【《某支线机场航站楼建筑框架结构的内力组合计算》5200字】

某支线机场航站楼建筑框架结构的内力组合计算目录TOC\o"1-3"\h\u26852某支线机场航站楼建筑框架结构的内力组合计算 1283931.1框架梁的内力组合： 175071.1.1框架梁的内力组合 171281.1.2梁端截面组合剪力设计值调整 14249381.2框架柱的内力组合： 15291841.2.1框架柱的内力组合 15282361.2.2柱端弯矩设计值的调整 15147061.2.3柱端剪力设计值调整 191.1框架梁的内力组合：1.1.1框架梁的内力组合一、竖向荷载作用下弯矩的调幅根据框架结构的破坏形式，因为梁端塑性变形时会有内力重分布，所以进行弯矩调幅用以降低梁端的负弯矩，现浇钢筋砼调幅系数取值范围为β=0.8~0.9，本设计取值β=0.85。完成调幅后，因为梁端的弯矩降低并且跨中的弯矩上升，所以可以减少配筋的数量，更加有利于施工，同时能提高柱的安全性能，满足强柱弱梁的设计原则。恒载、活载作用时的弯矩调幅计算如下表所示，弯矩单位均为kN·m。表7-1恒载作用下梁端弯矩调幅计算表梁层数跨度梁左梁右跨中M左调幅右调幅跨中调幅AB3216-73.10-62.21-56.32-84.15-65.03-65.1346.4930.8433.73125.1294.4694.46-62.14-52.88-47.87-71.53-55.28-55.3639.5226.2121.67BC3216-83.23-62.55-62.55-82.81-62.30-62.3042.1332.0332.03125.1294.4694.46-69.89-53.17-53.17-70.39-52.95-52.9535.8127.2327.23CD3216-82.20-62.30-62.30-82.20-62.30-62.3042.9232.1632.16125.1294.4694.46-69.87-52.96-52.96-69.87-52.96-52.9636.4830.7330.73DE3216-82.20-62.30-62.30-82.20-62.30-62.3042.9232.1632.16125.1294.4694.46-69.87-52.96-52.96-69.87-52.96-52.9636.4830.7330.73EF3216-82.20-62.30-62.30-82.20-62.30-62.3042.9232.1632.16125.1294.4694.46-69.87-52.96-52.96-69.87-52.96-52.9636.4830.7330.73FG3216-82.20-62.30-62.30-82.20-62.30-62.3042.9232.1632.16125.1294.4694.46-69.87-52.96-52.96-69.87-52.96-52.9636.4830.7330.73表7-2活载作用下梁端弯矩调幅计算表梁层数跨度梁左梁右跨中荷载左调幅右调幅跨中调幅AB3216-33.80-36.80-35.80-40.76-39.82-39.8224.0222.9923.4961.3061.3061.30-21.73-31.28-30.43-34.65-33.85-33.8520.4219.5419.97BC3216-40.06-39.40-39.26-31.86-31.86-31.8621.8422.1722.2461.3061.3061.30-34.05-33.49-33.97-33.03-33.03-33.0311.5611.8411.90CD3216-39.12-39.1239.12-39.12-39.12-39.1222.1822.1822.1861.3061.3061.30-33.25-33.25-33.25-33.25-33.25-33.2511.8511.8511.85DE3216-39.12-39.1239.12-39.12-39.12-39.1222.1822.1822.1861.3061.3061.30-33.25-33.25-33.25-33.25-33.25-33.2511.8511.8511.85EF3216-39.12-39.1239.12-39.12-39.12-39.1222.1822.1822.1861.3061.3061.30-33.25-33.25-33.25-33.25-33.25-33.2511.8511.8511.85FG3216-39.12-39.1239.12-39.12-39.12-39.1222.1822.1822.1861.3061.3061.30-33.25-33.25-33.25-33.25-33.25-33.2511.8511.8511.85二、梁端弯矩调整因为截面配筋计算时是根据构件端部截面的内力，所以需要考虑到柱的宽度对梁端弯矩的影响，调整计算公式：M(7-1)V(7-2)式中：M'M：梁端弯矩；V：梁端剪力；V'b：柱的宽度。