【《南京市鼓楼区某高校办公楼建筑结构设计》25000字（论文）】

目录.3柱控制截面内力组合表7-12一层柱内力组合（逆时针为负，顺时针为正。V使顺时针为正。N：拉为负，压为正）楼层柱位置内力SGkSQkSWkSEk1.3SGk+1.5SQk左风右风左风右风左风右风左震右震NmaxNmin│M│max1.3SGk+1.5SWk1.3SGk-1.5SWk1.3SGk+1.5SQk+0.6*1.5SWk1.3SGk+1.5SQk-0.6*1.5SWk1.3SGk+1.5*0.7SQk+1.5SWk1.3SGk+1.5*0.7SQk-1.5SWk1.2（SGk+0.5SQk）+1.3SEk1.2（SGk+0.5SQk）-1.3SEkMMMNNNVVV1FA柱上端M34.639.48-13.19-97.4759.2425.2364.8047.3771.1135.1974.76-63.57139.1671.11-63.57139.16N1571.61269.90-16.40-153.982447.942018.492067.692433.182462.702301.892351.091478.161798.442462.701478.161798.44V-12.08-3.319.7772.20-20.67-1.05-30.36-11.88-29.46-4.52-33.8365.77-93.79-29.4665.77-93.79下端M17.324.74-28.82-212.9929.63-20.7165.753.6955.56-15.7470.72-263.39312.5455.56-263.39312.54N1612.42269.90-16.40-153.982501.002071.552120.752486.242515.762354.942404.141517.341837.612515.761517.341837.61V-12.08-3.319.7772.20-20.67-1.05-30.36-11.88-29.46-4.52-33.8365.77-93.79-29.4665.77-93.79B柱上端M-31.11-8.23-17.88-132.08-52.79-67.26-13.62-68.88-36.70-75.90-22.26-171.18103.55-36.70-171.18-171.18N1837.51402.88-14.18-133.992993.082367.492410.032980.323005.852790.522833.061818.042096.743005.851818.041818.04V10.852.8711.9288.0518.4131.99-3.7829.147.6835.00-0.76109.83-84.767.68109.83109.83下端M-15.55-4.11-33.38-246.54-26.38-70.2929.86-56.423.66-74.6025.54-355.29311.353.66-355.29-355.29N1878.32402.88-14.18-133.993046.142420.552463.093033.373058.902843.572886.111857.222135.923058.901857.221857.22V10.852.8711.9288.0518.4131.99-3.7829.147.6835.00-0.76109.83-84.767.68109.83109.83C柱上端M28.77.64-18-133.0448.7710.3164.3132.5764.9718.3372.33-107.14169.5832.57169.58169.58N1788.56390.2912.89122.122910.562344.462305.792922.162898.962754.272715.602031.361777.352922.161777.351777.35V-10.01-2.671288.69-17.024.99-31.01-6.22-27.822.18-33.8286.43-109.57-6.22-109.57-109.57下端M14.353.82-33.6-248.3324.39-31.7569.06-5.8654.63-27.7373.07-315.45356.03-5.86356.03356.03N1829.37390.2912.89122.122963.622397.522358.852975.222952.022807.322768.652070.541816.532975.221816.531816.53V-10.01-2.671288.69-17.024.99-31.01-6.22-27.822.18-33.8286.43-109.57-6.22-109.57-109.57D柱上端M-31.57-9.36-14.06-103.89-55.08-62.13-19.95-67.74-42.43-71.96-29.78-142.8573.25-67.7473.25-142.85N1530.46260.0317.69165.852379.642016.131963.062395.562363.722289.162236.091766.541421.572395.561421.571766.54V11.013.279.973.1619.2229.16-0.5428.1310.3132.602.9093.74-67.9428.13-67.9493.74下端M-15.79-4.68-28.51-210.7-27.55-63.2922.24-53.21-1.89-68.2117.32-307.49262.24-53.21262.24-307.49N1571.27260.0317.69165.852432.702069.192016.122448.622416.782342.222289.151805.721460.752448.621460.751805.72V11.013.279.973.1619.2229.16-0.5428.1310.3132.602.9093.74-67.9428.13-67.9493.74表7-13二层柱内力组合（逆时针为负，顺时针为正。