【《某5层办公楼结构的基础设计计算过程案例》4800字】

某5层办公楼结构的基础设计计算过程案例目录TOC\o"1-3"\h\u2355某5层办公楼结构的基础设计计算过程案例 1210431.1基础设计信息 1171301.2基础尺寸确定 2267031.3地基承载力验算 3167521.4基础受冲切承载力验算 626431.5基础底面配筋计算 12251621.6联合基础计算 18297451.6.1受冲切承载力验算 1871711.6.2受剪切承载力验算 19192431.6.3联合基础配筋 201.1基础设计信息本次设计进行独立基础，混凝土采用C30（fc=14.3N/mm2，ft=1.43N/mm2），钢筋选用HRB400级钢（fy=360N/mm2）。土层信息如下：第一层：杂填土厚1m，容重17kN/m3；第二层：黏土层、黄褐色、含铁矿结核，质较硬，粘状结构，厚6.5m左右，容重18.5kN/m3，fak=280kPa；第三层：微风化杂质花岗岩，已风化fak=4000kPa。基础埋置深度取2.0m，地基承载力fak=280kpa。荷载通过柱传递至基础，首先对底层柱的荷载进行统计：表1.1基础承受的上部荷载内力组合M(kN·m)N(kN)V(kN)A柱

基础一般组合Mmax组合111.942185.3842.75Nmax组合84.362286.6735.86地震效应组合Mmax组合237.502028.3876.68Nmax组合237.502028.3876.68B柱

基础一般组合Mmax组合114.482601.1645.13Nmax组合13.772847.585.54地震效应组合Mmax组合241.932154.0686.42Nmax组合193.972416.4053.18C柱

基础一般组合Mmax组合114.482601.1645.13Nmax组合13.772847.585.54地震效应组合Mmax组合241.932154.0686.42Nmax组合193.972416.4053.18D柱

基础一般组合Mmax组合111.942185.3842.75Nmax组合84.362286.6735.86地震效应组合Mmax组合237.502028.3876.68Nmax组合237.502028.3876.681.2基础尺寸确定首先计算基底以上土体加权重度，可按下式计算：=17.53kN/m3根据下式对地基承载力进行修正：=306.30kpa按照无偏心荷载作用下计算基底面积：=8.59m2考虑偏心荷载作用，将基底面积增大1.2～1.4倍，取1.2。A=1.2A=10.30m2基础选用矩形截面，b/l=1.5～2，选择b×l=3.0×3.0=1.00m2，基础高度h取1.0m。1.3地基承载力验算地基承载力验算如下所示；表1.2地基承载力验算A柱地基承载力验算荷载一般组合地震效应组合Mmax组合Nmax组合Mmax组合Nmax组合M(kN·m)N(kN)V(kN)M(kN·m)N(kN)V(kN)M(kN·m)N(kN)V(kN)M(kN·m)N(kN)V(kN)111.942185.3842.7584.362286.6735.86237.502028.3876.68237.502028.3876.68基础宽度b(m)3.03.03.03.0基础长度l(m)3.03.03.03.0基础高度h(m)1.01.01.01.0基础埋深(m)2.02.02.02.0γG(kN/m3)20.020.020.020.0土体自重(kN)360.0360.0360.0360.0竖向荷载总重(kN)2545.42646.72388.42388.4基底力矩154.69120.22314.18314.18偏心距e0.0610.0450.1320.132l/60.5000.5000.5000.500是否满足满足满足满足满足抵抗弯矩W4.504.504.504.50地基承载力fa306.30306.30306.30306.301.2fa367.56367.56367.56367.56基底边缘最大压力pmax317.196320.790335.192335.192是否满足满足满足满足满足基底边缘最小压力pmin248.445267.359195.558195.558是否满足满足满足满足满足B柱地基承载力验算荷载一般组合地震效应组合Mmax组合Nmax组合Mmax组合Nmax组合M(kN·m)N(kN)V(kN)M(kN·m)N(kN)V(kN)M(kN·m)N(kN)V(kN)M(kN·m)N(kN)V(kN)114.482601.1645.1313.772847.585.54241.932154.0686.42193.972416.4053.18基础宽度b(m)3.03.03.03.0基础长度l(m)3.03.03.03.0基础高度h(m)1.01.01.01.0基础埋深(m)2.02.02.02.0γG(kN/m3)20.020.020.020.0土体自重(kN)360.0360.0360.0360.0竖向荷载总重(kN)2961.23207.62514.12776.4基底力矩151.6111.31336.35247.14偏心距e0.0540.0060.1340.089l/60.5000.5000.5000.500是否满足满足满足满足满足抵抗弯矩W13.5013.5013.5013.50地基承载力fa306.30306.30306.30306.301.2fa367.56367.56367.56367.56基底边缘最大压力pmax364.486360.689354.084363.410是否满足满足满足满足满足基底边缘最小压力pmin293.548352.107204.597253.568是否满足满足满足满足满足C柱地基承载力验算荷载一般组合地震效应组合Mmax组合Nmax组合Mmax组合Nmax组合M(kN·m)N(kN)V(kN)M(kN·m)N(kN)V(kN)M(kN·m)N(kN)V(kN)M(kN·m)N(kN)V(kN)114.482601.1645.1313.772847.585.54241.932154.0686.42193.972416.4053.18基础宽度b(m)3.03.03.03.0基础长度l(m)3.03.03.03.0基础高度h(m)1.01.01.01.0基础埋深(m)2.02.02.02.0γG(kN/m3)20.020.020.020.0土体自重(kN)360.0360.0360.0360.0竖向荷载总重(kN)2961.23207.62514.12776.4基底力矩151.6111.31336.35247.14偏心距e0.0540.0060.1340.089l/60.5000.5000.5000.500是否满足满足满足满足满足抵抗弯矩W13.5013.5013.5013.50地基承载力fa306.30306.30306.30306.301.2fa367.56367.56367.56367.56基底边缘最大压力pmax364.486360.689354.084363.410是否满足满足满足满足满足基底边缘最小压力pmin293.548352.107204.597253.568是否满足满足满足满足满足D柱地基承载力验算荷载一般组合地震效应组合Mmax组合Nmax组合Mmax组合Nmax组合M(kN·m)N(kN)V(kN)M(kN·m)N(kN)V(kN)M(kN·m)N(kN)V(kN)M(kN·m)N(kN)V(kN)111.942185.3842.7584.362286.6735.86237.502028.3876.68237.502028.3876.68基础宽度b(m)3.03.03.03.0基础长度l(m)3.03.03.03.0基础高度h(m)1.01.01.01.0基础埋深(m)2.02.02.02.0γG(kN/m3)20.020.020.020.0土体自重(kN)360.0360.0360.0360.0竖向荷载总重(kN)2545.42646.72388.42388.4基底力矩154.69120.22314.18314.18偏心距e0.0610.0450.1320.132l/60.5000.5000.5000.500是否满足满足满足满足满足抵抗弯矩W13.5013.5013.5013.50地基承载力fa306.30306.30306.30306.301.2fa367.56367.56367.56367.56基底边缘最大压力pmax317.196320.790335.192335.192是否满足满足满足满足满足基底边缘最小压力pmin248.445267.359195.558195.558是否满足满足满足满足满足1.4基础受冲切承载力验算基础高度取1.0m，采用阶梯式基础，下阶高度取0.5m；基础b×l=3.0×3.0m，第二阶b1×l1=1.50×1.5m，保护层厚度0.04m。满足受冲切验算，应满足下式：当偏心距e0≤l/6时，取：表1.3基础受冲切承载力验算A柱受冲切承载力验算荷载一般组合地震效应组合Mmax组合Nmax组合Mmax组合Nmax组合M(kN·m)N(kN)V(kN)M(kN·m)N(kN)V(kN)M(kN·m)N(kN)V(kN)M(kN·m)N(kN)V(kN)111.942185.3842.7584.362286.6735.86237.502028.3876.68237.502028.3876.68基础宽度b(m)3.03.03.03.0基础长度l(m)3.03.03.03.0基础高度h(m)1.01.01.01.0基础下阶宽度b1(m)1.501.501.501.50基础下阶长度l1(m)1.51.51.51.5基础下阶高度h1(m)0.50.50.50.5保护层厚度(m)0.040.040.040.04基底净反力设计值(kpa)242.82254.07225.38225.38基底力矩154.69120.22314.18314.18净偏心距(m)0.0710.0460.1320.132l/60.5000.5000.5000.500是否满足满足满足满足满足基底净最大反力设计值(kpa)277.20277.23284.89284.89柱与基础交界处冲切验算βhp0.9760.9760.9760.976h0(m)0.960.960.960.96ac(m)0.650.650.650.65bc(m)0.650.650.650.65Al(m2)0.5990.5990.5990.599Fl(kN)165.98166.00170.59170.590.7βhpftbmh01510.011510.011510.011510.01是否满足满足满足满足满足柱与基础变阶处冲切验算βhp0.9760.9760.9760.976h01(m)0.460.460.460.46b1(m)1.51.51.51.5l1(m)1.51.51.51.5Al(m2