表7-3梁端弯矩调整计算表层数杆件MVMVVVMM3AB左-62.1477.50-21.7337.0269.2233.08-41.37-11.81AB右-71.53-84.86-34.65-41.70-93.14-45.64-43.59-20.96BC左-69.8981.49-34.0539.2573.2135.31-91.85-23.46BC右-70.39-80.87-33.03-39.47-89.15-43.41-43.65-20.01CD左-69.8781.18-33.2539.3672.9035.42-41.00-22.62CD右-69.87-81.18-33.25-39.36-89.46-43.30-43.03-20.262AB左-52.8859.36-31.2831.5153.2134.57-36.92-20.91AB右-52.88-63.64-33.85-40.21-69.79-44.15-31.94-20.61BC左-53.1761.42-33.4939.2555.2735.31-36.59-22.90BC右-52.95-61.58-33.03-39.47-67.73-43.41-32.63-20.01CD左-52.9661.50-33.2539.3655.3535.42-36.36-22.62CD右-52.96-61.50-33.25-39.36-67.65-43.30-32.67-20.261AB左-47.8759.62-30.4331.5153.4734.57-31.83-20.06AB右-53.36-60.40-33.85-40.21-66.55-44.15-33.40-20.61BC左-53.1761.42-33.9739.3147.0235.37-39.06-23.36BC右-52.95-61.58-33.03-39.41-67.73-43.35-32.63-20.03CD左-52.9661.50-33.2539.3655.3535.42-36.36-22.62CD右-52.96-61.50-33.25-39.36-67.65-43.30-32.67-20.26三、内力组合1、选取控制截面的要求：梁：选跨中截面和梁端截面为梁的控制截面；柱：选柱顶截面和柱底截面为柱的控制截面。2、荷载和组合形式：风荷载作用跟地震作用对结构的影响相比小很多，对结构设计不会起到控制的作用，所以可以不需考虑风荷载，只需要考虑下列三种组合形式：①由活荷载效应控制的组合：S=1.2S②由恒荷载效应控制的组合：S=1.35S③由竖向荷载与水平地震作用效应下的组合：S=γ式中，SγRE各层框架梁的内力组合如下表7-5第三层框架梁内力组合表杆件荷载效应类别内力组合设计值恒载活载左震右震①②③左震④右震MVMVMVMVMVMVMVMVMVAB左-41.3769.22-11.8133.0843.89-1.31-43.891.31-75.98129.38-74.28125.87-2.9071.29-81.4996.66--81.49125.87AB中36.48-11.9620.42-6.2811.96-1.31-11.961.3172.36-23.1469.26-22.3060.51-24.5823.54-6.2272.36-24.58AB右-43.59-93.14-20.96-45.64-5.96-1.315.961.31-81.65-175.66-79.39-170.47-54.48-127.46-42.85-109.10-81.65-175.66BC左-91.8573.21-23.4635.317.81-1.04-7.811.04-143.06137.29-146.99133.44-85.6183.80-100.83101.57-146.99137.29BC中36.48-7.9711.56-4.05-16.30-1.0416.301.0469.76-15.2367.44-14.7325.29-19.0857.08-1.3169.76-19.08BC右-43.65-89.15-20.01-43.41-40.41-1.0440.411.04-80.39-167.75-71.54-162.89-87.69-121.96-1.89-104.19-87.69-167.75CD左-41.0072.90-22.6235.4240.41-13.74-40.4113.74-89.27137.07-86.97133.13-13.9877.24-92.78107.60-92.78137.07CD中36.48-1.2811.85-3.940.00-13.740.0013.7470.17-15.4567.72-15.0441.31-25.6441.314.7370.17-25.64CD右-43.03-89.46-20.26-43.30-40.41-13.7440.4113.74-80.00-167.97-77.95-163.21-87.25-121.51-1.44-91.15-87.25-167.97EF左-43.65-89.15-20.01-43.415.96-1.31-5.961.31-80.39-167.75-71.54-162.89-42.48-122.25-54.10-103.89-87.69-167.75EF中36.48-7.9711.85-4.05-43.89-1.3143.891.3170.17-15.2367.72-14.73-1.48