井架壳体结构设计计算书0803(理想模型)

'井架混凝土壳体结构设计计算书2015年7月内蒙井架混凝土壳体结构设计计算书（理想模型）一、工程概况该旋转壳体为一井架上部壳体，壳体底部标高93.3m,底部直径D=23.3m,高度H=7m，壳体为连续壳体，无开孔，模型如图1。壳体顶部有一避雷针，避雷针底座半径0.46m，计算时考虑避雷针自重5kN和避雷针受到的风荷载。结构设计使用年限103.5年。工程位于内蒙鄂尔多斯。（a）轴测图（b）俯视图（c）正视图图1有限元模型二、设计依据设计依据如下：《建筑结构荷载规范（GB50009-2012）》《建筑抗震设计规范（GB50011-2010）》《混凝土结构设计规范（GB50011-2010）》《混凝土工程施工质量验收规范（GB50204-2011）》《建筑工程抗震设防分类标准（GB50223-2008）》《钢筋混凝土薄壳结构设计规程（JGJ22-2012）》15/15 井架混凝土壳体结构设计计算书2015年7月一、荷载工况及取值结构设计使用年限为103.5年，该地区100年基本风压0.6kN/m2,基本雪压0.4kN/m2，考虑到结构为高耸建筑，设计计算时分别取0.65kN/m2和0.45kN/m2。1、结构自重混凝土自重25kN/m32、恒荷载0.7kN/m2（考虑2cm混凝土、膜及聚氨酯自重）3、内压荷载0.6kN/m2内压荷载考虑充气膜泄气后气膜对混凝土的反作用力。4、活荷载1.5kN/m21个活荷载满载1.5kN/m2（考虑3cm厚混凝土差值、屋面雪荷载及屋面活荷载0.3kN/m2），4个半跨活荷载1.5kN/m25、风荷载(膜表面积582m2,投影面积232m2)风荷载基本风压0.65kN/m2，地面粗糙的类别B类，考虑8个不同的风向，共8个工况。风荷载计算：式中：——风荷载标准值（kN/m2)；——高度z处的风振系数；——风荷载体型系数；——风压高度变化系数；——基本风压（kN/m2)风压高度变化系数取值：旋转壳体型系数取值：15/15 井架混凝土壳体结构设计计算书2015年7月6、地震作用地震设防烈度7度，场地特征周期0.45s，地震影响系数取0.12。7、特征值屈曲工况特征值屈曲工况取：自重+恒荷载+活荷载（满跨）。计算取前6阶模态。此外，不考虑温度作用，模态分析采用Ritz法。8、避雷针对应的荷载避雷针自重考虑5kN。同时要考虑避雷针的风荷载作用，建模如图所示，避雷针风荷载作用采用整体计算，迎风面大小为0.92m*5m，风荷载体型系数取1.0（根据《建筑结构荷载规范》8.3.1第37项圆截面构筑物整体计算时的体型系数），风振系数取1.8。自重5kN通过竖向节点荷载施加，建模设置避雷针材料密度为0，避免自重重复计算。考虑8个不同的荷载工况。15/15 井架混凝土壳体结构设计计算书2015年7月四、模型建立边界条件U1=3000kN/m,U2=3000kN/m，U3=1e14kN/m。采用C40混凝土，抗拉强度设计值1.71N/mm2，抗压强度设计值16.7N/mm2，弹性模量E=32500MPa。泊松比μ=0.2，混凝土自重25kN/m3。钢筋采用HRB400，fy=360N/mm2。壳体厚度150mm。壳体单元尺寸为0.5m*0.5m。模型未考虑基础环梁。五、计算结果3.1反力表1各工况反力荷载工况GlobalFXGlobalFYGlobalFZGlobalMXGlobalMYGlobalMZKNKNKNKN-mKN-mKN-mDEAD0.000.002175.550.000.000.00DEADLoad0.000.00410.000.000.000.00InnerP0.000.00255.790.000.000.00LiveA0.000.00639.460.000.000.00LiveL0.000.00319.730.001580.330.00LiveD0.000.00319.73-1580.330.000.00LiveR0.000.00319.730.00-1580.330.00LiveU0.000.00319.731580.330.000.00Wind0-190.200.00-1025.850.00-16709.07-190.20Wind45-121.80-134.49-1025.8511815.10-10509.37-121.80Wind900.00-190.20-1025.8516709.070.000.00Wind135121.80-134.49-1025.8511815.1010509.37121.80Wind180190.200.00-1025.850.0016709.07190.20Wind225121.80134.49-1025.85-11815.1010509.37121.80Wind2700.00190.20-1025.85-16709.070.000.00Wind325-121.80134.49-1025.85-11815.10-10509.37-121.80EQHor346.24346.240.0033390.6533390.65346.243.2变形理想的混凝土旋转壳体刚度较大，在最不利荷载组合下结构的变形如图2所示,最大的x向及y向位移为2mm，z向位移为1mm。最大变形为3mm.15/15 井架混凝土壳体结构设计计算书2015年7月图2最不利荷载组合下的变形3.3内力结构的内力云图如图3所示。结构的弯矩非常小，环向弯矩M11最大值为3.082kNm/m，发生在避雷针支座底部；径向弯矩最大值为9.338kNm/m，且弯矩较大值靠近底部支座处，远离底部支座的壳体弯矩基本为零。