6#独立基础计算书

独基_序号22_D2019_7_17T21_46_32JC-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12001200800二阶000基础底标高：-1.5m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：-0.60m拉梁承担弯矩比例：0.00基础底面积:1.44m2基础顶单位面积覆土重:14.00kPa独立基础自重:28.80kN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1600600200-00外接柱600600200007.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=941.22kN.EQ\s\up0(M)\s\do2(x)=86.70kN.m.EQ\s\up0(M)\s\do2(y)=68.58kN.m.EQ\s\up0(V)\s\do2(x)=-1.50kN.EQ\s\up0(V)\s\do2(y)=-14.20kN基础底部形心荷载N=941.22kN.EQ\s\up0(M)\s\do2(x)=99.48kN.m.EQ\s\up0(M)\s\do2(y)=67.23kN.m.EQ\s\up0(V)\s\do2(x)=-1.50kN.EQ\s\up0(V)\s\do2(y)=-14.20kNEQ\s\up0(f)\s\do2(a)=1386kPaEQ\s\up0(W)\s\do2(y)=EQ\F(\s\up0(bl)\s\up2(2),6)=EQ\F(1.20*\s\up0(1.20)\s\up2(2),6)=0.29EQ\s\up0(m)\s\up2(3)EQ\s\up0(W)\s\do2(x)=EQ\F(\s\up0(lb)\s\up2(2),6)=EQ\F(1.20*\s\up0(1.20)\s\up2(2),6)=0.29EQ\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(941.22+48.96,1.44)=687.62kPa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(941.22+48.96,1.44)+EQ\F(99.48,0.29)+EQ\F(67.23,0.29)=1266.47kPaEQ\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(941.22+48.96,1.44)-EQ\F(99.48,0.29)-EQ\F(67.23,0.29)=108.77kPa当竖向力EQ\s\up0(N)\s\do2()作用时:EQ\s\up0(P)\s\do2(k)=687.62kPa，EQ\s\up0(f)\s\do2(a)=1386kPaEQ\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)=1266.47kPa，1.2EQ\s\up0(f)\s\do2(a)=1.2×1386=1663kPaEQ\s\up0(P)\s\do2(kmax)≤1.2EQ\s\up0(f)\s\do2(a)地基承载力验算满足【7:SATWE标准组合:1.00*恒+1.00*活-0.60*风x】N=962.74kN.EQ\s\up0(M)\s\do2(x)=94.56kN.m.EQ\s\up0(M)\s\do2(y)=67.45kN.m.EQ\s\up0(V)\s\do2(x)=-2.36kN.EQ\s\up0(V)\s\do2(y)=-16.57kN基础底部形心荷载N=962.74kN.EQ\s\up0(M)\s\do2(x)=109.47kN.m.EQ\s\up0(M)\s\do2(y)=65.32kN.m.EQ\s\up0(V)\s\do2(x)=-2.36kN.EQ\s\up0(V)\s\do2(y)=-16.57kNEQ\s\up0(W)\s\do2(y)=EQ\F(\s\up0(bl)\s\up2(2),6)=EQ\F(1.20*\s\up0(1.20)\s\up2(2),6)=0.29EQ\s\up0(m)\s\up2(3)EQ\s\up0(W)\s\do2(x)=EQ\F(\s\up0(lb)\s\up2(2),6)=EQ\F(1.20*\s\up0(1.20)\s\up2(2),6)=0.29EQ\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(962.74+48.96,1.44)=702.57kPa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(962.74+48.96,1.44)+EQ\F(109.47,0.29)+EQ\F(65.32,0.29)=1309.48kPaEQ\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(962.74+48.96,1.44)-EQ\F(109.47,0.29)-EQ\F(65.32,0.29)=95.67kPa当竖向力EQ\s\up0(N)\s\do2()作用时:EQ\s\up0(P)\s\do2(k)=702.57kPa，EQ\s\up0(f)\s\do2(a)=1386kPaEQ\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)=1309.48kPa，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【9:SATWE标准组合:1.00*恒+0.70*活-1.00*风x】N=959.77kN.EQ\s\up0(M)\s\do2(x)=98.27kN.m.EQ\s\up0(M)\s\do2(y)=65.43kN.m.EQ\s\up0(V)\s\do2(x)=-2.92kN.EQ\s\up0(V)\s\do2(y)=-17.95kN基础底部形心荷载N=959.77kN.EQ\s\up0(M)\s\do2(x)=114.43kN.