-19.3884.11-1.0169.76-19.08EF右-91.8573.21-23.4635.31-43.89-1.3143.891.31-143.06137.29-146.99133.44-136.0283.50-50.43101.86-146.99137.29FG左-43.59-93.14-20.96-45.6440.41-1.04-40.411.04-81.65-175.66-79.39-170.47-9.26-127.16-81.06-109.40-81.65-175.66FG中36.48-11.9611.85-6.28-7.81-1.047.811.0470.17-23.1467.72-22.3033.70-24.2941.93-6.5272.36-24.58FG右-41.3769.22-11.8133.08-7.81-1.047.811.04-75.98129.38-74.28125.87-53.3171.59-31.0896.36--81.49125.87表7-6二层框架梁内力组合表杆件荷载效应类别内力组合设计值恒载活载左震右震①②③左震④右震MVMVMVMVMVMVMVMVMVAB左-36.9253.21-20.9134.5761.80-22.14-61.8022.14-73.58112.25-70.33105.7124.4447.44-109.7196.37-154.80116.47AB中26.21-1.2919.54-4.792.36-22.14-2.3622.1451.81-16.6554.53-15.8934.68-35.3630.0813.5790.58-52.19AB右-31.94-69.79-20.61-44.15-64.07-22.1464.0722.14-67.18-145.56-63.32-137.48-100.49-111.1724.45-69.24-151.87-143.47BC左-36.5955.27-22.9035.3183.90-27.73-83.9027.73-75.97115.76-71.84109.2231.5743.74-125.04105.03-194.09130.76BC中27.23-6.2311.84-4.050.71-27.73-0.7127.7359.05-13.1555.22-12.3833.68-39.0632.2922.2289.33-64.40BC右-32.63-67.73-20.01-43.41-82.49-27.7382.4927.73-67.17-142.05-63.66-133.98-111.80-121.8742.06-60.58-184.02-147.21CD左-36.3655.35-22.6235.4282.49-27.50-82.4927.50-75.30116.01-71.25109.4337.5344.13-123.33104.91-181.39129.68CD中30.73-6.1511.85-3.940.00-27.500.0027.5063.27-12.9059.96-12.1636.14-31.6736.1422.1189.60-63.44CD右-32.67-67.65-20.26-43.30-82.49-27.5082.4927.50-67.57-141.80-63.96-133.76-111.95-121.4741.91-60.70-184.00-146.25GH左-32.63-67.73-20.01-43.4164.07-22.14-64.0722.14-67.17-142.05-63.66-133.9824.10-115.69-100.84-66.76-184.02-147.21GH中30.73-6.2311.85-4.05-2.36-22.142.3622.1463.27-13.1559.96-12.3833.84-32.8831.4416.0489.33-64.40GH右-36.5955.27-22.9035.31-61.80-22.1461.8022.14-75.97115.76-71.84109.22-110.3149.9223.8491.85-194.09130.76HI左-31.94-69.79-20.61-44.1582.49-27.73-82.4927.73-67.18-145.56-63.32-137.4842.41-124.34-111.45-63.06-151.87-143.47HI中30.73-1.2911.85-4.79-0.71-27.730.7127.7363.27-16.6559.96-15.8935.45-41.5436.8319.7490.58-52.19HI右-36.9253.21-20.9134.57-83.90-27.7383.9027.73-73.58112.25-70.33105.71-124.4441.2639.17102.55-154.80116.47表7-7底层框架梁内力组合表杆件荷载效应类别内力组合设计值恒载活载左震右震①②③左震④右震MVMVMVMVMVMVMVMVMVAB左-36.9253.21-20.9134.57115.80-33.63-115.80112.56-66.28114