丰城发电厂宿舍楼建筑结构设计

摘要表5-4框架柱正截面受弯承载力Mmax表柱层bxhl0l0/h截面一般组合考虑二阶效应e(mm)e'(mm)N-Nb破坏类型大偏压ξx-2'asAs=As'

x<2'asAs=As'

x>2'as选用钢筋MmaxNCme0(mm)ea(mm)ei(mm)ei/h0ζcηnsCmηnsMA5600×6004.136.88顶100.49383.141.40103.2320123.230.221.01.171.6370.42383.23176.77<0大偏压0.09-31.18-340.924C18底43.24418.874600×6004.136.88顶67.07786.601.3140.792060.790.111.01.341.7557.54320.79239.21<0大偏压0.1713.70-826.104C18底32.79803.953600×6004.136.88顶73.461208.171.5122.772042.770.081.01.482.2360.59302.77257.23<0大偏压0.2558.79-1194.894C22底27.111190.862600×6004.136.88顶77.101508.031.3522.602042.600.081.01.481.9971.17302.60257.40<0大偏压0.33104.11-1395.294C22底35.691579.691600×600610.00顶70.681902.681.2817.842037.840.071.02.142.7599.63297.84262.16<0大偏压0.42156.94-1560.425C22底36.272032.96B5600×6004.136.88顶95.90362.031.5584.7720104.770.191.01.191.8562.64364.77195.23<0大偏压0.08-33.53-366.324C18底33.80398.714600×6004.136.88顶74.15784.611.6828.432048.430.091.01.422.3954.21308.43251.57<0大偏压0.1713.05-874.484C18底22.70798.383600×6004.136.88顶81.031126.802.1813.682033.680.061.01.613.5157.47293.68266.32<0大偏压0.2559.68-1257.874C22底16.391198.462600×6004.136.88顶85.661527.101.9412.972032.970.061.01.623.1465.11292.97267.03<0大偏压0.33106.34-1484.824C22底20.741598.761600×600610.00顶91.331928.071.5116.472036.470.071.02.183.29111.52296.47263.53<0大偏压0.43159.90-1578.745C22底33.902058.35C5600×6004.136.88顶95.90362.031.5584.7720104.770.191.01.191.8562.64364.77195.23<0大偏压0.08-33.53-366.324C18底33.80398.714600×6004.136.88顶74.15784.611.6828.432048.430.091.01.422.3954.21308.43251.57<0大偏压0.1713.05-874.484C18底22.70798.383600×6004.136.88顶81.031126.802.1813.682033.680.061.01.613.5157.47293.68266.32<0大偏压0.2559.68-1257.874C22底16.391198.462600×6004.136.88顶85.661527.101.9412.972032.970.061.01.623.1465.11292.97267.03<0大偏压0.33106.34-1484.824C22底20.741598.761600×600610.00顶91.331928.071.5116.472036.470.071.02.183.29111.52296.47263.53<0大偏压0.43159.90-1578.745C22底33.902058.35D5600×6004.136.88顶100.49383.141.40103.2320123.230.221.01.171.6370.42383.23176.77<0大偏压0.09-31.18-340.924C18底43.24418.874600×6004.136.88顶67.07786.601.3140.792060.790.111.01.341.7557.54320.79239.21<0大偏压0.1713.70-826.104C18底32.79803.953600×6004.136.88顶73.461208.171.5122.772042.770.081.01.482.2360.59302.77257.23<0大偏压0.2558.79-1194.894C22底27.111190.862600×6004.136.88顶77.101508.031.3522.602042.600.081.01.481.9971.17302.60257.40<0大偏压0.33104.11-1395.294C22底35.691579.691600×600610.00顶70.681902.681.2817.842037.840.071.02.142.7599.63297.84262.16<0大偏压0.42156.94-1560.425C22底36.272032.96表5-5框架柱正截面受弯承载力|N|max表柱层bxhl0l0/h截面一般组合考虑二阶效应e(mm)e'(mm)N-Nb破坏类型大偏压ξx-2'asAs=As'