V使顺时针为正。N：拉为负，压为正）楼层柱位置内力SGkSQkSWkSEk1.3SGk+1.5SQk左风右风左风右风左风右风左震右震NmaxNmin│M│max1.3SGk+1.5SWk1.3SGk-1.5SWk1.3SGk+1.5SQk+0.6*1.5SWk1.3SGk+1.5SQk-0.6*1.5SWk1.3SGk+1.5*0.7SQk+1.5SWk1.3SGk+1.5*0.7SQk-1.5SWk1.2（SGk+0.5SQk）+1.3SEk1.2（SGk+0.5SQk）-1.3SEkMMMNNNVVV2FA柱上端M56.029.48-10.99-94.9987.0556.3489.3177.1696.9466.3099.27-40.46157.1296.94-40.46157.12N1245.88207.56-10.63-107.991930.981603.701635.591921.421940.551821.641853.531183.361407.981940.551183.361407.98V-37.58-10.306.6657.57-64.30-38.86-58.84-58.31-70.30-49.68-69.6620.03-107.20-70.3020.03-107.20下端M67.984.74-10.99-94.9995.4871.89104.8685.59105.3876.87109.84-31.25166.33105.38-31.25166.33N1277.20207.56-10.63-107.991971.701644.421676.311962.131981.271862.351894.241213.431438.051981.271213.431438.05V-37.58-10.306.6657.57-64.30-38.86-58.84-58.31-70.30-49.68-69.6620.03-107.20-70.3020.03-107.20B柱上端M-49.88-8.23-16.96-146.60-77.19-90.28-39.40-92.45-61.93-98.93-48.05-204.30100.63-61.93-204.30-204.30N1458.40309.19-9.48-96.222359.711881.701910.142351.172368.242206.352234.791448.411648.542368.241448.411448.41V32.858.6710.2888.8555.7158.1327.2964.9646.4667.2336.39136.11-60.2546.46136.11136.11下端M-58.54-4.11-16.96-146.60-82.27-101.54-50.66-97.53-67.00-105.86-54.98-210.6494.29-67.00-210.64-210.64N1489.72309.19-9.48-96.222400.421922.421950.862391.892408.952247.072275.511478.471678.612408.951478.471478.47V32.858.6710.2888.8555.7158.1327.2964.9646.4667.2336.39136.11-60.2546.46136.11136.11C柱上端M45.687.64-17.26-149.2170.8433.4985.2755.3186.3841.5293.30-107.66202.7055.31202.70202.70N1419.3299.678.6788.182294.601858.101832.092302.402286.792172.752146.741598.081414.662302.401414.661414.66V-30.08-7.9510.4690.43-51.03-23.41-54.79-41.62-60.44-31.76-63.1465.19-134.66-41.62-134.66-134.66下端M53.573.82-17.26-149.2175.3743.7595.5359.8490.9147.7699.54-101.92208.4459.84208.44208.44N1450.62299.678.6788.182335.311898.811872.802343.112327.512213.462187.451628.141444.732343.111444.731444.73V-30.08-7.9510.4690.43-51.03-23.41-54.79-41.62-60.44-31.76-63.1465.19-134.66-41.62-134.66-134.66D柱上端M-51.03-9.36-11.29-97.6-80.38-83.27-49.40-90.54-70.22-93.10-59.23-154.9948.02-90.5448.02-154.99N1212.96199.8411.44116.031876.611594.011559.691886.901866.311803.841769.521381.041139.691886.901139.691381.04V34.210.256.8459.1559.8454.7234.2065.9953.6865.4844.96105.47-25.2565.99-25.25105.47下端M-61.84-4.68-11.29-97.6-87.41-97.33-63.46-97.57-77.25-102.24-68.37-163.1239.89-97.5739.89-163.12N1244.28199.8411.44116.031917.321634.721600.401927.621907.031844.561810.241411.101169.761927.621169.761411.10V34.210.256.8459.1559.8454.7234.2065.9953.6865.4844.96105.47-25.2565.99-25.25105.47表7-14三层柱内力组合（逆时针为负，顺时针为正。