m.EQ\s\up0(M)\s\do2(y)=62.81kN.m.EQ\s\up0(V)\s\do2(x)=-2.92kN.EQ\s\up0(V)\s\do2(y)=-17.95kNb=3.00mEQ\s\up0(W)\s\do2(y)=EQ\F(\s\up0(bl)\s\up2(2),6)=EQ\F(1.20*\s\up0(1.20)\s\up2(2),6)=0.29EQ\s\up0(m)\s\up2(3)EQ\s\up0(W)\s\do2(x)=EQ\F(\s\up0(lb)\s\up2(2),6)=EQ\F(1.20*\s\up0(1.20)\s\up2(2),6)=0.29EQ\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(959.77+48.96,1.44)=700.50kPa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(959.77+48.96,1.44)+EQ\F(114.43,0.29)+EQ\F(62.81,0.29)=1315.89kPaEQ\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(959.77+48.96,1.44)-EQ\F(114.43,0.29)-EQ\F(62.81,0.29)=85.11kPa当竖向力EQ\s\up0(N)\s\do2()作用时:EQ\s\up0(P)\s\do2(k)=700.50kPa，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)=1315.89kPa，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【23:SATWE基本组合:1.20*恒+1.40*活】N=1141.01kN.EQ\s\up0(M)\s\do2(x)=105.06kN.m.EQ\s\up0(M)\s\do2(y)=83.13kN.m.EQ\s\up0(V)\s\do2(x)=-1.81kN.EQ\s\up0(V)\s\do2(y)=-17.17kN基础底部形心荷载N=1141.01kN.EQ\s\up0(M)\s\do2(x)=120.51kN.m.EQ\s\up0(M)\s\do2(y)=81.50kN.m.EQ\s\up0(V)\s\do2(x)=-1.81kN.EQ\s\up0(V)\s\do2(y)=-17.17kNa、冲切验算冲切力抗力计算:X+方向,高度H=800Dis=900.00mmEQ\s\up0(F)\s\do2(l)=EQ\s\up0(p)\s\do2(j)×EQ\s\up0(A)\s\do2(l)=1075.36×0.00=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×(0.60+1.20)×0.75/2=677.04kN◎◎◎本方向冲切验算满足◎◎◎X-方向,高度H=800Dis=300.00mmEQ\s\up0(F)\s\do2(l)=EQ\s\up0(p)\s\do2(j)×EQ\s\up0(A)\s\do2(l)=650.88×0.00=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×(0.60+1.20)×0.75/2=677.04kN◎◎◎本方向冲切验算满足◎◎◎Y+方向,高度H=800Dis=900.00mmEQ\s\up0(F)\s\do2(l)=EQ\s\up0(p)\s\do2(j)×EQ\s\up0(A)\s\do2(l)=583.15×0.00=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×(0.60+1.20)×0.75/2=677.04kN◎◎◎本方向冲切验算满足◎◎◎Y-方向,高度H=800Dis=300.00mmEQ\s\up0(F)\s\do2(l)=EQ\s\up0(p)\s\do2(j)×EQ\s\up0(A)\s\do2(l)=1210.82×0.00=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×(0.60+1.20)×0.75/2=677.04kN◎◎◎本方向冲切验算满足◎◎◎独基尺寸长宽高120012008003、基础配筋弯矩计算【24:SATWE基本组合:1.35*恒+0.98*活】N=1249.27kN.EQ\s\up0(M)\s\do2(x)=115.16kN.m.EQ\s\up0(M)\s\do2(y)=91.03kN.m.EQ\s\up0(V)\s\do2(x)=-1.99kN.EQ\s\up0(V)\s\do2(y)=-18.92kN基础底部形心荷载N=1249.27kN.EQ\s\up0(M)\s\do2(x)=132.19kN.m.EQ\s\up0(M)\s\do2(y)=89.24kN.m.EQ\s\up0(V)\s\do2(x)=-1.99kN.EQ\s\up0(V)\s\do2(y)=-18.92kN弯矩计算：x方向,EQ\s\up0(h)\s\do2(0)=750mmEQ\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[(2×1.20+0.60)×(557.7+815.9)+(557.7-815.9)*1.20]×1.00/12=79.40kN.my方向,EQ\s\up0(h)\s\do2(0)=730mmEQ\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=0.30×0.30[(2×1.20+0.60)×(1326.5+1097.0)+(1326.5-1097.0)*1.20]×1.00/12=56.60kN.m三、独基尺寸及配筋结果独基尺寸长宽高120012008001、底部配筋：X方向:EQ\s\up0(M)\s\do2(1)=79.395组合号:24EQ\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))=79395.2/(0.9×0.750×360.)