x<2'asAs=As'

x>2'as选用钢筋MNmaxCme0(mm)ea(mm)ei(mm)ei/h0ζcηnsCmηnsMA5600×6004.136.88顶100.49383.141.30109.5220129.520.231.01.161.5075.70389.52170.48<0大偏压0.10-26.42-352.874C18底50.35459.734600×6004.136.88顶60.25801.701.1348.022068.020.121.01.301.4761.88328.02231.98<0大偏压0.1822.36-848.244C18底42.18878.293600×6004.136.88顶66.181220.261.1931.552051.550.091.01.401.6567.69311.55248.45<0大偏压0.2771.15-1197.644C22底40.911296.852600×6004.136.88顶68.071638.821.1327.572047.570.081.01.431.6276.52307.57252.43<0大偏压0.36120.04-1397.394C22底47.321716.351600×600610.00顶43.192057.381.765.542025.540.051.02.694.7257.86285.54274.46<0大偏压0.46177.86-1719.945C22底12.262212.48B5600×6004.136.88顶95.90362.031.4094.3620114.360.201.01.181.6468.05374.36185.64<0大偏压0.09-28.88-375.074C18底41.39438.624600×6004.136.88顶65.39799.781.2738.942058.940.111.01.351.7258.57318.94241.06<0大偏压0.1822.14-889.414C18底34.13876.363600×6004.136.88顶69.841237.521.3325.362045.360.081.01.451.9364.21305.36254.64<0大偏压0.2773.16-1249.944C22底33.331314.112600×6004.136.88顶71.161675.261.1725.822045.820.081.01.451.6976.62305.82254.18<0大偏压0.36124.18-1423.314C22底45.231751.851600×600610.00顶55.242113.012.783.532023.530.041.02.837.8762.69283.53276.47<0大偏压0.47182.92-1747.425C22底7.972255.87C5600×6004.136.88顶95.90362.031.4094.3620114.360.201.01.181.6468.05374.36185.64<0大偏压0.09-28.88-375.074C18底41.39438.624600×6004.136.88顶65.39799.781.2738.942058.940.111.01.351.7258.57318.94241.06<0大偏压0.1822.14-889.414C18底34.13876.363600×6004.136.88顶69.841237.521.3325.362045.360.081.01.451.9364.21305.36254.64<0大偏压0.2773.16-1249.944C22底33.331314.112600×6004.136.88顶71.161675.261.1725.822045.820.081.01.451.6976.62305.82254.18<0大偏压0.36124.18-1423.314C22底45.231751.851600×600610.00顶55.242113.012.783.532023.530.041.02.837.8762.69283.53276.47<0大偏压0.47182.92-1747.425C22底7.972255.87D5600×6004.136.88顶100.49383.141.30109.5220129.520.231.01.161.5075.70389.52170.48<0大偏压0.10-26.42-352.874C18底50.35459.734600×6004.136.88顶60.25801.701.1348.022068.020.121.01.301.4761.88328.02231.98<0大偏压0.1822.36-848.244