V使顺时针为正。N：拉为负，压为正）楼层柱位置内力SGkSQkSWkSEk1.3SGk+1.5SQk左风右风左风右风左风右风左震右震NmaxNmin│M│max1.3SGk+1.5SWk1.3SGk-1.5SWk1.3SGk+1.5SQk+0.6*1.5SWk1.3SGk+1.5SQk-0.6*1.5SWk1.3SGk+1.5*0.7SQk+1.5SWk1.3SGk+1.5*0.7SQk-1.5SWk1.2（SGk+0.5SQk）+1.3SEk1.2（SGk+0.5SQk）-1.3SEkMMMNNNVVV3FA柱上端M54.6314.98-8.98-88.2093.4957.5584.4985.41101.5773.28100.22-32.09151.36101.57-32.09151.36N919.80145.12-6.11-66.781413.421186.581204.911407.921418.921338.951357.28883.211022.121418.92883.211022.12V-32.84-9.004.9648.73-56.19-35.25-50.13-51.73-60.66-44.70-59.5815.76-91.93-60.6615.76-91.93下端M53.7414.73-7.39-72.6191.9658.7880.9585.3198.6174.2496.41-16.85134.1898.61-16.85134.18N951.12145.12-6.11-66.781454.141227.291245.621448.641459.641379.671398.00913.281052.181459.64913.281052.18V-32.84-9.004.9648.73-56.19-35.25-50.13-51.73-60.66-44.70-59.5815.76-91.93-60.6615.76-91.93B柱上端M-48.90-12.90-13.85-136.11-82.92-84.35-42.80-95.39-70.46-97.89-56.34-194.6988.42-70.46-194.69-194.69N1079.80215.64-5.45-59.501727.201395.571411.921722.301732.111621.991638.341078.241202.001732.111078.241078.24V29.497.787.6575.2050.0149.8126.8656.8943.1257.9835.03117.14-49.0543.12117.14117.14下端M-48.41-12.77-11.40-112.05-82.09-80.03-45.83-92.35-71.83-93.44-59.24-169.1463.93-71.83-169.14-169.14N1111.12215.64-5.45-59.501767.921436.281452.631763.011772.821662.701679.051108.301232.061772.821108.301108.30V29.497.787.6575.2050.0149.8126.8656.8943.1257.9835.03117.14-49.0543.12117.14117.14C柱上端M44.7811.75-14.1-138.5475.8437.0679.3663.1588.5349.4091.70-95.45192.7163.15192.71192.71N1050.22209.134.9854.531678.981372.761357.821683.461674.501592.341577.401165.301051.881683.461051.881051.88V-27.01-7.127.7976.54-45.79-23.43-46.80-38.78-52.80-30.90-54.2753.40-115.76-38.78-115.76-115.76下端M44.3411.73-11.61-114.0475.2440.2375.0664.7985.6952.5487.37-70.40166.8064.79166.80166.80N1081.54209.134.9854.531719.701413.471398.531724.181715.221633.061618.121195.371081.951724.181081.951081.95V-27.01-7.127.7976.54-45.79-23.43-46.80-38.78-52.80-30.90-54.2753.40-115.76-38.78-115.76-115.76D柱上端M-49.75-13.94-9.23-90.61-85.59-78.52-50.83-93.89-77.28-93.16-65.47-148.6939.78-93.8939.78-148.69N895.12139.536.5871.751372.951173.531153.791378.871367.031320.031300.291000.91851.671378.87851.671000.91V29.918.545.150.0651.6946.5331.2356.2847.1055.5040.2090.18-20.4556.28-20.4590.18下端M-48.94-14.24-7.6-74.59-84.98-75.02-52.22-91.82-78.14-89.97-67.17-131.3923.76-91.8223.76-131.39N926.44139.536.5871.751413.671214.241194.501419.591407.751360.751341.011030.98881.741419.59881.741030.98V29.918.545.150.0651.6946.5331.2356.2847.1055.5040.2090.18-20.4556.28-20.4590.18表7-15四层柱内力组合（逆时针为负，顺时针为正。