《教學(xué)樓設(shè)計中框架結(jié)構(gòu)內(nèi)力組合計算》2400字

教學(xué)樓設(shè)計中框架結(jié)構(gòu)內(nèi)力組合計算綜述1.1彎矩調(diào)幅為了保證工程施工時的便利性，同時節(jié)約成本，在內(nèi)力組合之前將使梁上面受拉處進行調(diào)幅，調(diào)幅系數(shù)取值范圍為β=0.8-0.9，該結(jié)構(gòu)設(shè)計調(diào)幅系數(shù)取值β=0.85。恒活荷載作用下的彎矩調(diào)幅計算匯于下列表格中：表6-1恒載下梁端彎矩調(diào)幅計算表跨層數(shù)跨度（m）梁左彎矩梁右彎矩跨中彎矩M左調(diào)幅之后右調(diào)幅之后跨中彎矩調(diào)幅之后AB37.5-64.8888.19-61.90-72.78-55.1474.96-72.7827.5-119.02141.13-58.69-69.51-101.16119.96-69.5117.5-119.02141.13-58.69-69.51-101.16119.96-69.51BC33-34.3334.3312.8611.31-29.1829.1812.8623-29.8129.811.671.54-25.3325.331.6713-29.8129.811.671.54-25.3325.331.67CD37.5-88.1964.88-61.90-72.78-74.9655.14-72.7827.5-141.13119.02-58.69-69.51-119.96101.16-69.5117.5-141.13119.02-58.69-69.51-119.96101.16-69.51表6-2活載下梁端彎矩調(diào)幅計算表跨層數(shù)跨度（m）梁左彎矩梁右彎矩跨中彎矩M左調(diào)幅之后右調(diào)幅之后跨中彎矩調(diào)幅之后AB37.5-21.3425.63-1.88-8.09-18.1321.78-8.0927.5-27.0829.35-1.21-7.30-23.0124.94-7.3017.5-27.0829.35-1.21-7.30-23.0124.94-7.30BC33-1.081.082.342.03-5.165.162.3423-3.13.10.030.01-2.632.630.0313-3.13.10.030.01-2.632.630.03CD37.5-21.3425.63-1.88-8.09-18.1321.78-8.0927.5-27.0829.35-1.21-7.30-23.0124.94-7.3017.5-27.0829.35-1.21-7.30-23.0124.94-7.301.2梁內(nèi)力組合（摘要）僅考慮下列三種組合形式：（1）由活荷載效應(yīng)控制的組合：S=1.2S（2）由恒荷載效應(yīng)控制的組合：S=1.35S（3）由豎向荷載與水平地震作用效應(yīng)下的組合：S=γ式中，SγRE根據(jù)結(jié)構(gòu)荷載的規(guī)范，對框架中的梁進行內(nèi)力組合，內(nèi)力組合計算和內(nèi)力組合結(jié)果見下表1.3柱內(nèi)力組合根據(jù)抗震規(guī)范要求的強柱弱梁的原則，需要計算柱端的彎矩設(shè)計值，但由于各層軸力的設(shè)計值大于要求值，所以不需要柱計算端的彎矩設(shè)計值。因此柱的內(nèi)力組合計算同梁的內(nèi)力組合計算。表6-3頂層框架內(nèi)力組合梁端荷載作用類別內(nèi)力組合計算值內(nèi)力設(shè)計值恒荷載活荷載左側(cè)震右側(cè)震①②③左震③右震MVMVMVMVMVMVMVMVMVAB左-64.8287.80-21.3438.3681.50-21.15-81.5021.15-107.66159.06-108.42151.1211.5285.74-147.40132.49-147.40159.06AB中27.82-1.951.88-4.5913.37-21.15-13.3721.1543.01-14.7644.29-13.8841.16-32.8015.0913.9444.29-32.80AB右-88.19-82.80-25.63-40.48-57.72-21.1557.7221.15-141.71-151.03-144.17-151.45-147.18-128.47-34.62-81.73-147.18-151.03BC左-34.333.10-1.08057.95-48.29-57.9548.29-49.713.72-52.304.1822.86-50.19-90.1351.52-90.1351.52BC中10.5502.34-00-48.29048.2915.93011.53010.54-53.3610.5453.3611.53-53.36BC右-34.33-3.10-1.08057.95-48.29-57.9548.29-49.70-3.72-52.30-4.18522.86-51.52-90.1350.19-90.13-51.52CD左-88.9184.70-25.6340.4857.72-21.15-57.7221.15-142.57158.31-145.1154.01-35.2783.66-147.82130.40-147.82158.31CD中27.82-1.151.88-3.940.00-21.150.0021.1543.01-12.8944.29-12.1628.13-31.628.1315.0844.29-31.6CD右-64.82-85.03-21.34-38.36-81.50-21.15--