2(x)、EQ\s\up0(M)\s\do2(y)同时作用时:EQ\s\up0(P)\s\do2(kmax)=1243.14kPa，1.2EQ\s\up0(f)\s\do2(a)=1.2×1386.00=1663.00kPaEQ\s\up0(P)\s\do2(kmax)≤1.2EQ\s\up0(f)\s\do2(a)地基承载力验算满足【6:SATWE标准组合:1.00*恒+1.00*活+0.60*风x】N=3263.94kN.EQ\s\up0(M)\s\do2(x)=-73.52kN.m.EQ\s\up0(M)\s\do2(y)=25.15kN.m.EQ\s\up0(V)\s\do2(x)=16.40kN.EQ\s\up0(V)\s\do2(y)=55.25kN基础底部形心荷载N=3263.94kN.EQ\s\up0(M)\s\do2(x)=-150.87kN.m.EQ\s\up0(M)\s\do2(y)=48.10kN.m.EQ\s\up0(V)\s\do2(x)=16.40kN.EQ\s\up0(V)\s\do2(y)=55.25kNEQ\s\up0(W)\s\do2(y)=EQ\F(\s\up0(bl)\s\up2(2),6)=EQ\F(1.80*\s\up0(1.80)\s\up2(2),6)=0.97EQ\s\up0(m)\s\up2(3)EQ\s\up0(W)\s\do2(x)=EQ\F(\s\up0(lb)\s\up2(2),6)=EQ\F(1.80*\s\up0(1.80)\s\up2(2),6)=0.97EQ\s\up0(m)\s\up2(3)当轴心荷载作用时,根据5.2.2-1：EQ\s\up0(P)\s\do2(k)=EQ\F(\s\up0(F)\s\do2(k)+\s\up0(G)\s\do2(k),A)=EQ\F(3263.94+113.40,3.24)=1042.39kPa当轴心荷载同双方向弯矩共同作用时：EQ\s\up0(P)\s\do2(kmax)=EQ\F(\s\up0(F)\s\do2(k)+\s\up0(G)\s\do2(k),A)+EQ\F(\s\up0(M)\s\do2(x),\s\up0(W)\s\do2(x))+EQ\F(\s\up0(M)\s\do2(y),\s\up0(W)\s\do2(y))=EQ\F(3263.94+113.40,3.24)+EQ\F(150.87,0.97)+EQ\F(48.10,0.97)=1247.09kPaEQ\s\up0(P)\s\do2(kmin)=EQ\F(\s\up0(F)\s\do2(k)+\s\up0(G)\s\do2(k),A)-EQ\F(\s\up0(M)\s\do2(x),\s\up0(W)\s\do2(x))-EQ\F(\s\up0(M)\s\do2(y),\s\up0(W)\s\do2(y))=EQ\F(3263.94+113.40,3.24)-EQ\F(150.87,0.97)-EQ\F(48.10,0.97)=837.69kPa当竖向力EQ\s\up0(N)\s\do2()作用时:EQ\s\up0(P)\s\do2(k)=1042.39kPa，EQ\s\up0(f)\s\do2(a)=1386.00kPaEQ\s\up0(P)\s\do2(k)≤EQ\s\up0(f)\s\do2(a)当竖向力EQ\s\up0(N)\s\do2()和EQ\s\up0(M)\s\do2(x)、EQ\s\up0(M)\s\do2(y)同时作用时:EQ\s\up0(P)\s\do2(kmax)=1247.09kPa，1.2EQ\s\up0(f)\s\do2(a)=1.2×1386.00=1663.00kPaEQ\s\up0(P)\s\do2(kmax)≤1.2EQ\s\up0(f)\s\do2(a)地基承载力验算满足2、基础冲剪计算【15:SATWE基本组合:1.20*恒+1.40*活】N=3971.05kN.EQ\s\up0(M)\s\do2(x)=-89.88kN.m.EQ\s\up0(M)\s\do2(y)=27.52kN.m.EQ\s\up0(V)\s\do2(x)=18.51kN.EQ\s