同时，可以看到在避雷针底座位置，结构的弯矩相对较大，从而影响到结构的配筋。结构的环向内力在高度为0～1m处壳体表现为拉力，且拉力较大，高度大于1m的壳体的环向拉力减小，在高度大于2m壳体环向力较小且表现为压力，高度大于2m壳体基本以受压为主，且弯矩很小。F11（最大值511kN/m）F22（最大值-82.68kN/m）15/15 井架混凝土壳体结构设计计算书2015年7月M11（最大值3.082kNm/m）M22（最大值9.338kNm/m）图3结构的内力云图3.4特征值屈曲特征值屈曲分析得到模型理想状态下弹性屈曲承载力，设置屈曲工况为：自重+恒荷载+活荷载（满跨）。6阶模态的屈曲因子如表2，其中最小屈曲因子为400.35，说明结构的弹性屈曲承载力很高。图4为不同模态下的屈曲变形，从图中可以看到，模型屈曲变形主要发生在高度为1～2m的壳体，因此，在设计时，即便其内力较小，但应在高度为1～2m的壳体进行配筋加强。表2特征值屈曲因子模态123456屈曲因子400.35400.35419.7423.2423.2466.1（a）第1阶模态（屈曲因子400.35）（b）第2阶模态（屈曲因子400.35）15/15 井架混凝土壳体结构设计计算书2015年7月（c）第3阶模态（屈曲因子419.7）（d）第4阶模态（屈曲因子423.2）（e）第5阶模态（屈曲因子423.2）（f）第6阶模态（屈曲因子466.1）图4特征值屈曲模态3.5平面外剪力验算《混凝土结构设计规范（GB50011-2010）》第6.3.3条，对于不配置箍筋和弯起钢筋的一般板类受弯构件，其斜截面受剪承载力应满足：当受到平面外剪力时，对150mm厚壳体，保护层厚度为35mm,b=1000mm，h0=150-35=115mm，则：计算得到的最大平面外剪力为18.89kN/m<137.7kN/m，满足要求！15/15 井架混凝土壳体结构设计计算书2015年7月3.6配筋计算为了方便配筋及计算，我们对整个壳体进行分区。如图5所示，从下往上同一高度为一层网格，依次命名为Plate49-Plate72。每层网格弧长为0.4923m。图5分区示意图配筋计算采用矩形截面偏心拉压公式进行计算。混凝土壳体采用双层双向配筋，采用C40混凝土，抗拉强度设计值1.71N/mm2，抗压强度设计值16.7N/mm2，钢筋采用HRB400，fy=360N/mm2，壳体厚度150mm，钢筋保护层厚度取35mm。受拉钢筋绑扎接头不小于50d。计算结果及配筋如下：Plate49（弧长500mm）环向配筋12@100，径向配筋8@100.表3Plate49内力及配筋计算Plate49F11F22M11M22环向配筋径向配筋KN/mKN/mKN-m/mKN-m/m（mm2/m）（mm2/m）maxF11511.10-7.880.490.00726.901.88minF1135.05-82.660.080.2851.621.88maxF22511.10-7.860.490.00726.931.88minF2237.38-82.690.110.3655.641.88maxF12287.75-13.701.736.43459.80220.01minF1235.13-82.640.080.2751.671.88maxM11287.74-13.711.736.43459.84220.03minM1146.09-45.230.04-0.0365.331.88maxM22287.74-13.711.736.43459.84220.03minM2251.28-45.240.04-0.0372.651.88maxM12511.09-7.900.490.00726.831.88minM1246.01-45.200.04-0.0365.231.88maxV13287.74-13.711.736.43459.81220.01minV1335.13-82.640.080.2751.671.8815/15 井架混凝土壳体结构设计计算书2015年7月maxV23511.09-7.900.490.00726.831.88minV2348.86-45.220.04-0.0369.341.88726.93220.03实际配筋12@100（1130.4）8@100（502.4）Plate50（弧长500-1000mm）环向配筋10@125，径向配筋8@100.表4Plate50内力及配筋计算Plate50F11F22M11M22环向配筋径向配筋KN/mKN/mKN-m/mKN-m/m（mm2/m）（mm2/m）maxF11294.58-10.141.756.43470.02220.87minF1126.54-82.630.090.3539.971.88maxF22294.58-10.141.756.43470.02220.87minF2226.77-82.640.080.3240.041.88maxF12124.29-12.531.827.46235.97256.01minF1226.78-82.630.080.3240.031.88maxM11124.29-12.581.837.46236.00256.00minM1126.78-82.630.080.3240.031.88maxM22124.29-12.561.827.46235.98256.01minM2235.72-51.620.080.2752.521.88maxM12294.58-10.141.756.43470.02220.87minM1235.72-51.620.080.2752.521.88maxV13294.58-10.141.756.43470.05220.88minV1335.72-51.620.080.2752.521.88maxV23124.29-12.541.827.46235.96256.00minV2335.72-51.620.080.2752.521.88最大配筋470.05256.01实际配筋10@125（628）8@100（502.4）Plate51（弧长1000-1500mm）环向配筋8@125，径向配筋8@100.