C18底42.18878.293600×6004.136.88顶66.181220.261.1931.552051.550.091.01.401.6567.69311.55248.45<0大偏压0.2771.15-1197.644C22底40.911296.852600×6004.136.88顶68.071638.821.1327.572047.570.081.01.431.6276.52307.57252.43<0大偏压0.36120.04-1397.394C22底47.321716.351600×600610.00顶43.192057.381.765.542025.540.051.02.694.7257.86285.54274.46<0大偏压0.46177.86-1719.945C22底12.262212.48表5-6框架柱正截面受弯承载力|N|min表柱层bxhl0l0/h截面一般组合考虑二阶效应e(mm)e'(mm)N-Nb破坏类型大偏压ξx-2'asAs=As'

x<2'asAs=As'

x>2'as选用钢筋MNminCme0(mm)ea(mm)ei(mm)ei/h0ζcηnsCmηnsMA5600×6004.136.88顶84.30344.051.23115.8020135.800.241.01.151.4167.85395.80164.20<0大偏压0.09-31.55-310.834C18底48.14415.714600×6004.136.88顶45.26722.161.0155.912075.910.141.01.271.2856.65335.91224.09<0大偏压0.1712.52-754.064C18底44.39793.813600×6004.136.88顶47.691098.431.0040.812060.810.111.01.341.3463.75320.81239.19<0大偏压0.2456.37-1068.854C22底47.751170.082600×6004.136.88顶46.921472.780.9142.662062.660.111.01.331.2179.80322.66237.34<0大偏压0.32100.00-1215.614C22底65.881544.441600×600610.00顶7.821841.310.7338.302058.300.101.01.741.2795.99318.30241.70<0大偏压0.41149.79-1335.554C22底75.511971.59B5600×6004.136.88顶78.52326.661.27104.0520124.050.221.01.161.4861.22384.05175.95<0大偏压0.08-33.58-325.004C18底41.44398.324600×6004.136.88顶46.92725.271.0550.092070.090.131.01.291.3654.26330.09229.91<0大偏压0.1712.88-781.044C18底39.92796.923600×6004.136.88顶46.371123.471.0137.452057.450.101.01.361.3761.31317.45242.55<0大偏压0.2559.29-1103.864C22底44.761195.132600×6004.136.88顶44.161521.450.9139.072059.070.111.01.351.2376.45319.07240.93<0大偏压0.33105.68-1260.314C22底62.241593.101600×600610.00顶9.261918.750.7341.102061.100.111.01.711.25105.24321.10238.90<0大偏压0.43158.81-1307.984C22底84.212049.03C5600×6004.136.88顶78.52326.661.27104.0520124.050.221.01.161.4861.22384.05175.95<0大偏压0.08-33.58-325.004C18底41.44398.324600×6004.136.88顶46.92725.271.0550.092070.090.131.01.291.3654.26330.09229.91<0大偏压0.1712.88-781.044C18底39.92796.923600×6004.136.88顶46.371123.471.0137.452057.450.101.01.361.3761.31317.45242.55<0大偏压0.2559.29-1103.864C22底44.761195.132600×6004.136.88顶44.161521.450.9139.072059.070.111.01.351.2376.45319.07240.93<0大偏压0.33105.68-1260.314C22底62.241593.101600×600610.00顶9.261918.750.7341.102061.100.111.01.711.25105.24321.10238.90<0大偏压0.43158.81-1307.984C22底84.212049.03D5600×6004.136.88顶84.30344.051.23115.8020