\up0(V)\s\do2(y)=67.47kN基础底部形心荷载N=3971.05kN.EQ\s\up0(M)\s\do2(x)=-184.34kN.m.EQ\s\up0(M)\s\do2(y)=53.43kN.m.EQ\s\up0(V)\s\do2(x)=18.51kN.EQ\s\up0(V)\s\do2(y)=67.47kNa、冲切验算冲切力抗力计算:X+方向,高度H=1000Dis=1200.00mmEQ\s\up0(F)\s\do2(l)=EQ\s\up0(p)\s\do2(j)×EQ\s\up0(A)\s\do2(l)=1280.61×0.00=0.000.7EQ\s\up0(β)\s\do2(hp)EQ\s\up0(f)\s\do2(t)(EQ\s\up0(a)\s\do2(t)+EQ\s\up0(a)\s\do2(b))EQ\s\up0(h)\s\do2(0)/2=0.7×0.98×1432.89×(0.60+1.80)×0.95/2=1124.39kN◎◎◎本方向冲切验算满足◎◎◎X-方向,高度H=1000Dis=600.00mmEQ\s\up0(F)\s\do2(l)=EQ\s\up0(p)\s\do2(j)×EQ\s\up0(A)\s\do2(l)=1207.31×0.00=0.000.7EQ\s\up0(β)\s\do2(hp)EQ\s\up0(f)\s\do2(t)(EQ\s\up0(a)\s\do2(t)+EQ\s\up0(a)\s\do2(b))EQ\s\up0(h)\s\do2(0)/2=0.7×0.98×1432.89×(0.60+1.80)×0.95/2=1124.39kN◎◎◎本方向冲切验算满足◎◎◎Y+方向,高度H=1000Dis=1200.00mmEQ\s\up0(F)\s\do2(l)=EQ\s\up0(p)\s\do2(j)×EQ\s\up0(A)\s\do2(l)=1415.28×0.00=0.000.7EQ\s\up0(β)\s\do2(hp)EQ\s\up0(f)\s\do2(t)(EQ\s\up0(a)\s\do2(t)+EQ\s\up0(a)\s\do2(b))EQ\s\up0(h)\s\do2(0)/2=0.7×0.98×1432.89×(0.60+1.80)×0.95/2=1124.39kN◎◎◎本方向冲切验算满足◎◎◎Y-方向,高度H=1000Dis=600.00mmEQ\s\up0(F)\s\do2(l)=EQ\s\up0(p)\s\do2(j)×EQ\s\up0(A)\s\do2(l)=1162.42×0.00=0.000.7EQ\s\up0(β)\s\do2(hp)EQ\s\up0(f)\s\do2(t)(EQ\s\up0(a)\s\do2(t)+EQ\s\up0(a)\s\do2(b))EQ\s\up0(h)\s\do2(0)/2=0.7×0.98×1432.89×(0.60+1.80)×0.95/2=1124.39kN◎◎◎本方向冲切验算满足◎◎◎独基尺寸长宽高180018001000【16:SATWE基本组合:1.35*恒+0.98*活】N=4303.75kN.EQ\s\up0(M)\s\do2(x)=-97.14kN.m.EQ\s\up0(M)\s\do2(y)=29.94kN.m.EQ\s\up0(V)\s\do2(x)=20.13kN.EQ\s\up0(V)\s\do2(y)=72.93kN基础底部形心荷载N=4303.75kN.EQ\s\up0(M)\s\do2(x)=-199.24kN.m.EQ\s\up0(M)\s\do2(y)=58.13kN.m.EQ\s\up0(V)\s\do2(x)=20.13kN.EQ\s\up0(V)\s\do2(y)=72.93kNb、剪切验算刚性基础强制进行抗剪计算。