.14-62.63106.0675.2335.01-170.66109.33-189.11125.16AB中26.21-1.2919.54-4.7914.90-33.63-14.90-14.5562.36-14.7651.28-13.5249.32-46.2722.9621.0591.32-61.21AB右-31.94-69.79-20.61-44.15-86.00-33.6386.00-141.67-61.93-143.66-65.29-133.11-123.19-127.5650.45-53.24-163.62-144.01BC左-36.5955.27-22.9035.3196.74-36.60-96.74105.94-71.86116.13-66.9491.1454.4425.56-152.09106.44-209.86136.60BC中27.23-6.2311.84-4.0513.07-36.60-13.07-11.0259.14-12.7755.28-17.9045.76-53.0522.9727.8489.25-70.23BC右-32.63-67.73-20.01-43.41-122.88-36.60122.88-141.97-67.20-141.68-63.68-133.92-151.19-131.6492.29-50.75-199.20-153.03CD左-36.3655.35-22.6235.42122.88-40.96-122.88116.01-75.30116.01-71.25109.4376.9129.26-184.41119.78-203.57135.42CD中30.73-6.1511.85-3.940.00-40.960.00-12.9063.27-12.8959.96-12.1636.14-53.5440.9636.9889.60-69.18CD右-32.67-67.65-20.26-43.30-122.88-40.96122.88-141.80-67.57-141.79-63.96-133.76-151.33-136.3592.13-45.83-199.19-151.98GH左-32.63-67.73-20.01-43.4186.00-33.63-86.00-141.97-67.20-141.68-63.68-133.9245.47-121.35-131.53-54.03-199.20153.03GH中30.73-6.2311.85-4.05-14.90-33.6314.90-11.0263.27-12.7759.96-17.9021.61-49.7657.4224.5689.25-70.23GH右-36.5955.27-22.9035.31-115.80-33.63115.80105.94-71.86116.13-66.9491.14-152.7821.8482.76103.16-209.86-136.60HI左-31.94-69.79-20.61-44.15122.88-36.60-122.88-141.67-61.93-143.66-65.29-133.1180.48-130.84-180.37-49.95-163.62144.01HI中30.73-1.2911.85-4.7913.70-36.60-13.70-14.5563.27-14.7659.96-13.5249.50-49.5625.8231.3391.32-61.21HI右-36.9253.21-20.9134.57-96.74-36.6096.74112.56-66.28114.14-62.63106.06-132.0031.7364.20112.61-189.11-125.161.1.2梁端截面组合剪力设计值调整预防梁在弯曲先于弯曲破坏前发生剪切破坏，应依据强剪弱弯的原则调整框架梁端截面组合的剪力设计值V(7-6)式中：ηvblnV：梁端截面内力组合的剪力设计值；b：内力组合表相应的柱的宽度；MbVGbV(7-7)表7-8框架梁梁端剪力设计值调整计算杆件层次lMM恒载活载VηVVAB35.40-96.16-86.9027.0613.12111.111.10141.40-141.4025.40-157.90-154.9120.5013.1289.421.10153.14-153.1415.40-192.89-166.8920.5013.1289.421.10162.72-162.72BC45.40-101.47-93.1727.0613.12111.111.10150.76-150.7635.40-197.97-187.7020.5013.1289.421.10167.99-167.9915.40-214.06-203.1820.5013.1289.421.10174.42-174.42CD35.40-91.69-93.1327.0613.12111.111.10150.18-150.1825.40-192.16-187.6820.5013.1289.421.10166.80-166.8015.40-207.64-203.1720.5013.1289.421.10173.11-173.111.2框架柱的内力组合：1.2.1框架柱的内力组合框架柱的弯矩、剪力以及轴力都是沿着高度的变化线性变化的，取控制截面为各层柱的上下端截面。