=326.729EQ\s\up0(mm)\s\up2(2)Y方向:EQ\s\up0(M)\s\do2(2)=56.596组合号:24EQ\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))=56596.3/(0.9×0.730×360.)=239.288EQ\s\up0(mm)\s\up2(2)配筋方向：计算钢筋构造钢筋实配X方向326.71440.0HRB40014@120Y方向239.31440.0HRB40014@120JC-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16001600800二阶000基础底标高：-1.5m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：-0.60m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:14.00kPa独立基础自重:51.20kN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1800800000外接柱8008000007.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=1998.88kN.EQ\s\up0(M)\s\do2(x)=265.06kN.m.EQ\s\up0(M)\s\do2(y)=-27.85kN.m.EQ\s\up0(V)\s\do2(x)=-23.28kN.EQ\s\up0(V)\s\do2(y)=9.58kN基础底部形心荷载N=1998.88kN.EQ\s\up0(M)\s\do2(x)=256.44kN.m.EQ\s\up0(M)\s\do2(y)=-48.79kN.m.EQ\s\up0(V)\s\do2(x)=-23.28kN.EQ\s\up0(V)\s\do2(y)=9.58kNEQ\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(1998.88+87.04,2.56)=814.81kPa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(1998.88+87.04,2.56)+EQ\F(256.44,0.68)+EQ\F(48.79,0.68)=1261.93kPaEQ\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(1998.88+87.04,2.56)-EQ\F(256.44,0.68)-EQ\F(48.79,0.68)=367.69kPa当竖向力EQ\s\up0(N)\s\do2()作用时:EQ\s\up0(P)\s\do2(k)=814.81kPa，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)=1261.93kPa，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【7:SATWE标准组合:1.00*恒+1.00*活-0.60*风x】N=2024.49kN.EQ\s\up0(M)\s\do2(x)=267.23kN.m.EQ\s\up0(M)\s\do2(y)=-16.35kN.m.EQ\s\up0(V)\s\do2(x)=-17.93kN.EQ\s\up0(V)\s\do2(y)=10.84kN基础底部形心荷载N=2024.49kN.EQ\s\up0(M)\s\do2(x)=257.47kN.m.EQ\s\up0(M)\s\do2(y)=-32.49kN.m.EQ\s\up0(V)\s\do2(x)=-17.93kN.EQ\s\up0(V)\s\do2(y)=10.84kNEQ\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(2024.49+87.04,2.56)=824.82kPa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(2024.49+87.04,2.56)+EQ\F(257.47,0.68)+EQ\F(32.49,0.68)=1249.55kPaEQ\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(2024.49+87.04,2.56)-EQ\F(257.47,0.68)-EQ\F(32.49,0.68)=400.08kPa当竖向力EQ\s\up0(N)\s\do2()作用时:EQ\s\up0(P)\s\do2(k)=824.82kPa，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)=1249.55kPa，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=1999.29kN.EQ\s\up0(M)\s\do2(x)=278.50kN.m.EQ\s\up0(M)\s\do2(y)=-28.63kN.m.EQ\s\up0(V)\s\do2(x)=-23.85kN.EQ\s\up0(V)\s\do2(y)=4.52kN基础底部形心荷载N=1999.29kN.EQ\s\up0(M)\s\do2(x)=274.44kN.m.EQ\s\up0(M)\s\do2(y)=-50.10kN.m.EQ\s\up0(V)\s\do2(x)=-23.85kN.EQ\s\up0(V)\s\do2(y)=4.52kNEQ\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(1999.29+87.04,2.56)=814.97kPa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(1999.29+87.04,2.56)+EQ\F(274.44,0.68)+EQ\F(50.10,0.68)=1290.36kPaEQ\