b+2*h0=2500mm>BB=1800Y方向需要进行抗剪计算:h+2*h0=2500mm>HH=1800X方向需要进行抗剪计算:X+方向,高度H=1000Dis=1200.00mmEQ\s\up0(V)\s\do2(s)=EQ\s\up0(p)\s\do2(j)*EQ\s\up0(A)\s\do2(l)=1368.19*1.08=1477.650.70*βhs*ft*A0=0.70*0.95*1432.89*1.71=1643.04kN◎◎◎本方向剪切验算满足◎◎◎X-方向,高度H=1000Dis=600.00mmEQ\s\up0(V)\s\do2(s)=EQ\s\up0(p)\s\do2(j)*EQ\s\up0(A)\s\do2(l)=1288.45*1.08=1391.520.70*βhs*ft*A0=0.70*0.95*1432.89*1.71=1643.04kN◎◎◎本方向剪切验算满足◎◎◎Y+方向,高度H=1000Dis=1200.00mmEQ\s\up0(V)\s\do2(s)=EQ\s\up0(p)\s\do2(j)*EQ\s\up0(A)\s\do2(l)=1464.97*1.08=1582.170.70*βhs*ft*A0=0.70*0.95*1432.89*1.71=1643.04kN◎◎◎本方向剪切验算满足◎◎◎Y-方向,高度H=1000Dis=600.00mmEQ\s\up0(V)\s\do2(s)=EQ\s\up0(p)\s\do2(j)*EQ\s\up0(A)\s\do2(l)=1191.67*1.08=1287.000.70*βhs*ft*A0=0.70*0.95*1432.89*1.71=1643.04kN◎◎◎本方向剪切验算满足◎◎◎独基尺寸长宽高1800180010003、基础配筋弯矩计算【16:SATWE基本组合:1.35*恒+0.98*活】N=4303.75kN.EQ\s\up0(M)\s\do2(x)=-97.14kN.m.EQ\s\up0(M)\s\do2(y)=29.94kN.m.EQ\s\up0(V)\s\do2(x)=20.13kN.EQ\s\up0(V)\s\do2(y)=72.93kN基础底部形心荷载N=4303.75kN.EQ\s\up0(M)\s\do2(x)=-199.24kN.m.EQ\s\up0(M)\s\do2(y)=58.13kN.m.EQ\s\up0(V)\s\do2(x)=20.13kN.EQ\s\up0(V)\s\do2(y)=72.93kN弯矩计算：x方向,EQ\s\up0(h)\s\do2(0)=950mmEQ\s\up0(M)\s\do2()=EQ\s\up0(a)\s\do2(1)EQ\s\up0()\s\up2(2)×[(2EQ\s\up0(l)\s\do2()+a`)×(EQ\s\up0(P)\s\do2(jmax)+EQ\s\up0(P)\s\do2(j))+(EQ\s\up0(P)\s\do2(jmax)-EQ\s\up0(P)\s\do2(j))*EQ\s\up0(l)\s\do2()]×Re/12=0.60×0.60[(2×1.80+0.60)×(1388.1+1348.3)+(1388.1-1348.3)*1.80]×1.00/12=346.94kN.my方向,EQ\s\up0(h)\s\do2(0)=930mmEQ\s\up0(M)\s\do2()=EQ\s\up0(a)\s\do2(1)EQ\s\up0()\s\up2(2)×[(2EQ\s\up0(l)\s\do2()+a`)×(EQ\s\up0(P)\s\do2(jmax)+EQ\s\up0(P)\s\do2(j))+(EQ\s\up0(P)\s\do2(jmax)-EQ\s\up0(P)\s\do2(j))*EQ\s\up0(l)\s\do2()]×Re/12=0.60×0.60[(2×1.80+0.60)×(1533.3+1396.6)+(1533.3-1396.6)*1.80]×1.00/12=376.55kN.m三、独基尺寸及配筋结果独基尺寸长宽高1800180010001、底部配筋：X方向:EQ\s\up0(M)\s\do2(1)=346.937组合号:16EQ\s\up0(AG)\s\do2(x)=EQ\s\up0(M)\s\do2(1)/(0.9EQ\s\up0(H)\s\do2(0)EQ\s\up0(F)\s\do2(y))=346937.2/(0.9×0.950×360.)