采用轴线处的内力值进行计算和简化。对于混凝土偏心受压构件，当轴压比小于0.15时，承载力抗震调整系数γRE=0.75；当轴压比不小于0.15时，γ对于框架柱的最不利组合为，柱端截面：①Mmax②Nmax③Nmin另外对于大偏心受压情况，可能是N较小但不是最小而M又较大时更危险各层框架柱的内力组合计算见表（表中M单位均为kN·m；N单位均为kN，受压为正）1.2.2柱端弯矩设计值的调整根据强柱弱梁的计算原则，要求同一节点处柱的抗弯能力大于梁的抗弯能力，因此，除了顶层和柱轴压比小于0.15的柱节点外，柱端组合弯矩设计值应该符合下式要求：∑M式中：∑M∑MηC柱的轴力抗压设计值为：N=所以当各层轴力设计值大于0.15×5148=772.2kN时需要调整，否则不需要。并且当∑MC>表7-10第三层框架柱内力组合计算表层次杆件截面内力荷载效应类别内力组合恒载活载左震右震①②③左震④右震3A柱上端M（kN·m）-44.45-23.28-80.8580.85-85.92-82.82-137.9230.23N（kN）549.35257.81-41.6841.681,020.15994.28607.78694.47下端M（kN·m）-12.34-12.77-34.6534.65-32.69-29.17-54.0111.05N（kN）579.65257.81-41.6841.681,056.511,035.17636.86723.55剪力V（kN）-17.21-10.9257.75-57.75-35.94-33.9431.29-81.82B柱上端M（kN·m）-0.64-0.66-141.00141.00-1.70-1.52-147.58145.71N（kN）792.39342.28-7.477.471,430.061,405.16917.22932.75下端M（kN·m）-0.64-0.66-94.0094.00-1.70-1.52-91.7096.83N（kN）822.68342.28-7.477.471,466.411,446.05946.31961.83剪力V（kN）0.39-0.40117.50-117.50-0.090.13122.39-122.02C柱上端M（kN·m）0.000.00-156.07156.070.000.00-162.31162.31N（kN）789.49340.050.89-0.891,423.451,399.06922.06920.21下端M（kN·m）0.000.00-104.05104.050.000.00-101.21101.21N（kN）819.78340.050.89-0.891,459.801,439.95951.14949.29剪力V（kN）0.000.00130.06-130.060.000.00135.26-135.26D柱上端M（kN·m）0.000.00-156.07156.070.000.00-162.31162.31N（kN）789.42339.840.000.001,423.081,391.77920.97920.97下端M（kN·m）0.000.00-104.05104.050.000.00-101.21101.21N（kN）819.71339.840.000.001,459.441,439.66950.05950.05剪力V（kN）0.000.00130.06-130.060.000.00135.26-135.26表7-11第二层框架柱内力组合计算表层次杆件截面内力荷载效应类别内力组合恒载活载左震右震①②左震右震2A柱上端M（kN·m）-47.98-24.89-85.5685.56-92.42-89.17-146.9830.97N（kN）807.41411.53-81.3081.301,545.031,493.30881.091,057.21下端M（kN·m）-15.16-15.69-70.0070.00-40.15-35.83-94.8850.71N（kN）837.71411.53-81.3081.301,581.391,534.20917.171,086.29剪力V（kN）-19.14-12.2977.78-77.78-40.17-37.8856.62-105.15B柱上端M（kN·m）-0.64-0.66-182.00182.00-1.70-1.52-190.21181.34N（kN）1,154.30537.51-19.7019.702,137.682,085.071,345.661,386.62下端M（kN·m）-0.75-0.79-134.52134.52-2.01-1.79-141.00131.80N（kN）1,184.60537.51-19.7019.702,174.032,125.971,374.741,415.70剪力V（kN）0.430.44151.25-151.251.131.01165.21-163.97C柱上端M（kN·m）0.000.00-201.44201.440.000.00-209.50209.50N（kN）1,150.98534.551.83-1.832,129.552,077.681