)0.7860.7860.7860.786Fl(kN)217.85217.88223.90223.900.7βhpftbmh0880.84880.84880.84880.84是否满足满足满足满足满足B柱受冲切承载力验算荷载一般组合地震效应组合Mmax组合Nmax组合Mmax组合Nmax组合M(kN·m)N(kN)V(kN)M(kN·m)N(kN)V(kN)M(kN·m)N(kN)V(kN)M(kN·m)N(kN)V(kN)114.482601.1645.1313.772847.585.54241.932154.0686.42193.972416.4053.18基础宽度b(m)3.03.03.03.0基础长度l(m)3.03.03.03.0基础高度h(m)1.01.01.01.0基础下阶宽度b1(m)1.501.501.501.50基础下阶长度l1(m)1.51.51.51.5基础下阶高度h1(m)0.50.50.50.5保护层厚度(m)0.040.040.040.04基底净反力设计值(kpa)281.02316.40231.34268.49基底力矩151.6111.31336.35247.14净偏心距(m)0.0610.0060.1340.089l/60.5000.5000.5000.500是否满足满足满足满足满足基底净最大反力设计值(kpa)324.49320.22303.61316.44柱与基础交界处冲切验算βhp0.9760.9760.9760.976h0(m)0.960.960.960.96ac(m)0.650.650.650.65bc(m)0.650.650.650.65Al(m2)0.5990.5990.5990.599Fl(kN)194.29191.74181.79181.480.7βhpftbmh01510.011510.011510.011510.01是否满足满足满足满足满足柱与基础变阶处冲切验算βhp0.9760.9760.9760.976h01(m)0.460.460.460.46b1(m)1.51.51.51.5l1(m)1.51.51.51.5Al(m2)0.7860.7860.7860.786Fl(kN)255.01251.66238.61248.690.7βhpftbmh0880.84880.84880.84880.84是否满足满足满足满足满足C柱受冲切承载力验算荷载一般组合地震效应组合Mmax组合Nmax组合Mmax组合Nmax组合M(kN·m)N(kN)V(kN)M(kN·m)N(kN)V(kN)M(kN·m)N(kN)V(kN)M(kN·m)N(kN)V(kN)114.482601.1645.1313.772847.585.54241.932154.0686.42193.972416.4053.18基础宽度b(m)3.03.03.03.0基础长度l(m)3.03.03.03.0基础高度h(m)1.01.01.01.0基础下阶宽度b1(m)1.501.501.501.50基础下阶长度l1(m)1.51.51.51.5基础下阶高度h1(m)0.50.50.50.5保护层厚度(m)0.040.040.040.04基底净反力设计值(kpa)281.02316.40231.34268.49基底力矩151.6111.31336.35247.14净偏心距(m)0.0610.0060.1340.089l/60.5000.5000.5000.500是否满足满足满足满足满足基底净最大反力设计值(kpa)324.49320.22303.61316.44柱与基础交界处冲切验算βhp0.9760.9760.9760.976h0(m)0.960.960.960.96ac(m)0.650.650.650.65bc(m)0.650.650.650.65Al(m2)0.5990.5990.5990.599Fl(kN)194.29191.74181.79181.480.7βhpftbmh01510.011510.011510.011510.01是否满足满足满足满足满足柱与基础变阶处冲切验算βhp0.9760.9760.9760.976h01(m)0.460.460.460.46b1(m)1.51.51.51.5l1(m)1.51.51.51.5Al(m2)0.7860.7860.7860.786Fl(kN)255.01251.66238.61248.690.7βhpftbmh0880.84880.84880.84880.84是否满足满足满足满足满足D柱受冲切承载力验算荷载一般组合地震效应组合Mmax组合Nmax组合Mmax组合Nmax组合M(kN·m)N(kN)V(kN)M(kN·m)N(kN)V(kN)M(kN·m)N(kN)V(kN)M(kN·m)N(kN)V(kN)111.942185.3842.7584.362286.6735.86237.502028.3876.68237.502028.3876.68基础宽度b(m)3.03.03.03.0基础长度l(m)3.03.03.03.0基础高度h(m)1.01.01.01.0基础下阶宽度b1(m)1.501.501.501.50基础下阶长度l1(m)1.51.51.51.5基础下阶高度h1(m)0.50.50.50.5保护层厚度(m)0.040.040.040.04基底净反力设计值(kpa)242.82254.07225.38225.38基底力矩154.69120.22314.18314.