表5Plate51内力及配筋计算Plate51F11F22M11M22环向配筋径向配筋KN/mKN/mKN-m/mKN-m/m（mm2/m）（mm2/m）maxF11129.12-9.541.847.45243.21256.62minF11-11.19-78.580.060.261.881.88maxF22129.11-9.511.847.45243.20256.63minF22-11.13-78.600.060.261.881.88maxF1233.76-11.151.395.9595.24204.12minF12-11.19-78.580.060.261.881.88maxM11129.11-9.771.847.45243.22256.5815/15 井架混凝土壳体结构设计计算书2015年7月minM11-11.18-78.580.060.261.881.88maxM22129.11-9.771.847.45243.22256.58minM22-11.19-78.580.060.261.881.88maxM12129.11-9.891.847.45243.19256.54minM1227.30-58.120.080.3240.781.88maxV13129.11-9.891.847.45243.19256.54minV1327.30-58.120.080.3240.801.88maxV23129.11-9.891.847.45243.19256.54minV2327.30-58.120.080.3240.781.88最大配筋243.22256.63实际配筋8@125（402）8@100（502.4）Plate52（弧长1500-2000mm）环向配筋8@150，径向配筋8@100.表6Plate52内力及配筋计算Plate52F11F22M11M22环向配筋径向配筋KN/mKN/mKN-m/mKN-m/m（mm2/m）（mm2/m）maxF1135.82-8.971.405.9598.42204.50minF11-40.64-73.540.040.171.881.88maxF2235.70-8.581.405.9598.26204.59minF22-40.58-73.540.040.171.881.88maxF1235.82-8.971.405.9598.42204.50minF12-9.72-63.210.060.261.881.88maxM1135.57-9.081.405.9598.09204.48minM11-40.58-73.530.040.171.881.88maxM2235.60-8.861.405.9598.12204.54minM22-40.58-73.540.040.171.881.88maxM1235.82-8.971.405.9598.42204.50minM12-9.72-63.210.060.261.881.88maxV1335.82-8.971.405.9598.42204.50minV13-9.72-63.200.060.261.881.88maxV2335.82-8.971.405.9598.42204.50minV23-40.58-73.540.040.171.881.88最大配筋98.42204.59实际配筋8@150（335）8@100（502.4）Plate53（弧长2000-2500mm）环向配筋8@150，径向配筋8@150.表7Plate53内力及配筋计算Plate53F11F22M11M22环向配筋径向配筋KN/mKN/mKN-m/mKN-m/m（mm2/m）（mm2/m）15/15 井架混凝土壳体结构设计计算书2015年7月maxF1117.95-7.940.863.7854.62129.39minF11-56.86-69.020.020.091.881.88maxF2217.28-7.550.863.7853.69129.48minF22-56.86-69.030.020.091.881.88maxF1217.95-7.940.863.7854.62129.39minF12-39.05-65.390.040.171.881.88maxM1117.87-7.970.873.7855.01129.39minM11-56.86-69.020.020.091.881.88maxM2217.93-7.940.863.7854.60129.40minM22-56.86-69.020.020.091.881.88maxM1217.95-7.940.863.7854.62129.39minM12-39.05-65.390.040.171.881.88maxV1317.95-7.940.863.7854.62129.39minV13-39.05-65.390.040.171.881.88maxV2317.95-7.940.863.7854.62129.39minV23-39.05-65.390.040.171.881.88最大配筋55.01129.48实际配筋8@150（334）8@150（334）Plate54（弧长2500-3000mm）环向配筋8@150，径向配筋8@150.