=1127.151EQ\s\up0(mm)\s\up2(2)Y方向:EQ\s\up0(M)\s\do2(2)=376.552组合号:16EQ\s\up0(AG)\s\do2(y)=EQ\s\up0(M)\s\do2(2)/(0.9EQ\s\up0(H)\s\do2(0)EQ\s\up0(F)\s\do2(y))=376551.6/(0.9×0.930×360.)=1249.673EQ\s\up0(mm)\s\up2(2)配筋方向：计算钢筋构造钢筋实配X方向1127.22700.0HRB40014@100Y方向1249.72700.0HRB40014@100LJC-2一、设计资料1.独基类型：阶形现浇2.独基尺寸长(mm)宽(mm)高(mm)一阶000基础底标高：-7.4m基础移心：x方向0mmy方向0mm3.独基材料信息混凝土等级：C30钢筋级别：X方向:HRB400Y方向:HRB4004.地基承载力参数：底板受拉面积百分比：0.15地基承载力特征值：1386.00kPa宽度修正系数：0.00深度修正系数：1.00基底标高以上土层的加权平均重度(地下水位下取浮重度)：20.00kN/m3基底以下土层的重度：20.00kN/m3修正用基础埋置深度：1.20m计算方法：中华人民共和国国家标准GB50007-2011--综合法5.计算设计参数:荷载作用点标高：-6.00m拉梁承担弯矩比例：0.00基础底面积:3.42m2基础顶单位面积覆土重:14.00kPa独立基础自重:68.40kN保护层厚度:40mm最小配筋率:0.15%主筋强度:X360N/mm2Y360N/mm2RE:承载力抗震调整系数6.柱信息:柱信息表序号截面宽截面高沿轴偏心偏轴偏心相对转角柱1700700400-4800柱2900300220-20090柱31000300-2506200外接柱150016000-3007.设计时执行的规范：《建筑地基基础设计规范》（GB50007－2011）以下简称基础规范《混凝土结构设计规范》（GB50010－2010）以下简称混凝土规范8.防水板传递给独基荷载:恒荷载：0.00kN活荷载：0.00kN抗浮水荷载：0.00kN常规水荷载：0.00kN二、计算过程1、地基承载力验算【1:SATWE标准组合:1.00*恒+1.00*活】N=2537.15kN.EQ\s\up0(M)\s\do2(x)=130.92kN.m.EQ\s\up0(M)\s\do2(y)=423.90kN.m.EQ\s\up0(V)\s\do2(x)=3.97kN.EQ\s\up0(V)\s\do2(y)=-91.57kN基础底部形心荷载N=2537.15kN.EQ\s\up0(M)\s\do2(x)=259.11kN.m.EQ\s\up0(M)\s\do2(y)=429.45kN.m.EQ\s\up0(V)\s\do2(x)=3.97kN.EQ\s\up0(V)\s\do2(y)=-91.57kNEQ\s\up0(W)\s\do2(y)=EQ\F(\s\up0(bl)\s\up2(2),6)=EQ\F(1.90*\s\up0(1.80)\s\up2(2),6)=1.03EQ\s\up0(m)\s\up2(3)EQ\s\up0(W)\s\do2(x)=EQ\F(\s\up0(lb)\s\up2(2),6)=EQ\F(1.80*\s\up0(1.90)\s\up2(2),6)=1.08EQ\s\up0(m)\s\up2(3)当轴心荷载作用时,根据5.2.2-1：EQ\s\up0(P)\s\do2(k)=EQ\F(\s\up0(F)\s\do2(k)+\s\up0(G)\s\do2(k),A)=EQ\F(2537.15+116.28,3.42)=775.86kPa当轴心荷载同双方向弯矩共同作用时：EQ\s\up0(P)\s\do2(kmax)=EQ\F(\s\up0(F)\s\do2(k)+\s\up0(G)\s\do2(k),A)+EQ\F(\s\up0(M)\s\do2(x),\s\up0(W)\s\do2(x))+EQ\F(\s\up0(M)\s\do2(y),\s\up0(W)\s\do2(y))=EQ\F(2537.15+116.28,