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(1999.29+87.04,2.56)-EQ\F(274.44,0.68)-EQ\F(50.10,0.68)=339.59kPa当竖向力EQ\s\up0(N)\s\do2()作用时:EQ\s\up0(P)\s\do2(k)=814.97kPa，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)=1290.36kPa，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【23:SATWE基本组合:1.20*恒+1.40*活】N=2426.35kN.EQ\s\up0(M)\s\do2(x)=321.95kN.m.EQ\s\up0(M)\s\do2(y)=-33.71kN.m.EQ\s\up0(V)\s\do2(x)=-28.16kN.EQ\s\up0(V)\s\do2(y)=11.47kN基础底部形心荷载N=2426.35kN.EQ\s\up0(M)\s\do2(x)=311.62kN.m.EQ\s\up0(M)\s\do2(y)=-59.05kN.m.EQ\s\up0(V)\s\do2(x)=-28.16kN.EQ\s\up0(V)\s\do2(y)=11.47kNa、冲切验算冲切力抗力计算:X+方向,高度H=800Dis=1200.00mmEQ\s\up0(F)\s\do2(l)=EQ\s\up0(p)\s\do2(j)×EQ\s\up0(A)\s\do2(l)=904.54×0.00=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×(0.80+1.60)×0.75/2=902.72kN◎◎◎本方向冲切验算满足◎◎◎X-方向,高度H=800Dis=400.00mmEQ\s\up0(F)\s\do2(l)=EQ\s\up0(p)\s\do2(j)×EQ\s\up0(A)\s\do2(l)=1034.29×0.00=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×(0.80+1.60)×0.75/2=902.72kN◎◎◎本方向冲切验算满足◎◎◎Y+方向,高度H=800Dis=1200.00mmEQ\s\up0(F)\s\do2(l)=EQ\s\up0(p)\s\do2(j)×EQ\s\up0(A)\s\do2(l)=719.55×0.00=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×(0.80+1.60)×0.75/2=902.72kN◎◎◎本方向冲切验算满足◎◎◎Y-方向,高度H=800Dis=400.00mmEQ\s\up0(F)\s\do2(l)=EQ\s\up0(p)\s\do2(j)×EQ\s\up0(A)\s\do2(l)=1404.27×0.00=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×(0.80+1.60)×0.75/2=902.72kN◎◎◎本方向冲切验算满足◎◎◎独基尺寸长宽高160016008003、基础配筋弯矩计算【24:SATWE基本组合:1.35*恒+0.98*活】N=2647.26kN.EQ\s\up0(M)\s\do2(x)=350.67kN.m.EQ\s\up0(M)\s\do2(y)=-37.05kN.m.EQ\s\up0(V)\s\do2(x)=-31.00kN.EQ\s\up0(V)\s\do2(y)=12.98kN基础底部形心荷载N=2647.26kN.EQ\s\up0(M)\s\do2(x)=338.99kN.m.EQ\s\up0(M)\s\do2(y)=-64.95kN.m.EQ\s\up0(V)\s\do2(x)=-31.00kN.EQ\s\up0(V)\s\do2(y)=12.98kN弯矩计算：x方向,EQ\s\up0(h)\s\do2(0)=750mmEQ\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=0.40×0.40[(2×1.60+0.80)×(1129.2+1081.7)+(1129.2-1081.7)*1.60]×1.00/12=118.93kN.my方向,EQ\s\up0(h)\s\do2(0)=730mmEQ\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=0.40×0.40[(2×1.60+0.80)×(1530.7+1282.4)+(1530.7-1282.4)*1.60]×1.00/12=155.32kN.m三、独基尺寸及配筋结果独基尺寸长宽高160016008001、底部配筋：X方向:EQ\s\up0(M)\s\do2(1)=118.929组合号:24EQ\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))=118928.5/(0.9×0.750×360.)=489.418EQ\s\up0(mm)\s\up2(2)Y方向:EQ\s\up0(M)\s\do2(2)=155.324组合号:24EQ\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))=155324.4/(0.9×0.730×360.)=656.707EQ\s\up0(mm)\s\up2(2)配筋方向：计算钢筋构造钢筋实配X方向489.41920.0HRB40014@120Y方向656.71920.0HRB40014@120JC-3一、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：-1.5m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：-0.60m拉梁承担弯矩比例：0.00基础底面积:1.96m2基础顶单位面积覆土重:14.00kPa独立基础自重:39.20kN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1800800000外接柱8008000007.