V使顺时针为正。N：拉为负，压为正）楼层柱位置内力SGkSQkSWkSEk1.3SGk+1.5SQk左风右风左风右风左风右风左震右震NmaxNmin│M│max1.3SGk+1.5SWk1.3SGk-1.5SWk1.3SGk+1.5SQk+0.6*1.5SWk1.3SGk+1.5SQk-0.6*1.5SWk1.3SGk+1.5*0.7SQk+1.5SWk1.3SGk+1.5*0.7SQk-1.5SWk1.2（SGk+0.5SQk）+1.3SEk1.2（SGk+0.5SQk）-1.3SEkMMMNNNVVV4FA柱上端M49.4116.12-6.45-71.3888.4154.5673.9182.6194.2271.4890.83-19.06129.4194.22-19.06129.41N593.7582.69-2.78-32.70895.91767.71776.05893.41898.41854.53862.87575.68643.70898.41575.68643.70V-31.53-9.423.2636.05-55.12-36.10-45.88-52.19-58.05-45.99-55.772.87-76.80-58.052.87-76.80下端M54.6314.98-4.30-47.5993.4964.5777.4789.6297.3680.3093.2010.14109.1397.3610.14109.13N625.0782.69-2.78-32.70936.63808.42816.76934.12939.13895.25903.59605.75673.77939.13605.75673.77V-31.53-9.423.2636.05-55.12-36.10-45.88-52.19-58.05-45.99-55.772.87-76.80-58.052.87-76.80B柱上端M-46.45-13.69-9.10-100.69-80.92-74.04-46.74-89.11-72.73-88.41-61.11-155.8853.55-72.73-155.88-155.88N701.17122.06-2.35-27.601094.61908.00915.051092.501096.731036.161043.21703.01760.421096.73703.01703.01V28.898.065.0355.6349.6545.1030.0154.1745.1253.5738.4895.05-27.8945.1295.0595.05下端M-48.90-12.90-7.49-82.89-82.92-74.81-52.34-89.66-76.18-88.35-65.88-139.3433.07-76.18-139.34-139.34N732.49122.06-2.35-27.601135.33948.71955.761133.211137.441076.881083.93733.08790.481137.44733.08733.08V28.898.065.0355.6349.6545.1030.0154.1745.1253.5738.4895.05-27.8945.1295.0595.05C柱上端M42.6412.44-9.27-102.4874.0941.5369.3465.7582.4454.5982.40-59.67153.4865.75153.48153.48N681.11118.332.1325.171062.94888.64882.251064.861061.021012.881006.49736.84684.491064.86684.49684.49V-26.49-7.335.1256.62-45.43-26.76-42.12-40.82-50.04-34.45-49.8131.81-93.32-40.82-93.32-93.32下端M44.7811.75-7.63-84.3675.8446.7769.6668.9782.7159.1182.00-39.11136.3668.97136.36136.36N712.43118.332.1325.171103.65929.35922.961105.571101.741053.601047.21766.91714.551105.57714.55714.55V-26.49-7.335.1256.62-45.43-26.76-42.12-40.82-50.04-34.45-49.8131.81-93.32-40.82-93.32-93.32D柱上端M-45.15-14.64-6.63-73.32-80.66-68.64-48.75-86.62-74.69-84.01-64.12-126.6225.88-86.6225.88-126.62N577.3179.5335.13869.75755.00746.00872.45867.05838.48829.48628.91555.84872.45555.84628.91V28.768.53.3537.0350.1442.4132.3653.1547.1251.3441.2974.59-7.2553.15-7.2574.59下端M-49.75-13.4-4.42-48.88-84.78-71.31-58.05-88.75-80.80-85.38-72.12-105.03-3.36-88.75-3.36-105.03N608.6379.5335.13910.47795.72786.72913.17907.77879.19870.19658.98585.91913.17585.91658.98V28.768.53.3537.0350.1442.4132.3653.1547.1251.3441.2974.59-7.2553.15-7.2574.59表7-16五层柱内力组合（逆时针为负，顺时针为正。V使顺时针为正。