3.42)+EQ\F(259.11,1.08)+EQ\F(429.45,1.03)=1433.68kPaEQ\s\up0(P)\s\do2(kmin)=EQ\F(\s\up0(F)\s\do2(k)+\s\up0(G)\s\do2(k),A)-EQ\F(\s\up0(M)\s\do2(x),\s\up0(W)\s\do2(x))-EQ\F(\s\up0(M)\s\do2(y),\s\up0(W)\s\do2(y))=EQ\F(2537.15+116.28,3.42)-EQ\F(259.11,1.08)-EQ\F(429.45,1.03)=118.03kPa当竖向力EQ\s\up0(N)\s\do2()作用时:EQ\s\up0(P)\s\do2(k)=775.86kPa，EQ\s\up0(f)\s\do2(a)=1386.00kPaEQ\s\up0(P)\s\do2(k)≤EQ\s\up0(f)\s\do2(a)当竖向力EQ\s\up0(N)\s\do2()和EQ\s\up0(M)\s\do2(x)、EQ\s\up0(M)\s\do2(y)同时作用时:EQ\s\up0(P)\s\do2(kmax)=1433.68kPa，1.2EQ\s\up0(f)\s\do2(a)=1.2×1386.00=1663.00kPaEQ\s\up0(P)\s\do2(kmax)≤1.2EQ\s\up0(f)\s\do2(a)地基承载力验算满足【6:SATWE标准组合:1.00*恒+1.00*活+0.60*风x】N=2566.78kN.EQ\s\up0(M)\s\do2(x)=150.24kN.m.EQ\s\up0(M)\s\do2(y)=451.30kN.m.EQ\s\up0(V)\s\do2(x)=7.60kN.EQ\s\up0(V)\s\do2(y)=-93.05kN基础底部形心荷载N=2566.78kN.EQ\s\up0(M)\s\do2(x)=280.51kN.m.EQ\s\up0(M)\s\do2(y)=461.94kN.m.EQ\s\up0(V)\s\do2(x)=7.60kN.EQ\s\up0(V)\s\do2(y)=-93.05kNEQ\s\up0(W)\s\do2(y)=EQ\F(\s\up0(bl)\s\up2(2),6)=EQ\F(1.90*\s\up0(1.80)\s\up2(2),6)=1.03EQ\s\up0(m)\s\up2(3)EQ\s\up0(W)\s\do2(x)=EQ\F(\s\up0(lb)\s\up2(2),6)=EQ\F(1.80*\s\up0(1.90)\s\up2(2),6)=1.08EQ\s\up0(m)\s\up2(3)当轴心荷载作用时,根据5.2.2-1：EQ\s\up0(P)\s\do2(k)=EQ\F(\s\up0(F)\s\do2(k)+\s\up0(G)\s\do2(k),A)=EQ\F(2566.78+116.28,3.42)=784.52kPa当轴心荷载同双方向弯矩共同作用时：EQ\s\up0(P)\s\do2(kmax)=EQ\F(\s\up0(F)\s\do2(k)+\s\up0(G)\s\do2(k),A)+EQ\F(\s\up0(M)\s\do2(x),\s\up0(W)\s\do2(x))+EQ\F(\s\up0(M)\s\do2(y),\s\up0(W)\s\do2(y))=EQ\F(2566.78+116.28,3.42)+EQ\F(280.51,1.08)+EQ\F(461.94,1.03)=1493.77kPaEQ\s\up0(P)\s\do2(kmin)=EQ\F(\s\up0(F)\s\do2(k)+\s\up0(G)\s\do2(k),A)-EQ\F(\s\up0(M)\s\do2(x),\s\up0(W)\s\do2(x))-EQ\F(\s\up0(M)\s\do2(y),\s\up0(W)\s\do2(y))=EQ\F(2566.78+116.28,3.42)-EQ\F(280.51,1.08)-EQ\F(461.94,1.03)=75.28kPa当竖向力EQ\s\up0(N)\s\do2()作用时:EQ\s