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=1583.37kN.EQ\s\up0(M)\s\do2(x)=219.75kN.m.EQ\s\up0(M)\s\do2(y)=-2.31kN.m.EQ\s\up0(V)\s\do2(x)=-1.11kN.EQ\s\up0(V)\s\do2(y)=-0.62kN基础底部形心荷载N=1583.37kN.EQ\s\up0(M)\s\do2(x)=220.31kN.m.EQ\s\up0(M)\s\do2(y)=-3.31kN.m.EQ\s\up0(V)\s\do2(x)=-1.11kN.EQ\s\up0(V)\s\do2(y)=-0.62kNEQ\s\up0(W)\s\do2(y)=EQ\F(\s\up0(bl)\s\up2(2),6)=EQ\F(1.40*\s\up0(1.40)\s\up2(2),6)=0.46EQ\s\up0(m)\s\up2(3)EQ\s\up0(W)\s\do2(x)=EQ\F(\s\up0(lb)\s\up2(2),6)=EQ\F(1.40*\s\up0(1.40)\s\up2(2),6)=0.46EQ\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(1583.37+66.64,1.96)=841.84kPa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(1583.37+66.64,1.96)+EQ\F(220.31,0.46)+EQ\F(3.31,0.46)=1330.80kPaEQ\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(1583.37+66.64,1.96)-EQ\F(220.31,0.46)-EQ\F(3.31,0.46)=352.89kPa当竖向力EQ\s\up0(N)\s\do2()作用时:EQ\s\up0(P)\s\do2(k)=841.84kPa，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)=1330.80kPa，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=1591.27kN.EQ\s\up0(M)\s\do2(x)=234.39kN.m.EQ\s\up0(M)\s\do2(y)=-2.12kN.m.EQ\s\up0(V)\s\do2(x)=-1.02kN.EQ\s\up0(V)\s\do2(y)=-5.70kN基础底部形心荷载N=1591.27kN.EQ\s\up0(M)\s\do2(x)=239.52kN.m.EQ\s\up0(M)\s\do2(y)=-3.05kN.m.EQ\s\up0(V)\s\do2(x)=-1.02kN.EQ\s\up0(V)\s\do2(y)=-5.70kNEQ\s\up0(W)\s\do2(y)=EQ\F(\s\up0(bl)\s\up2(2),6)=EQ\F(1.40*\s\up0(1.40)\s\up2(2),6)=0.46EQ\s\up0(m)\s\up2(3)EQ\s\up0(W)\s\do2(x)=EQ\F(\s\up0(lb)\s\up2(2),6)=EQ\F(1.40*\s\up0(1.40)\s\up2(2),6)=0.46EQ\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(1591.27+66.64,1.96)=845.87kPa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(1591.27+66.64,1.96)+EQ\F(239.52,0.46)+EQ\F(3.05,0.46)=1376.26kPaEQ\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(1591.27+66.64,1.96)-EQ\F(239.52,0.46)-EQ\F(3.05,0.46)=315.48kPa当竖向力EQ\s\up0(N)\s\do2()作用时:EQ\s\up0(P)\s\do2(k)=845.87kPa，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)=1376.26kPa，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【23:SATWE基本组合:1.20*恒+1.40*活】N=1925.63kN.EQ\s\up0(M)\s\do2(x)=267.60kN.m.EQ\s\up0(M)\s\do2(y)=-2.82kN.m.EQ\s\up0(V)\s\do2(x)=-1.36kN.EQ\s\up0(V)\s\do2(y)=-1.05kN基础底部形心荷载N=1925.63kN.EQ\s\up0(M)\s\do2(x)=268.55kN.m.EQ\s\up0(M)\s\do2(y)=-4.04kN.m.EQ\s\up0(V)\s\do2(x)=-1.36kN.EQ\s\up0(V)\s\do2(y)=-1.05kNa、冲切验算冲切力抗力计算:X+方向,高度H=800Dis=1100.00mmEQ\s\up0(F)\s\do2(l)=EQ\s\up0(p)\s\do2(j)×EQ\s\up0(A)\s\do2(l)=977.42×0.00=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=0.7×1.00×1432.89×(0.80+1.40)×0.75/2=827.49kN◎◎◎本方向冲切验算满足◎◎◎X-方向,高度H=800Dis=300.00mmEQ\s\up0(F)\s\do2(l)=EQ\s\up0(p)\s\do2(j)×EQ\s\up0(A)\s\do2(l)=991.31×0.00=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