135.800.241.01.151.4167.85395.80164.20<0大偏压0.09-31.55-310.834C18底48.14415.714600×6004.136.88顶45.26722.161.0155.912075.910.141.01.271.2856.65335.91224.09<0大偏压0.1712.52-754.064C18底44.39793.813600×6004.136.88顶47.691098.431.0040.812060.810.111.01.341.3463.75320.81239.19<0大偏压0.2456.37-1068.854C22底47.751170.082600×6004.136.88顶46.921472.780.9142.662062.660.111.01.331.2179.80322.66237.34<0大偏压0.32100.00-1215.614C22底65.881544.441600×600610.00顶7.821841.310.7338.302058.300.101.01.741.2795.99318.30241.70<0大偏压0.41149.79-1335.554C22底75.511971.595.2.2框架柱斜截面计算斜截面设计值的选取，最大剪力及相应的轴力，最不利组合。表5-7框架柱轴压比验算表柱号V(kN)N(kN)A45.722221.48B41.62255.87（1）A柱配箍计算验算截面是否满足要求：截面满足要求。验算截面是否需要按计算配箍：当λ>3时，取λ=3。故取N=1544.4kN因为45.72kN＜V=318.32kN，所以可以不进行斜截面受剪承载力计算，即按要求配置箍筋。配置C10@200的双肢箍，验算配筋率：最小配筋率：箍筋的配筋率大于最小配筋率，其配筋满足要求。因为计算采用A柱第一层配筋的计算，二至四层的剪力都小于一层的最大的剪力，故不再进行配筋的验算，其方法按照第一层的配筋做法进行配筋。（2）B柱配箍计算验算截面是否满足要求：截面满足要求。验算截面是否需要按计算配箍：当λ>3时，取λ=3。故取N=1544.4kN因为41.6kN＜V=318.32kN，所以可以不进行斜截面受剪承载力计算，即按要求配置箍筋。配置C10@200的双肢箍，验算配筋率：最小配筋率：箍筋的配筋率大于最小配筋率，其配筋满足要求。因为计算采用A柱第一层配筋的计算，二至四层的剪力都小于一层的最大的剪力，故不再进行配筋的验算，其方法按照第一层的配筋做法进行配筋。6板的计算6.1标准层楼面板配筋计算6.1.1A~B区格板配筋计算短边：l01=3.8m，长边：l02=6.7m。l02/l01=6.7/3.8=1.76<2，按双向板考虑，四边按固定支承考虑计算配筋量。（1）荷载设计值：恒荷载设计值：g=1.2×3.85=4.62kN/m2活荷载设计值：q=1.4×2.0=2.8kN/m2g+q/2=6.02kN/m2q/2=1.4kN/m2g+q=7.42kN/m2（2）内力计算：跨中弯矩：Mx=(0.0385+0.2×0.0056)×6.02×3.6×3.6+(0.0923+0.2×0.0195)×3.6×3.6×1.4=5.39kN·mMy=(0.0056+0.2×0.0385)×5.36×3.6×3.6+(0.0195+0.2×0.0923)×3.6×3.6×1.4=1.92kN·m支座弯矩：Mx’=Mx’’=-0.0814×7.42×3.82=-8.72kN·mMy’=My’’=0.0571×7.42×3.82=6.12kN·m（3）截面计算：取板的厚度为120mm，选用10mm钢筋为受力钢筋，则l01短跨方向的有效高度：H01=h-c-d/2=120-20-5=95mml02短跨方向的有效高度；H02=h-c-(d+d/2)=120-20-15=85mm,支座处h0均取95mm板的钢筋选择HRB400级钢筋，fy=360N/mm2，配筋计算公式为：最小配筋率：ρmin=0.2%表6-1配筋计算结果表位置截面H0/mmM/kN·mAs/mm2钢筋实配钢筋/mm2配筋率跨中L01短方向955.39165.908C2003020.25%L02短方向851.9266.058C2003020.25%支座短方向支座958.72268.398C2003020.25%长方向支座956.12188.378C2003020.25%6.1.2B~C区格板配筋计算短边：l01=2.8m，长边：l02=3.8m。l02/l01=3.8/2.8=1.36<2，按双向板考虑，四边按固定支承考虑计算配筋量。