,363.421,359.63下端M（kN·m）0.000.00-141.89141.890.000.00-154.85154.85N（kN）1,181.27534.551.83-1.832,165.902,111.581,392.501,381.71剪力V（kN）0.000.00175.16-175.160.000.00182.17-182.17D柱上端M（kN·m）0.000.00-201.44201.440.000.00-209.50209.50N（kN）1,150.64534.250.000.002,121.712,076.921,361.061,361.06下端M（kN·m）0.000.00-141.89141.890.000.00-154.85154.85N（kN）1,180.94534.250.000.002,165.062,117.831,390.141,390.14剪力V（kN）0.000.00175.16-175.160.000.00182.17-182.17层次杆件截面内力荷载效应类别内力组合恒载活载左震右震①②③左震④右震1A柱上端M（kN·m）-44.33-21.11-87.0487.04-82.75-80.54-143.2137.82N（kN）1,065.31565.25-129.10129.102,069.721,992.111,159.751,421.29下端M（kN·m）-22.16-10.56-261.10261.10-41.38-40.27-297.88245.20N（kN）1,095.60565.25-129.10129.102,106.082,033.011,181.831,457.37剪力V（kN）-14.88-7.04174.06-174.06-27.71-26.99163.36-191.70B柱上端M（kN·m）-0.62-0.64-170.11170.11-1.64-1.47-177.82176.00N（kN）1,516.38732.76-29.1429.142,845.522,765.221,777.151,837.75下端M（kN·m）-0.31-0.32-283.51283.51-0.81-0.72-295.30294.40N（kN）1,546.68732.76-29.1429.142,881.882,806.111,806.231,866.84剪力V（kN）0.200.21226.81-226.810.540.49236.18-235.58C柱上端M（kN·m）0.000.00-181.36181.360.000.00-195.90195.90N（kN）1,512.47729.032.86-2.862,835.612,756.281,804.871,791.93下端M（kN·m）0.000.00-282.55282.550.000.00-293.85293.85N（kN）1,542.76729.032.86-2.862,871.962,797.181,833.961,821.01剪力V（kN）0.000.00235.46-235.460.000.00244.88-244.88D柱上端M（kN·m）0.000.00-181.36181.360.000.00-195.90195.90N（kN）1,511.86721.650.000.002,834.352,755.091,801.141,801.14下端M（kN·m）0.000.00-282.55282.550.000.00-293.85293.85N（kN）1,542.16721.650.000.002,870.702,795.981,830.231,830.23剪力V（kN）0.000.00235.46-235.460.000.00244.87-244.87表7-12底层框架柱内力组合计算表表7-13框架柱最不利内力组合表层次杆件截面内力种类最不利内力组合①②③3A柱上端M（kN·m）-137.92-85.92-137.92N（kN）607.781,020.15607.78下端M（kN·m）-54.01-32.69-54.01N（kN）636.861,056.51636.86B柱上端M（kN·m）-147.58-1.70-147.58N（kN）917.221,430.06917.22下端M（kN·m）-91.70-1.70-91.70N（kN）946.311,466.41946.31C柱上端M（kN·m）-162.310.00162.31N（kN）922.061,423.45920.21下端M（kN·m）-101.210.00101.21N（kN）951.141,459.80949.29D柱上端M（kN·m）-162.310.00162.31N（kN）920.971,423.08920.97下端M（kN·m）-101.210.00101.21N（kN）950.051,459.44950.05续表层次杆件截面内力种类最不利内力组合①②③2A柱上端M（kN·m）-146.98-92.42-146.98N（kN）881.091,545.03881.09下端M（kN·m）-94.88-40.15-94.88N（kN）917.171,581.399