N：拉为负，压为正）楼层柱位置内力SGkSQkSWkSEk1.3SGk+1.5SQk左风右风左风右风左风右风左震右震NmaxNmin│M│max1.3SGk+1.5SWk1.3SGk-1.5SWk1.3SGk+1.5SQk+0.6*1.5SWk1.3SGk+1.5SQk-0.6*1.5SWk1.3SGk+1.5*0.7SQk+1.5SWk1.3SGk+1.5*0.7SQk-1.5SWk1.2（SGk+0.5SQk）+1.3SEk1.2（SGk+0.5SQk）-1.3SEkMMMNNNVVV5FA柱上端M89.769.80-3.60-45.09131.39111.29122.09128.15134.63121.58132.3841.23129.16134.6341.23134.63N267.4920.28-0.85-10.71378.16346.46349.01377.39378.92367.76370.31239.42260.31378.92239.42378.92V-46.22-6.971.5619.52-70.54-57.75-62.43-69.14-71.95-65.06-69.74-29.13-72.27-71.95-29.13-71.95下端M62.7813.19-1.54-19.32101.4079.3083.92100.01102.7993.1597.7743.6081.27102.7943.60102.79N298.8120.28-0.85-10.71418.87387.18389.73418.11419.64408.47411.02267.61288.50419.64267.61419.64V-46.22-6.971.5619.52-70.54-57.75-62.43-69.14-71.95-65.06-69.74-29.13-72.27-71.95-29.13-71.95B柱上端M-75.20-8.52-5.14-64.48-110.54-105.47-90.05-115.17-105.91-114.42-99.00-134.38-8.65-105.91-134.38-134.38N322.7928.44-0.70-8.72462.29418.58420.68461.66462.92448.44450.54294.81311.81462.92294.81294.81V39.106.012.4030.1359.8554.4347.2362.0157.6960.7453.5476.249.6557.6976.2476.24下端M-53.83-11.30-2.78-34.95-86.93-74.15-65.81-89.43-84.43-86.01-77.67-87.61-19.46-84.43-87.61-89.43N354.1128.44-0.70-8.72503.00459.29461.39502.37503.63489.16491.26323.00340.00503.63323.00502.37V39.106.012.4030.1359.8554.4347.2362.0157.6960.7453.5476.249.6557.6976.2462.01C柱上端M68.857.78-5.22-65.63101.1881.6897.3496.48105.8789.84105.501.48129.4696.48129.46129.46N312.1627.510.637.92447.07406.75404.86447.64446.51435.64433.75301.05285.60447.64285.60285.60V-35.76-5.482.4430.67-54.71-42.83-50.15-52.51-56.90-48.58-55.90-5.38-73.16-52.51-73.16-73.16下端M49.1510.31-2.83-35.5879.3659.6568.1476.8181.9170.4878.9714.1883.5776.8183.5783.57N343.4827.510.637.92487.79447.47445.58488.36487.22476.35474.46329.23313.79488.36313.79313.79V-35.76-5.482.4430.67-54.71-42.83-50.15-52.51-56.90-48.58-55.90-5.38-73.16-52.51-73.16-73.16D柱上端M-81.2-8.91-3.7-46.34-118.93-111.11-100.01-122.26-115.60-120.47-109.37-122.27-31.91-122.26-31.91-122.27N259.319.510.9211.51366.36338.47335.71367.18365.53358.96356.20253.37230.93367.18230.93253.37V41.896.331.620.0663.9556.8652.0665.3962.5163.5058.7068.1223.7965.3923.7968.12下端M-57.04-11.98-1.58-19.86-92.12-76.52-71.78-93.54-90.70-89.10-84.36-76.09-37.36-93.54-37.36-93.54N290.6219.510.9211.51407.07379.19376.43407.90406.24399.67396.91281.56259.12407.90259.12407.90V41.896.331.620.0663.9556.8652.0665.3962.5163.5058.7068.1223.7965.3923.7965.398截面设计8.截面设计8.1内力调整8.1.1梁端内力调整为了满足建筑物的延性设计，使结构在地震中吸收更多的能量，设计结构应使梁最终的破坏形态为弯矩破坏而非剪切破坏，故对其剪力设计值进行放大调整，简称强剪弱弯；抗规对应的公式如下所示。