（1）荷载设计值：恒荷载设计值：g=1.2×3.85=4.62kN/m2活荷载设计值：q=1.4×2.5=3.5kN/m2g+q/2=6.37kN/m2q/2=1.75kN/m2g+q=8.12kN/m2跨中弯矩：Mx=(0.0176+0.2×0.0176)×6.37×3.8×3.8+(0.0513+0.2×0.0513)×3.8×3.8×1.75=3.5kN·mMy=(0.0176+0.2×0.0176)×6.37×3.8×3.8+(0.0513+0.2×0.0513)×3.8×3.8×1.75=3.5kN·m支座弯矩：Mx’=Mx’’=-0.0513×8.12×3.82=-6.02kN·mMy’=My’’=0.0513×8.12×3.82=6.02kN·m（3）截面计算：取板的厚度为120mm，选用10mm钢筋为受力钢筋，则l01短跨方向的有效高度：H01=h-c-d/2=120-20-5=95mml02短跨方向的有效高度；H02=h-c-(d+d/2)=120-20-15=85mm,支座处h0均取95mm板的钢筋选择HRB400级钢筋，fy=360N/mm2，配筋计算公式为：最小配筋率：ρmin=0.2%表6-2配筋计算结果表位置截面H0/mmM/kN·mAs/mm2钢筋实配钢筋/mm2配筋率跨中L01短方向953.50107.738C2003020.25%L02短方向853.50120.408C2003020.25%支座短方向支座956.02185.298C2003020.25%长方向支座956.02185.298C2003020.25%6.2屋面板配筋计算6.2.1A~B区格板配筋计算短边：l01=3.8m，长边：l02=6.7m。l02/l01=6.7/3.8=1.76<2，按双向板考虑，四边按固定支承考虑计算配筋量。（1）荷载设计值：恒荷载设计值：g=1.2×5.28=6.34kN/m2活荷载设计值：q=1.4×0.5=0.7kN/m2g+q/2=6.69kN/m2q/2=0.35kN/m2g+q=7.04kN/m2（2）内力计算：跨中弯矩：Mx=(0.0385+0.2×0.0056)×6.69×3.6×3.6+(0.0923+0.2×0.0195)×3.6×3.6×0.35=4.31kN·mMy=(0.0056+0.2×0.0385)×6.69×3.6×3.6+(0.0195+0.2×0.0923)×3.6×3.6×0.35=1.48kN·m支座弯矩：Mx’=Mx’’=-0.0814×7.04×3.82=-8.27kN·mMy’=My’’=0.0571×7.04×3.82=5.80kN·m（3）截面计算：取板的厚度为120mm，选用10mm钢筋为受力钢筋，则l01短跨方向的有效高度：H01=h-c-d/2=120-20-5=95mml02短跨方向的有效高度；H02=h-c-(d+d/2)=120-20-15=85mm,支座处h0均取95mm板的钢筋选择HRB400级钢筋，fy=360N/mm2，配筋计算公式为：最小配筋率：ρmin=0.2%表6-3配筋计算结果表位置截面H0/mmM/kN·mAs/mm2钢筋实配钢筋/mm2配筋率跨中L01短方向954.31132.668C2003020.25%L02短方向851.4850.918C2003020.25%支座短方向支座958.27254.548C2003020.25%长方向支座955.80178.528C2003020.25%6.2.2B~C区格板配筋计算短边：l01=2.8m，长边：l02=3.8m。l02/l01=3.8/2.8=1.36<2，按双向板考虑，四边按固定支承考虑计算配筋量。（1）荷载设计值：恒荷载设计值：g=1.2×5.28=6.34kN/m2活荷载设计值：q=1.4×0.5=0.7kN/m2g+q/2=6.69kN/m2q/2=0.35kN/m2g+q=7.04kN/m2（2）内力计算：跨中弯矩：Mx=(0.0176+0.2×0.0176)×6.69×3.8×3.8+(0.0513+0.2×0.0513)×3.8×3.8×0.35=2.35kN·mMy=(0.0176+0.2×0.0176)×6.69×3.8×3.8+(0.0513+0.2×0.0513)×3.8×3.8×0.35=2.35kN·m支座弯矩：Mx’=Mx’’=-0.0513×7.04×3.82=-5.22kN·mMy’=My’’=0.0513×7.04×3.82=5.22kN·m（3）截面计算：取板的厚度为120mm，选用10mm钢筋为受力钢筋，则l01短跨方向的有效高度：H01=h-c-d/2=120-20-5=95mml02短跨方向的有效高度；H02=h-c-(d+d/2)=120-20-15=85mm,支座处h0均取95mm板的钢筋选择HRB400级钢筋，fy=360N/mm2，配筋计算公式为：最小配筋率：ρmin=0.2%表6-4配筋计算结果表位置截面H0/mmM/kN·mAs/mm2钢筋实配钢筋/mm2配筋率跨中L01短方向952.3572.338C2003020.25%L02短方向852.3580.848C2003020.25%支座短方向支座955.22160.668C2003020.25%长方向支座955.22160.668C2003020.25%7楼梯计算根据《房屋建筑学》[13]中的规定，本办公楼采用现浇板式楼梯，踏步尺寸为150mm×280mm。平面图如图7-1所示：图7-1楼梯平面图7.1踏步板设计楼梯板净跨度：l0=280×10=2800mm，板厚：板倾角的正切：取1m板宽为计算单元。7.1.1楼梯板荷载计算荷载标准值计算：50mm厚花岗岩面层：28×0.05×(0.15+0.28)/0.28=2.15kN/m踏步重：0.5×0.15×25=1.88kN/m100mm厚混凝土斜板：0.1×25/0.87=2.87kN/m20mm厚板底抹灰0.02×17/0.87=0.39kN/m合计：7.29kN/m活荷载：3.5kN/m荷载设计值：g=1.2×7.29=8.75kN/m活载设计值：q=1.4×3.5=4.9kN/m总荷载设计值：P=g+q=4.9+8.75=13.65kN/m7.1.2踏步板截面配筋计算板的水平计算跨度ln=2.8m，弯矩计算值为：板的有效高度：h0=h-c=100-20=80mm。