表8Plate54内力及配筋计算Plate54F11F22M11M22环向配筋径向配筋KN/mKN/mKN-m/mKN-m/m（mm2/m）（mm2/m）maxF1115.99-6.870.401.8936.2664.20minF11-56.25-65.490.020.091.881.88maxF2215.27-6.470.401.8935.2664.29minF22-55.45-65.600.010.041.881.88maxF1215.99-6.870.401.8936.2664.20minF12-56.25-65.490.020.091.881.88maxM1115.91-6.900.451.8937.6364.18minM11-55.42-65.60-0.040.041.881.88maxM2215.99-6.870.401.8936.2664.20minM22-55.45-65.59-0.010.041.881.88maxM1215.99-6.870.401.8936.2664.20minM12-56.25-65.490.020.091.881.88maxV1315.99-6.870.401.8936.2664.20minV13-56.25-65.490.020.091.881.88maxV2315.99-6.870.401.8936.2664.20minV23-56.25-65.490.020.091.881.88最大配筋37.6364.2915/15 井架混凝土壳体结构设计计算书2015年7月实际配筋8@150（334）8@150（334）Plate55-56（弧长3000-4000mm）环向配筋8@150，径向配筋8@150.表9Plate55-56内力及配筋计算Plate55-56F11F22M11M22环向配筋径向配筋KN/mKN/mKN-m/mKN-m/m（mm2/m）（mm2/m）maxF1114.93-5.810.110.6224.6820.10minF11-55.31-64.460.010.041.881.88maxF2213.31-4.340.000.0118.491.88minF22-55.31-64.460.010.041.881.88maxF1214.93-5.810.110.6224.6820.10minF12-55.31-64.460.010.041.881.88maxM1114.85-5.830.190.6227.1020.09minM11-39.51-61.77-0.17-0.341.881.88maxM2214.93-5.810.110.6224.6820.10minM22-39.53-61.77-0.13-0.341.881.88maxM1213.50-4.930.030.0019.791.88minM12-39.53-61.77-0.14-0.341.881.88maxV1314.27-4.780.000.0119.831.88minV13-47.59-63.01-0.10-0.081.881.88maxV2314.93-5.810.110.6224.6820.10minV23-39.51-61.77-0.17-0.341.881.88最大配筋27.1020.10实际配筋8@150（334）8@150（334）Plate57-58（弧长4000-5000mm）环向配筋8@150，径向配筋8@150.表10Plate57-58内力及配筋计算Plate57-58F11F22M11M22环向配筋径向配筋KN/mKN/mKN-m/mKN-m/m（mm2/m）（mm2/m）maxF1113.74-3.810.000.0019.161.88minF11-39.56-61.61-0.09-0.341.881.88maxF2212.21-2.390.00-0.0117.041.88minF22-39.56-61.61-0.09-0.341.881.88maxF1213.74-3.810.000.0019.161.88minF12-39.56-61.61-0.09-0.341.881.88maxM1112.33-2.970.100.0020.641.88minM11-39.55-61.61-0.18-0.341.881.88maxM2212.39-3.060.060.0019.171.88minM22-33.99-60.44-0.08-0.361.881.8815/15 井架混凝土壳体结构设计计算书2015年7月maxM1212.37-3.060.090.0020.351.88minM12-31.47-60.25-0.15-0.271.881.88maxV1313.19-2.900.000.0018.371.88minV13-33.99-60.44-0.08-0.361.881.88maxV2313.55-3.830.050.0020.431.88minV23-33.97-60.44-0.16-0.361.881.88最大配筋20.641.88实际配筋8@150（334）8@150（334）Plate59-60（弧长5000-6000mm）环向配筋8@150，径向配筋8@150.