\up0(P)\s\do2(k)=784.52kPa，EQ\s\up0(f)\s\do2(a)=1386.00kPaEQ\s\up0(P)\s\do2(k)≤EQ\s\up0(f)\s\do2(a)当竖向力EQ\s\up0(N)\s\do2()和EQ\s\up0(M)\s\do2(x)、EQ\s\up0(M)\s\do2(y)同时作用时:EQ\s\up0(P)\s\do2(kmax)=1493.77kPa，1.2EQ\s\up0(f)\s\do2(a)=1.2×1386.00=1663.00kPaEQ\s\up0(P)\s\do2(kmax)≤1.2EQ\s\up0(f)\s\do2(a)地基承载力验算满足【8:SATWE标准组合:1.00*恒+0.70*活+1.00*风x】N=2529.91kN.EQ\s\up0(M)\s\do2(x)=161.16kN.m.EQ\s\up0(M)\s\do2(y)=460.36kN.m.EQ\s\up0(V)\s\do2(x)=10.08kN.EQ\s\up0(V)\s\do2(y)=-92.61kN基础底部形心荷载N=2529.91kN.EQ\s\up0(M)\s\do2(x)=290.81kN.m.EQ\s\up0(M)\s\do2(y)=474.47kN.m.EQ\s\up0(V)\s\do2(x)=10.08kN.EQ\s\up0(V)\s\do2(y)=-92.61kNEQ\s\up0(W)\s\do2(y)=EQ\F(\s\up0(bl)\s\up2(2),6)=EQ\F(1.90*\s\up0(1.80)\s\up2(2),6)=1.03EQ\s\up0(m)\s\up2(3)EQ\s\up0(W)\s\do2(x)=EQ\F(\s\up0(lb)\s\up2(2),6)=EQ\F(1.80*\s\up0(1.90)\s\up2(2),6)=1.08EQ\s\up0(m)\s\up2(3)当轴心荷载作用时,根据5.2.2-1：EQ\s\up0(P)\s\do2(k)=EQ\F(\s\up0(F)\s\do2(k)+\s\up0(G)\s\do2(k),A)=EQ\F(2529.91+116.28,3.42)=773.74kPa当轴心荷载同双方向弯矩共同作用时：EQ\s\up0(P)\s\do2(kmax)=EQ\F(\s\up0(F)\s\do2(k)+\s\up0(G)\s\do2(k),A)+EQ\F(\s\up0(M)\s\do2(x),\s\up0(W)\s\do2(x))+EQ\F(\s\up0(M)\s\do2(y),\s\up0(W)\s\do2(y))=EQ\F(2529.91+116.28,3.42)+EQ\F(290.81,1.08)+EQ\F(474.47,1.03)=1504.71kPaEQ\s\up0(P)\s\do2(kmin)=EQ\F(\s\up0(F)\s\do2(k)+\s\up0(G)\s\do2(k),A)-EQ\F(\s\up0(M)\s\do2(x),\s\up0(W)\s\do2(x))-EQ\F(\s\up0(M)\s\do2(y),\s\up0(W)\s\do2(y))=EQ\F(2529.91+116.28,3.42)-EQ\F(290.81,1.08)-EQ\F(474.47,1.03)=42.77kPa当竖向力EQ\s\up0(N)\s\do2()作用时:EQ\s\up0(P)\s\do2(k)=773.74kPa，EQ\s\up0(f)\s\do2(a)=1386.00kPaEQ\s\up0(P)\s\do2(k)≤EQ\s\up0(f)\s\do2(a)当竖向力EQ\s\up0(N)\s\do2()和EQ\s\up0(M)\s\do2(x)、EQ\s\up0(M)\s\do2(y)同时作用时:EQ\s\up0(P)\s\do2(kmax)=1504.71kPa，1.2EQ\s\up0(f)\s\do2(a)=1.2×1386.00=1663.00kPaEQ\s\up0(P)\s\do2(kmax)≤1.2EQ\s\up0(f)\s\do2(a)地基承载力验算满足2、基