宿舍楼建筑结构设计的基础设计计算案例3100字

宿舍楼建筑结构设计的基础设计计算案例综述目录TOC\o"1-3"\h\u25816宿舍楼建筑结构设计的基础设计计算案例综述 1291471.1基础设计信息 166331.2基础尺寸确定 1225761.3地基承载力验算 2202151.4基础受冲切承载力验算 358791.5基础底面配筋计算 6139311.6联合基础计算 9154611.6.1受冲切承载力验算 9239051.6.2受剪切承载力验算 104791.6.3联合基础配筋 101.1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=480kpa。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104.542343.7230.45Nmax组合71.222465.7523.32地震效应组合Mmax组合768.922393.83182.60Nmax组合768.922393.83182.60D柱

基础一般组合Mmax组合104.542343.7230.45Nmax组合71.222465.7523.32地震效应组合Mmax组合768.922393.83182.60Nmax组合768.922393.83182.601.2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：=506.30kpa按照无偏心荷载作用下计算基底面积：=5.29m2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=6.35m2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)104.542343.7230.4571.222465.7523.32768.922393.83182.60768.922393.83182.60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)2703.72825.82753.82753.8基底力矩135.0094.55951.52951.52偏心距e0.0500.0330.3460.346l/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fa506.30506.30506.30506.301.2fa607.56607.56607.56607.56基底边缘最大压力pmax330.413334.983517.431517.431是否满足满足满足满足满足基底边缘最小压力pmin270.414292.96294.53294.532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)104.542343.7230.4571.222465.7523.32768.922393.83182.60768.922393.83182.60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)2703.72825.82753.82753.8基底力矩135.0094.55951.52951.52偏心距e0.0500.0330.3460.346l/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fa506.30506.30506.30506.301.2fa607.56607.56607.56607.56基底边缘最大压力pmax330.413334.983517.431517.431是否满足满足满足满足满足基底边缘最小压力pmin270.414292.96294.53294.532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)104.542343.7230.4571.222465.7523.32768.922393.83182.60768.922393.83182.60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)260.41273.97265.98265.98基底力矩135.0094.55951.52951.52净偏心距(m)0.0580.0340.3470.347l/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)290.41292.36450.39450.39柱与基础交界处冲切验算βhp0.9760.9760.9760.976h0(m)0.960.960.960.96ac(m)0.750.750.750.75bc(m)0.750.750.750.75Al(m2)0.4680.4680.4680.468Fl(kN)135.85136.76210.68210.680.7βhpftbmh01603.801603.801603.801603.80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)228.24221.77353.96353.960.7βhpftbmh0880.84880.84880.84880.84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)104.542343.7230.4571.222465.7523.32768.922393.83182.60768.922393.83182.60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)260.41273.97265.98265.98基底力矩135.0094.55951.52951.52净偏心距(m)0.0580.0340.3470.347l/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)290.41292.36450.39450.39柱与基础交界处冲切验算βhp0.9760.9760.9760.976h0(m)0.960.960.960.96ac(m)0.750.750.750.75bc(m)0.750.750.750.75Al(m2)0.4680.4680.4680.468Fl(kN)135.85136.76210.68210.680.7βhpftbmh01603.801603.801603.801603.80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)228.24221.77353.96353.960.7βhpftbmh0880.84880.84880.84880.84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)104.542343.7230.4571.222465.7523.32768.922393.83182.60768.922393.83182.60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)0.750.750.750.75bc(m)0.750.750.750.75h01(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)260.41273.97265.98265.98基底净最大反力设计值(kpa)290.41292.36450.39450.39M1-1(kN·m)401.633401.003568.345568.345M3-3(kN·m)197.869201.689277.783277.783A1-1(mm2)1291.261314.951827.241827.24A3-3(mm2)1327.6211353.2561863.8121863.812实配钢筋10C16@15010C16@150面积(mm2)20112011M2-2(kN·m)370.78390.09378.71378.71M4-4(kN·m)183.103192.637187.018187.018A2-2(mm2)1192.081254.151217.571217.57A4-4(mm2)1228.5501292.5171254.8191254.819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)104.542343.7230.4571.222465.7523.32768.922393.83182.60768.922393.83182.60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)0.750.750.750.75bc(m)0.750.750.750.75h01(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)260.41273.97265.98265.98基底净最大反力设计值(kpa)290.41292.36450.39450.39M1-1(kN·m)401.633401.003568.345568.345M3-3(kN·m)197.869201.689277.783277.783A1-1(mm2)1291.261314.951827.241827.24A3-3(mm2)1327.6211353.2561863.8121863.812实配钢筋10C16@15010C16@150面积(mm2)20112011M2-2(kN·m)370.78390.09378.71378.71M4-4(kN·m)183.103192.637187.018187.018A2-2(mm2)1192.081254.151217.571217.57A4-4(mm2)1228.5501292.5171254.8191254.819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103.262706.2733.28Nmax组合34.412994.003.59地震效应组合Mmax组合766.541782.02212.26Nmax组合738.573001.18195.63C柱

基础一般组合Mmax组合103.262706.2733.28Nmax组合34.412994.003.59地震效应组合Mmax组合766.541782.02212.26Nmax组合738.573001.18195.63（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应组合Mmax组合内力Nmax组合内力Mmax组合内力Nmax组合内力5412.545988.003564.036002.37基础宽度b(m)3.003.003.003.00基础长度l(m)6.156.156.156.15基础高度h(m)1.01.01.01.0保护层厚度(m)0.040.040.040.04基底净反力设计值(kpa)880.09973.66571.52975.99βhp0.9760.9760.9760.976um10.68010.68010.68010.680Fl(kN)475.247525.775312.940527.0370.7βhpftumh010016.7410016.7410016.7410016.74是否满足满足满足满足满足1.6.2受剪切承载力验算受剪切验算应满足下式规定：具体计算如下：表1.7联合基础受剪切承载力验算荷载一般组合地震效应组合Mmax组合内力Nmax组合内力Mmax组合内力Nmax组合内力5412.545988.003564.036002.37基础宽度b(m)3.003.003.003.00基础长度l(m)6.156.156.156.15基础高度h(m)1.0