表11Plate59-60内力及配筋计算Plate59-60F11F22M11M22环向配筋径向配筋KN/mKN/mKN-m/mKN-m/m（mm2/m）（mm2/m）maxF1112.61-1.970.000.0017.521.88minF11-33.70-59.42-0.06-0.061.881.88maxF2210.95-0.650.000.0015.331.88minF22-31.85-59.81-0.08-0.151.881.88maxF1212.61-2.060.000.0017.521.88minF12-31.39-59.54-0.05-0.271.881.88maxM1111.17-1.120.150.0220.671.88minM11-31.38-59.54-0.16-0.271.881.88maxM2211.17-1.120.150.0220.671.88minM22-31.39-59.54-0.05-0.271.881.88maxM1211.17-1.430.150.0220.671.88minM12-33.70-59.42-0.13-0.081.881.88maxV1312.00-1.000.080.0019.341.88minV13-31.71-58.88-0.02-0.151.881.88maxV2310.44-0.840.020.0115.231.88minV23-31.39-59.54-0.05-0.271.881.88最大配筋20.671.88实际配筋8@150（334）8@150（334）Plate61-70（弧长6000-11475mm）环向配筋8@150，径向配筋8@150.表12Plate61-70内力及配筋计算Plate61-70F11F22M11M22环向配筋径向配筋KN/mKN/mKN-m/mKN-m/m（mm2/m）（mm2/m）maxF1111.656.460.130.1120.7712.93minF11-56.11-56.89-0.24-0.331.881.88maxF229.7712.900.230.3221.6728.9415/15 井架混凝土壳体结构设计计算书2015年7月minF22-36.22-59.06-0.05-0.021.881.88maxF129.6412.850.210.3220.8328.94minF12-52.53-56.89-0.19-0.371.881.88maxM118.7212.420.300.2722.4526.52minM11-55.35-56.89-0.26-0.331.881.88maxM227.4712.750.140.3715.1530.59minM22-52.04-57.05-0.11-0.431.881.88maxM127.4912.050.220.3318.0528.26minM12-54.29-57.05-0.18-0.391.881.88maxV1310.2612.090.150.3219.4928.07minV13-54.13-56.84-0.04-0.341.881.88maxV2310.349.920.110.2118.1220.93minV23-51.19-56.47-0.06-0.231.881.88最大配筋22.4530.59实际配筋8@150（334）8@150（334）Plate71-72（弧长11475-13975mm）环向配筋8@150，径向配筋8@150.表13Plate71-72内力及配筋计算Plate71-72F11F22M11M22环向配筋径向配筋KN/mKN/mKN-m/mKN-m/m（mm2/m）（mm2/m）maxF1134.8830.002.250.61126.6062.96minF11-56.48-58.65-0.36-0.411.881.88maxF2233.4630.872.311.61126.7798.78minF22-55.30-73.84-1.94-0.6454.485.09maxF1234.8330.062.250.61126.4763.04minF12-52.87-73.84-1.98-0.6356.564.75maxM1113.7125.423.089.34126.05359.53minM11-29.43-69.92-2.80-8.3990.47274.97maxM2213.7125.423.089.34126.05359.53minM22-29.43-69.92-2.80-8.3990.47274.97maxM124.541.860.270.0515.554.45minM12-21.78-16.03-0.39-0.168.411.88maxV136.692.351.373.0356.99108.46minV13-11.76-13.86-0.76-1.2623.8040.41maxV2334.5929.932.210.62124.6263.20minV23-55.30-73.84-1.94-0.6454.485.09最大配筋126.77359.53实际配筋8@150（334）8@100（502.4）汇总表：15/15 井架混凝土壳体结构设计计算书2015年7月表14配筋汇总表层壳体弧长(mm)弧长增量(mm)环向配筋竖向配筋plate490.00500.0050012@1008@100plate50500.001000.0050010@1258@100plate511000.001500.005008@1258@100plate521500.002000.005008@1508@100plate532000.002500.005008@150plate542500.003000.00500plate55-563000.004000.001000plate57-584000.005000.001000plate59-605000.006000.001000plate61-706000114755475plate71-72114751397525008@10015/15'