18净偏心距(m)0.0710.0460.1320.132l/60.5000.5000.5000.500是否满足满足满足满足满足基底净最大反力设计值(kpa)277.20277.23284.89284.89柱与基础交界处冲切验算βhp0.9760.9760.9760.976h0(m)0.960.960.960.96ac(m)0.650.650.650.65bc(m)0.650.650.650.65Al(m2)0.5990.5990.5990.599Fl(kN)165.98166.00170.59170.590.7βhpftbmh01510.011510.011510.011510.01是否满足满足满足满足满足柱与基础变阶处冲切验算βhp0.9760.9760.9760.976h01(m)0.460.460.460.46b1(m)1.51.51.51.5l1(m)1.51.51.51.5Al(m2)0.7860.7860.7860.786Fl(kN)217.85217.88223.90223.900.7βhpftbmh0880.84880.84880.84880.84是否满足满足满足满足满足1.5基础底面配筋计算基础底面配筋取如下截面：图1.1基础配筋截面示意图1-1截面其弯矩设计值为：3-3截面其弯矩设计值为：2-2截面其弯矩设计值为：4-4截面其弯矩设计值为：其具体计算过程如下：表1.4基础底面配筋计算A柱基础底面配筋计算荷载一般组合地震效应组合Nmax组合Mmax组合Nmax组合Mmax组合M(kN·m)N(kN)V(kN)M(kN·m)N(kN)V(kN)M(kN·m)N(kN)V(kN)M(kN·m)N(kN)V(kN)111.942185.3842.7584.362286.6735.86237.502028.3876.68237.502028.3876.68基础宽度b(m)3.03.03.03.0基础长度l(m)3.03.03.03.0基础高度h(m)1.01.01.01.0基础下阶高度h1(m)0.50.50.50.5保护层厚度(m)0.040.040.040.04h0(m)0.960.960.960.96ac(m)0.650.650.650.65bc(m)0.650.650.650.65h01(m)0.4600.4600.4600.460b1(m)1.5001.5001.5001.500l1(m)1.5001.5001.5001.500基底净反力设计值(kpa)242.82254.07225.38225.38基底净最大反力设计值(kpa)277.20277.23284.89284.89M1-1(kN·m)401.727414.497410.947410.947M3-3(kN·m)187.652190.045187.761187.761A1-1(mm2)1317.281332.621321.201321.20A3-3(mm2)1251.0731275.1291251.8021251.802实配钢筋10C16@15010C16@150面积(mm2)20112011M2-2(kN·m)371.56388.78344.87344.87M4-4(kN·m)170.733178.646158.467158.467A2-2(mm2)1194.581241.941108.761108.76A4-4(mm2)1145.5531198.6451063.2511063.251实配钢筋10C16@15010C16@150面积(mm2)20112011B柱基础底面配筋计算荷载一般组合地震效应组合Nmax组合Mmax组合Nmax组合Mmax组合M(kN·m)N(kN)V(kN)M(kN·m)N(kN)V(kN)M(kN·m)N(kN)V(kN)M(kN·m)N(kN)V(kN)114.482601.1645.1313.772847.585.54241.932154.0686.42193.972416.4053.18基础宽度b(m)3.03.03.03.0基础长度l(m)3.03.03.03.0基础高度h(m)1.01.01.01.0基础下阶高度h1(m)0.50.50.50.5保护层厚度(m)0.040.040.040.04h0(m)0.960.960.960.96ac(m)0.650.650.650.65bc(m)0.650.650.650.65h01(m)0.4600.4600.4600.460b1(m)1.5001.5001.5001.500l1(m)1.5001.5001.5001.500基底净反力设计值(kpa)281.02316.40231.34268.49基底净最大反力设计值(kpa)324.49320.22303.61316.44M1-1(kN·m)481.632488.391437.594464.082M3-3(kN·m)220.673224.348191.919212.384A1-1(mm2)1548.461570.191406.871492.03A3-3(mm2)1480.6271505.2841341.3811425.015实配钢筋10C16@15010C16@150面积(mm2)20112011M2-2(kN·m)442.25484.15366.24410.84M4-4(kN·m)203.215222.467168.286188.781A2-2(mm2)1421.851556.551177.461320.86A4-4(mm2)1363