最小配筋率：As=395.24mm2>ρminbh=200mm2选配C8@100，As=504mm2，分布钢筋C8@200。7.2平台板设计7.2.1荷载计算取1m板宽为计算单元。计算跨度ln=1.5m荷载标准值计算：50mm厚花岗岩面层：0.05×28=1.4kN/m100mm厚混凝土板：0.1×25=2.5kN/m20mm厚板底抹灰0.02×17=0.34kN/m合计：4.24kN/m活荷载：3.5kN/m荷载设计值：g=1.2×4.24=5.09kN/m活载设计值：q=1.4×3.5=4.9kN/m总荷载设计值：P=g+q=4.9+5.09=9.99kN/m7.2.2平台配筋计算板的水平计算跨度ln=1.5m，弯矩计算值为：板的有效高度：h0=h-c=100-20=80mm。最小配筋率：As=79.07mm2>ρminbh=200mm2选配C8@200，As=251mm2，分布钢筋C8@200。7.3平台梁设计跨度ln=3550mm，截面高度h=1/10=3550/10=355mm，取h=400mm，宽度取200mm，l0=min(l0,1.05ln)=(3550+200=3750,1.05×3550=3728)故l0=3728mm。7.3.1平台梁荷载荷载标准值计算：恒荷载：荷载标准值计算：梁自重：0.2×0.4×28=2kN/m梁侧粉刷：0.02×(0.4-0.12)×17×2=0.19kN/m平台板传来：4.24×1.5/2=3.18kN/m楼梯板传来：7.29×2.8/2=10.21kN/m合计：15.58kN/m活荷载：3.5×(1.5/2+2.8/2)=7.53kN/m荷载设计值：g=1.2×15.58=18.7kN/m活载设计值：q=1.4×7.53=10.54kN/m总荷载设计值：P=g+q=18.7+10.54=29.24kN/m7.3.2平台梁配筋计算弯矩设计值：剪力设计值：梁的有效高度：h0=400-40=360mm。最小配筋率：As=424.17mm2>ρminbh=0.2%×200×400=160mm2选配4C12，As=452mm2验算配箍：只需要按照构造要求配置箍筋，配置C8@200双肢箍。8地基基础设计8.1基本设计资料8.1.1基本设计资料上部结构为多层现浇框架结构，底层框架柱截面尺寸为600mm×600mm，设计基础混凝土采用C30(fc=14.3N/mm2、ft=1.43N/mm2）基础保护层厚度为40mm，根据构造要求，在基础下设置C30厚100mm的混凝土垫层，室内外高差300mm，基础顶面标高-0.6m，采用HRB400钢筋。8.1.2横向框架柱内力组合表8-1框架柱的内力组合表柱内力恒载活载左风内力组合(1.35恒k+活k)A柱M(kN·m)13.133.94-37.4521.67N(kN)1295.63456.65-17.692205.75V(kN)6.571.97-8.8710.84B柱M(kN·m)-16.47-5.5-39.5827.73N(kN)1323.72474.72-2.672261.74V(kN)8.232.75-10.1613.868.2场地条件场地地势平坦，主要土质为黏土，地基承载力特征值fak=200kN/m2，天然重度为γ=19.8kN/m3。地下水位位于地表以下15.0m，无侵蚀性。8.3荷载计算基础的承载力计算时，应采用荷载标准组合，恒载+0.9(活k+风k)或者恒k+活k，取较大者计算。边柱A柱底：(1)恒载+0.9（活k+风k）：Mk=13.13+0.9×(3.94-37.45)=-17.03kN·mNk=1295.63+0.9×(456.65-17.69)=1690.69kNVk=6.57+0.9×(1.97-8.87)=0.36kN（2）恒k+活k：Mk=13.13+3.94=17.07kN·mNk=1295.63+456.65=1752.28kNVk=6.57+1.97=8.54kN由于恒载+0.9（活k+风k）<恒k+活k，所以荷载组合采用恒k+活k边柱B柱底：(1)恒载+0.9（活k+风k）：Mk=-16.47+0.9×(-5.5-39.58)=-57.04kN·mNk=1323.72+0.9×(474.72+2.67)=1748.57kNVk=8.23+0.9×(2.75-10.16)=1.56kN（2）恒k+活k：Mk=-16.47-5.5=-21.97kN·mNk=1323.72+474.72=1798.44kNVk=8.23+2.75=10.98kN由于恒载+0.9（活k+风k）<恒k+活k，所以荷载组合采用恒k+活k8.4确定基础底面积8.4.1A柱初估基底尺寸：由于基底尺寸未知，持力层的承载力特征值仅考虑深度修正，持力层为粉质黏土，ηd=1.6，查《建筑地基基础设计规范》[14]修正后的地基承载力特征值：b<3m时，取b=3m。偏心受压，基础底面积考虑偏心作用，A=(1.1~1.4)A0=9.504~12.096，取b=3m，l=4m（A=12m2）地基承载力验算[15]：假设基础高度为1m偏心距：基础底部压力：满足要求。基础结构设计：（1）地基净反力：（2）柱边基础截面抗冲切验算：取h=1000mm，则h0=1000-50mm=950