—梁净跨；—重力荷载代表值作用下简支梁梁端剪力设计值；—有震组合下，梁端左右弯矩设计值；—框架梁端剪力放大系数，其数值由抗震等级确定，三级、二级、一级分别对应为1.1、1.2、1.3；表8-1梁端剪力强剪弱弯调整楼层梁净跨ln(m)ƞvbMbl+Mbrg+q/2VGbV5FAB跨6.541.1163.4525.22598.98126.47BC跨2.761.159.4314.10023.3547.04CD跨6.241.1148.5824.98593.54119.734FAB跨6.541.1211.8928.370111.32146.96BC跨2.761.1121.0612.94521.4469.69CD跨6.241.1194.2728.170105.47139.723FAB跨6.541.1252.1428.370111.32153.73BC跨2.761.1194.6112.94521.4499CD跨6.241.1259.7128.170105.47151.252FAB跨6.541.1304.128.370111.32162.47BC跨2.761.1229.5212.94521.44112.92CD跨6.241.1312.5928.170105.47160.571FAB跨6.541.1341.3628.370111.32168.74BC跨2.761.1246.9912.94521.44119.88CD跨6.241.1353.6428.170105.47167.818.1.2柱端内力调整（1）柱端弯矩的调整由于柱子为框架的承重构件，基于延性设计理念，要确保柱子破坏晚于梁的破坏，简称强柱弱梁；抗规对应的公式如下所示。、分别为节点处柱端、梁端弯矩设计值之和；—柱端弯矩放大系数；其数值由抗震等级确定，四级、三级、二级、一级分别对应为1.2、1.3、1.5、1.7；表8-2柱端弯矩调整楼层柱编号5FA柱-116.381.3151.29120.52B柱123.751.3-160.88-142.04C柱-59.431.377.2678.69D柱110.711.3-143.92-116.494FA柱-185.411.3120.52147.8B柱218.521.3-142.04-193.82C柱-121.061.378.69126.5D柱179.221.3-116.49-144.683FA柱-227.381.3147.80168.24B柱298.191.3-193.82-219.23C柱-194.611.3126.50149.19D柱222.581.3-144.68-166.212FA柱-258.831.3168.24203.68B柱337.281.3-219.23-257.02C柱-229.521.3149.19181.67D柱255.71.3-166.21-204.811FA柱-276.921.3156.31312.54B柱349.441.3-197.25355.29C柱-246.991.3139.42356.03D柱278.451.3-157.18307.49柱端剪力的调整使结构在地震中吸收更多的能量且柱子破坏前产生更大的变形，设计结构应使柱最终的破坏形态为弯矩破坏而非剪切破坏，故对其剪力设计值进行放大调整，简称强剪弱弯；抗规对应的公式如下所示。—柱子净高；—柱上下端弯矩设计值；—柱端剪力增大系数，其数值由抗震等级确定，四级、三级、二级、一级分别对应为1.1、1.2、1.3、1.5；表8-3柱端剪力调整楼层柱编号V5FA柱1.2271.812.65123.08B柱1.2302.912.65137.17C柱1.2155.952.6570.62D柱1.2260.422.65117.934FA柱1.2268.322.65121.50B柱1.2335.862.65152.09C柱1.2205.192.6592.92D柱1.2261.172.65118.273FA柱1.2316.042.65143.11B柱1.2413.052.65187.04C柱1.2275.692.65124.84D柱1.2310.892.65140.782FA柱1.2371.922.65168.42B柱1.2476.252.65215.66C柱1.2330.862.65149.82D柱1.2371.022.65168.011FA柱1.2468.853.65154.14B柱1.2552.543.65181.66C柱1.2495.453.65162.89D柱1.2464.673.65152.778.2梁截面设计8.2.1梁正截面受弯计算各楼层梁配筋计算方法一样，取一层边跨梁配筋计算，进行过程展示，并用表格的形式列出其余楼层梁配筋计算。框架梁混凝土为C30，框架梁纵筋选用HRB400，箍筋选用HRB400；相应的参数：fc=14.3kN/m²、ft=1.43kN/m²、fy=360kN/m²、fyv=360kN/m²。表8-4梁构件控制截面内力楼层AB跨BC跨CD跨MlM1MrVmaxMlM2MrVmaxMlM3MrVmax5F-116.38122.30127.57132.94-49.05-11.9646.3147.04-115.5111.68110.71126.464F-185.41150.83171.17162.49-72.45-0.9970.6669.69-165.01138.04179.22155.063F-227.38150.89214.73163.99-110.00-2.24107.9399.00-210.29138.08222.58156.612F-258.83151.46236.11165.01-127.312.05125.21112.92-232.52138.65255.7160.571F-276.92152.47242.98168.74-139.71-8.09136.55119.88-239.18139.95278.45167.81（1）框架梁正截面受弯计算对于框架梁支座截面，由于弯矩为负弯矩，根据弯矩的方向可知，梁顶部受拉，底部受压，故设计时按矩形截面；对于跨中截面，如跨中截面弯矩为正弯矩，其梁底受拉，梁顶受压，设计时按T型截面设计，反之，按矩形截面设计。由规范可知T型截面受压翼缘宽度计算公式如下所示。由于，不考虑。