81.5021.15-107.66-155.74-108.42-152.38-147.40-129.6611.52-82.92-147.40-155.74表6-4二層框架梁內(nèi)力組合表梁端荷載作用類別內(nèi)力組合計算值內(nèi)力設(shè)計值恒荷載活荷載左側(cè)震右側(cè)震①②③左震③右震MVMVMVMVMVMVMVMVMVAB左-119.02111.53-27.0838.86151.97-40.76-151.9740.76-180.73188.24-187.21188.6428.8688.53-167.47178.61-187.21188.64AB中32.14-1.9511.21-4.5913.37-40.76-13.3740.7661.26-14.7659.27-13.8849.25-54.4623.1835.6061.26-54.46AB右-141.13-112.45-29.35-39.98-117.07-40.76117.0740.76-210.44-190.91-219.28-190.98-254.36-180.12-21.08-90.04-254.36-190.98BC左-29.813.10-3.100117.53-97.94-117.5397.94-40.113.72-43.284.1881.36-105.06-142.81111.38-142.81111.38BC中8.3100.03-00-97.94097.9410.01011.2407.49-108.227.49108.2211.247.49BC右-29.81-3.10-3.100117.53-97.94-117.5397.94-40.11-3.72-43.28-4.1881.36-111.38-142.81105.06-142.81-111.38CD左-141.13111.53-29.3539.98117.07-40.76-117.0740.76-210.44189.80-219.28189.74-21.0889.11-254.36179.19-254.36-190.98CD中27.82-1.1511.21-3.9413.37-40.76-13.3740.7651.07-12.8953.44-12.1645.36-53.3219.2931.7561.26-54.46CD右-119.02-112.94-27.08-38.86-151.97-40.76151.9740.76-180.73-189.93-187.21-190.55-267.47-180.0528.81-89.97-187.21188.64表6-5底層框架梁內(nèi)力組合表梁端荷載作用類別內(nèi)力組合計算值內(nèi)力設(shè)計值恒荷載活荷載左側(cè)震右側(cè)震①②③左震③右震MVMVMVMVMVMVMVMVMVAB左-119.02111.53-27.0838.86151.97-40.76-151.9740.76-180.73188.24-187.21188.6428.8688.53-167.47178.61-187.21188.64AB中32.14-1.9511.21-4.5913.37-40.76-13.3740.7661.26-14.7659.27-13.8849.25-54.4623.1835.6061.26-54.46AB右-141.13-112.45-29.35-39.98-117.07-40.76117.0740.76-210.44-190.91-219.28-190.98-254.36-180.12-21.08-90.04-254.36-190.98BC左-29.813.10-3.100117.53-97.94-117.5397.94-40.113.72-43.284.1881.36-105.06-142.81111.38-142.81111.38BC中8.3100.03-00-97.94097.9410.01011.2407.49-108.227.49108.2211.247.49BC右-29.81-3.10-3.100117.53-97.94-117.5397.94-40.11-3.72-43.28-4.1881.36-111.38-142.81105.06-142.81-111.38CD左-141.13111.53-29.3539.98117.07-40.76-117.0740.76-210.44189.80-219.28189.74-21.0889.11-254.36179.19-254.36-190.98CD中27.82-1.1511.21-3.9413.37-40.76-13.3740.7651.07-12.8953.44-12.1645.36-53.3219.2931.7561.26-54.46CD右-119.02-112.94-27.08-38.86-151.97-40.76151.9740.76-180.73-189.93-187.21-190.55-267.47-180.0528.81-89.97-187.21188.64表7-10頂層（三層）柱內(nèi)力組合計算表樓層框架柱截面位置內(nèi)力荷載作用類別內(nèi)力組合計算恒荷載活荷載左震右震①②③左震③右震3A上M（kN·m）-64.18-22.59-78.4878.48-83.41-80.40-133.8829.35N（kN）533.23250.25-40.4540.46990.25965.13589.96674.11下M（kN·m）-58.92-12.40-33.6333.63-31.73-28.32-52.4317.52N（kN）562.63250.25-40.4540.461025.531