础冲剪计算【15:SATWE基本组合:1.20*恒+1.40*活】N=3082.33kN.EQ\s\up0(M)\s\do2(x)=158.41kN.m.EQ\s\up0(M)\s\do2(y)=514.82kN.m.EQ\s\up0(V)\s\do2(x)=4.72kN.EQ\s\up0(V)\s\do2(y)=-110.84kN基础底部形心荷载N=3082.33kN.EQ\s\up0(M)\s\do2(x)=313.58kN.m.EQ\s\up0(M)\s\do2(y)=521.42kN.m.EQ\s\up0(V)\s\do2(x)=4.72kN.EQ\s\up0(V)\s\do2(y)=-110.84kNa、冲切验算冲切力抗力计算:X+方向,高度H=800Dis=1650.00mmEQ\s\up0(F)\s\do2(l)=EQ\s\up0(p)\s\do2(j)×EQ\s\up0(A)\s\do2(l)=1409.48×0.00=0.000.7EQ\s\up0(β)\s\do2(hp)EQ\s\up0(f)\s\do2(t)(EQ\s\up0(a)\s\do2(t)+EQ\s\up0(a)\s\do2(b))EQ\s\up0(h)\s\do2(0)/2=0.7×1.00×1432.89×(1.60+1.90)×0.75/2=1316.47kN◎◎◎本方向冲切验算满足◎◎◎X-方向,高度H=800Dis=150.00mmEQ\s\up0(F)\s\do2(l)=EQ\s\up0(p)\s\do2(j)×EQ\s\up0(A)\s\do2(l)=477.76×0.00=0.000.7EQ\s\up0(β)\s\do2(hp)EQ\s\up0(f)\s\do2(t)(EQ\s\up0(a)\s\do2(t)+EQ\s\up0(a)\s\do2(b))EQ\s\up0(h)\s\do2(0)/2=0.7×1.00×1432.89×(1.60+1.90)×0.75/2=1316.47kN◎◎◎本方向冲切验算满足◎◎◎Y+方向,高度H=800Dis=1750.00mmEQ\s\up0(F)\s\do2(l)=EQ\s\up0(p)\s\do2(j)×EQ\s\up0(A)\s\do2(l)=657.44×0.00=0.000.7EQ\s\up0(β)\s\do2(hp)EQ\s\up0(f)\s\do2(t)(EQ\s\up0(a)\s\do2(t)+EQ\s\up0(a)\s\do2(b))EQ\s\up0(h)\s\do2(0)/2=0.7×1.00×1432.89×(1.50+1.80)×0.75/2=1241.24kN◎◎◎本方向冲切验算满足◎◎◎Y-方向,高度H=800Dis=150.00mmEQ\s\up0(F)\s\do2(l)=EQ\s\up0(p)\s\do2(j)×EQ\s\up0(A)\s\do2(l)=1190.82×0.00=0.000.7EQ\s\up0(β)\s\do2(hp)EQ\s\up0(f)\s\do2(t)(EQ\s\up0(a)\s\do2(t)+EQ\s\up0(a)\s\do2(b))EQ\s\up0(h)\s\do2(0)/2=0.7×1.00×1432.89×(1.50+1.80)×0.75/2=1241.24kN◎◎◎本方向冲切验算满足◎◎◎独基尺寸长宽16:SATWE基本组合:1.35*恒+0.98*活】N=3355.33kN.EQ\s\up0(M)\s\do2(x)=174.32kN.m.EQ\s\up0(M)\s\do2(y)=560.90kN.m.EQ\s\up0(V)\s\do2(x)=5.43kN.EQ\s\up0(V)\s\do2(y)=-121.85kN基础底部形心荷载N=3355.33kN.EQ\s\up0(M)\s\do2(x)=344.91kN.m.EQ\s\up0(M)\s\do2(y)=568.51kN.m.EQ\s\up0(V)\s\do2(x)=5.43kN.EQ\s\up0(V)\s\do2(y)=-121.85kNb、剪切验算刚性基础强制进行抗剪计算。b+2*h0=3000mm>BB=1800Y方向