.4951492.6681121.1341266.649实配钢筋10C16@15010C16@150面积(mm2)20112011C柱基础底面配筋计算荷载一般组合地震效应组合Nmax组合Mmax组合Nmax组合Mmax组合M(kN·m)N(kN)V(kN)M(kN·m)N(kN)V(kN)M(kN·m)N(kN)V(kN)M(kN·m)N(kN)V(kN)114.482601.1645.1313.772847.585.54241.932154.0686.42193.972416.4053.18基础宽度b(m)3.03.03.03.0基础长度l(m)3.03.03.03.0基础高度h(m)1.01.01.01.0基础下阶高度h1(m)0.50.50.50.5保护层厚度(m)0.040.040.040.04h0(m)0.960.960.960.96ac(m)0.650.650.650.65bc(m)0.650.650.650.65h01(m)0.4600.4600.4600.460b1(m)1.5001.5001.5001.500l1(m)1.5001.5001.5001.500基底净反力设计值(kpa)281.02316.40231.34268.49基底净最大反力设计值(kpa)324.49320.22303.61316.44M1-1(kN·m)481.632488.391437.594464.082M3-3(kN·m)220.673224.348191.919212.384A1-1(mm2)1548.461570.191406.871492.03A3-3(mm2)1480.6271505.2841341.3811425.015实配钢筋10C16@15010C16@150面积(mm2)20112011M2-2(kN·m)442.25484.15366.24410.84M4-4(kN·m)203.215222.467168.286188.781A2-2(mm2)1421.851556.551177.461320.86A4-4(mm2)1363.4951492.6681121.1341266.649实配钢筋10C16@15010C16@150面积(mm2)20112011D柱基础底面配筋计算荷载一般组合地震效应组合Nmax组合Mmax组合Nmax组合Mmax组合M(kN·m)N(kN)V(kN)M(kN·m)N(kN)V(kN)M(kN·m)N(kN)V(kN)M(kN·m)N(kN)V(kN)111.942185.3842.7584.362286.6735.86237.502028.3876.68237.502028.3876.68基础宽度b(m)3.03.03.03.0基础长度l(m)3.03.03.03.0基础高度h(m)1.01.01.01.0基础下阶高度h1(m)0.50.50.50.5保护层厚度(m)0.040.040.040.04h0(m)0.960.960.960.96ac(m)0.650.650.650.65bc(m)0.650.650.650.65h01(m)0.4600.4600.4600.460b1(m)1.5001.5001.5001.500l1(m)1.5001.5001.5001.500基底净反力设计值(kpa)242.82254.07225.38225.38基底净最大反力设计值(kpa)277.20277.23284.89284.89M1-1(kN·m)401.727414.497410.947410.947M3-3(kN·m)187.652190.045187.761187.761A1-1(mm2)1317.281332.621321.201321.20A3-3(mm2)1251.0731275.1291251.8021251.802实配钢筋10C16@15010C16@150面积(mm2)20112011M2-2(kN·m)371.56388.78344.87344.87M4-4(kN·m)170.733178.646158.467158.467A2-2(mm2)1194.581241.941108.761108.76A4-4(mm2)1145.5531198.6451063.2511063.251实配钢筋10C16@15010C16@150面积(mm2)201120111.6联合基础计算鉴于BC柱距较近，所以采用联合基础的方式进行基础设计。（1）柱传递的荷载由内力组合表可得BC柱中起控制作用的内力为：表1.5联合基础内力组合内力组合M(kN·m)N(kN)V(kN)B柱

基础一般组合Mmax组合114.482601.1645.13Nmax组合13.772847.585.54地震效应组合Mmax组合241.932154.0686.42Nmax组合193.972416.4053.18C柱

基础一般组合Mmax组合114.482601.1645.13Nmax组合13.772847.585.54地震效应组合Mmax组合241.932154.0686.42Nmax组合193.972416.4053.18（2）联合基础尺寸确定为方便施工立模，将联合基础的高度与宽度设置为与独立基础一致，两基础端部至柱边各伸出1500mm。1.6.1受冲切承载力验算由联合基础形状可知，两个柱均有四个冲切面，选择C柱左冲切面进行验算。其中地基净反力为：受冲切验算应满足下式规定：具体计算如下：表1.6联合基础受冲切承载力验算荷载一般组合地震效