004.82618.19702.34剪力V（kN）-11.68-10.6051.06-51.06-34.89-32.9437.17-79.43B上M（kN·m）-53.33-0.64-131.89131.87-1.65-1.48-143.26141.44N（kN）769.17332.25-7.287.251388.141363.97890.34905.41下M（kN·m）-55.26-0.64-91.2391.25-1.65-1.48-95.8093.99N（kN）798.55332.25-7.257.251423.431403.66918.56933.63剪力V（kN）0.34-0.39114.06-114.06-0.090.13118.80-118.45C上M（kN·m）-53.330.00-151.50151.500.000.00-157.55157.55N（kN）761.40330.050.86-0.861381.721358.05895.03893.24下M（kN·m）-55.260.00-101.00101.000.000.00-105.04105.04N（kN）795.79330.050.86-0.861417.011397.74923.26921.47剪力V（kN）0.000.00121.25-121.250.000.00131.30-131.30D上M（kN·m）64.180.00-151.50151.500.000.00-157.55157.55N（kN）761.30329.850.000.001381.371357.76893.97893.97下M（kN·m）58.920.00-101.00101.000.000.00-105.04105.04N（kN）795.70329.840.000.001411.651397.46922.20922.20剪力V（kN）0.000.00121.25-121.250.000.00131.30-131.30表7-11第二層框架柱內(nèi)力組合計算表樓層框架柱截面位置內(nèi)力荷載作用類別內(nèi)力組合計算恒荷載活荷載左震右震①②左震③右震2A上M（kN·m）-58.34-23.92-82.2382.23-88.82-85.69-141.2629.76N（kN）775.98395.51-78.1478.141484.891435.24853.521011.06下M（kN·m）-58.34-15.08-67.2867.28-38.58-34.49-91.1948.74N（kN）805.10395.51-78.1478.141519.831474.54881.481044.01剪力V（kN）-18.39-11.8174.75-74.75-38.60-31.4154.42-101.06B上M（kN·m）-54.71-0.63-174.91174.91-1.63-1.47-182.80181.01N（kN）1109.38511.58-18.9318.932054.472003.911293.281332.64下M（kN·m）-54.71-0.75-129.28129.28-1.93-1.71-135.51133.40N（kN）1138.49511.58-18.9318.932089.412043.211321.231360.59剪力V（kN）0.420.43152.09-152.091.090.97158.78-157.58C上M（kN·m）54.710.00-193.59193.590.000.00-201.35201.35N（kN）1101.18513.741.75-1.752041.651991.801310.361301.70下M（kN·m）54.710.00-143.09143.090.000.00-148.82148.82N（kN）1135.29513.741.75-1.752081.592031.121338.301334.65剪力V（kN）0.000.00168.35-168.350.000.00175.08-175.08D上M（kN·m）54.710.00-193.59193.590.000.00-201.35201.35N（kN）1105.85513.450.000.002045.851991.081308.081308.08下M（kN·m）54.710.00-143.09143.090.000.00-148.82148.82N（kN）1134.97513.450.000.002080.782035.391331.031331.03剪力V（kN）0.000.00168.35-168.350.000.00175.08-175.08表7-12底柱內(nèi)力組合計算表樓層框架柱截面位置內(nèi)力荷載作用類別內(nèi)力組合計算恒荷載活荷載左震右震①②③左震③右震1A上M（kN·m）-43.03-20.50-84.4984.49-80.33-78.18-139.0131.71N（kN）1034.08548.68-125.32125.322009.051933.711125.751381.42下M（kN·m）-21.51-10.25-253.45253.45-40.17-39.09-289.15238.01N（kN）1063.49548.68-125.32125.322044.341973.421153.981414.64剪力V（kN）-14.45-1.83168.96-168.96-21.90-21.20158.57-192.87B上M（kN·m）-0.60-0.62-165.12165.12-1.59-1.43-172.60170.84N（kN）1471.93711.28-28.2928.29