=0.7×1.00×1432.89×(0.80+1.40)×0.75/2=827.49kN◎◎◎本方向冲切验算满足◎◎◎Y+方向,高度H=800Dis=1100.00mmEQ\s\up0(F)\s\do2(l)=EQ\s\up0(p)\s\do2(j)×EQ\s\up0(A)\s\do2(l)=646.92×0.00=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×(0.80+1.40)×0.75/2=827.49kN◎◎◎本方向冲切验算满足◎◎◎Y-方向,高度H=800Dis=300.00mmEQ\s\up0(F)\s\do2(l)=EQ\s\up0(p)\s\do2(j)×EQ\s\up0(A)\s\do2(l)=1569.67×0.00=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=0.7×1.00×1432.89×(0.80+1.40)×0.75/2=827.49kN◎◎◎本方向冲切验算满足◎◎◎独基尺寸长宽高138613868003、基础配筋弯矩计算【24:SATWE基本组合:1.35*恒+0.98*活】N=2090.21kN.EQ\s\up0(M)\s\do2(x)=289.44kN.m.EQ\s\up0(M)\s\do2(y)=-3.02kN.m.EQ\s\up0(V)\s\do2(x)=-1.46kN.EQ\s\up0(V)\s\do2(y)=-0.27kN基础底部形心荷载N=2090.21kN.EQ\s\up0(M)\s\do2(x)=289.68kN.m.EQ\s\up0(M)\s\do2(y)=-4.33kN.m.EQ\s\up0(V)\s\do2(x)=-1.46kN.EQ\s\up0(V)\s\do2(y)=-0.27kN弯矩计算：x方向,EQ\s\up0(h)\s\do2(0)=750mmEQ\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=0.30×0.30[(2×1.40+0.80)×(1075.9+1071.8)+(1075.9-1071.8)*1.40]×1.00/12=58.03kN.my方向,EQ\s\up0(h)\s\do2(0)=730mmEQ\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=0.30×0.30[(2×1.40+0.80)×(1699.9+1428.4)+(1699.9-1428.4)*1.40]×1.00/12=87.31kN.m三、独基尺寸及配筋结果独基尺寸长宽高138613868001、底部配筋：X方向:EQ\s\up0(M)\s\do2(1)=58.032组合号:24EQ\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))=58032.1/(0.9×0.750×360.)=238.815EQ\s\up0(mm)\s\up2(2)Y方向:EQ\s\up0(M)\s\do2(2)=87.313组合号:24EQ\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))=87312.8/(0.9×0.730×360.)=369.156EQ\s\up0(mm)\s\up2(2)配筋方向：计算钢筋构造钢筋实配X方向238.81663.0HRB40014@120Y方向369.21663.0HRB40014@120LJC-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：-1.5m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修正前地基承载力特征值：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：-0.60m拉梁承担弯矩比例：0.00基础底面积:2.52m2基础顶单位面积覆土重:14.00kPa独立基础自重:50.40kN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1998200-2514500柱2500200498-4500柱3900200-0-24890外接柱149911000007.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二、计算过程1、地基承载力验算【10:SATWE标准组合:1.00*恒+1.00*活+0.60*风y】N=1695.11kN.EQ\s\up0(M)\s\do2(x)=-225.60kN.m.EQ\s\up0(M)\s\do2(y)=113.77kN.m.EQ\s\up0(V)\s\do2(x)=-20.85kN.EQ\s\up0(V)\s\do2(y)=29.41kN基础底部形心荷载N=1695.11kN.EQ\s\up0(M)\s\do2(x)=-252.07kN.m.EQ\s\up0(M)\s\do2(y)=95.00kN.m.EQ\s\up0(V)\s\do2(x)=-20.85kN.EQ\s\up0(V)\s\do2(y)=29.41kNEQ\s\up0(W)\s\do2(y)=EQ\F(\s\up0(bl)\s\up2(2),6)=EQ\F(1.40*\s\up0(1.80)\s\up2(2),6)=0.76EQ\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(1.40)\s\up2(2),6)=0.59EQ\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(1695.11+85.68,2.52)=706.66kPa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(1695.11+85.68,2.52)+EQ\F(252.07,0.59)+EQ\F(95.00,0.76)=1261.02kPaEQ\s\up0(P)\s\do