边跨min(7500/3，300+7800-300)=2500mm中跨min(3000/3，300+7800-300)=1000mm边跨min(7200/3，300+7800-300)=2400mm（1）边跨跨中正截面设计弯矩M1=152.47kN.m，板厚h=120mm，取as=35mm，受压翼缘宽度为2500mm；0.000001×14.3×2500×120×(650-35-0.5×120)=2380.95kN.m，大于跨中截面弯矩设计值，该截面为第一类T形截面。1×14.3×2500×615×615.mm1000000×152.470.01131－(1－2×0.0113)^0.5=0.0114<0.5181×14.3×2500×615×0.0114=250643.25N250643.25/360=696.23mm²跨中最小配筋率为max（0.2，45×1.43/360）=0.2%0.01×0.2×300×650=390mm²边跨跨中梁底选配2C22(760mm²)（2）边跨左支座正截面设计弯矩M左=-276.45kN.m，取as=60mm，ho=650-60=590mm；1×14.3×300×590×590=1493349000N.mm1000000×276.92/1493349000=0.18541－(1－2×0.1854)^0.5=0.2063<0.5181×14.3×300×590×0.2063=522165.93N522165.93/360=1450.46mm²支座截面最小配筋率为max（0.25，55×1.43/360）=0.25%0.01×0.25×300×650=487.5mm²边跨左支座梁顶选配3C25(1473mm²)（3）边跨右支座正截面设计弯矩M左=242.98kN.m，取as=60mm，ho=650-60=590mm；1×14.3×300×590×590=1493349000N.mm1000000×242.98/1493349000=0.16271－(1－2×0.1627)^0.5=0.1787<0.5181×14.3×300×590×0.1787=452307.57N452307.57/360=1256.41mm²支座截面最小配筋率为max（0.25，55×1.43/360）=0.25%0.01×0.25×300×650=487.5mm²边跨左支座梁顶选配3C25(1473mm²)表8-5框架梁正截面计算楼层截面配筋配筋面积1FAB跨左-276.920.1850.2061448.4487.53C2514730.76%AB跨中152.470.0110.011671.83902C227600.39%AB跨右242.980.1630.1791258.5487.53C2514730.76%BC跨左-139.710.2140.2441134.0337.53C2514731.09%BC跨中-8.090.0110.01154.42702C227600.56%BC跨右136.550.2090.2371101.5337.53C2514731.09%CD跨左-239.180.1600.1751230.4487.53C2514730.76%CD跨中139.950.0110.011644.93902C227600.39%CD跨右278.450.1860.2081462.4487.53C2514730.76%2FAB跨左-258.830.1730.1911342.9487.53C2514730.76%AB跨中151.460.0110.011671.83902C227600.39%AB跨右236.110.1580.1731216.3487.53C2514730.76%BC跨左-127.310.1950.2191017.8337.53C2514731.09%BC跨中2.050.0010.00116.52702C227600.56%BC跨右125.210.1920.215999.2337.53C2514731.09%CD跨左-232.520.1560.1711202.3487.53C2514730.76%CD跨中138.650.0110.011644.93902C227600.39%CD跨右255.70.1710.1891328.8487.53C2514730.76%3FAB跨左-227.380.1520.1661167.1487.53C2514730.76%AB跨中150.890.0110.011671.83902C227600.39%AB跨右214.730.1440.1561096.8487.53C2514730.76%BC跨左-110.000.1690.186864.4337.53C2514731.09%BC跨中-2.240.0030.00314.82702C227600.56%BC跨右107.930.1650.181841.2337.53C2514731.09%CD跨左-210.290.1410.1531075.7487.53C2514730.76%CD跨中138.080.0110.011644.93902C227600.39%CD跨右222.580.1490.1621139.0487.53C2514730.76%4FAB跨左-185.410.1240.133935.1487.53C2514730.76%AB跨中150.830.0110.011671.83902C227600.39%AB跨右171.170.1150.123864.8487.53C2514730.76%BC跨左-72.450.1110.118548.4337.53C2514731.09%BC跨中-0.990.0010.0015.02702C227600.56%BC跨右70.660.1080.115534.5337.53C2514731.09%CD跨左-165.010.1100.117822.6487.53C2514730.76%CD跨中138.040.0110.011644.93902C227600.39%CD跨右179.220.1200.128900.0487.53C2514730.76%5FAB跨左-116.380.0780.081569.5487.53C2514730.76%AB跨中122.300.0090.009549.73902C227600.39%AB跨右127.570.0850.089625.7487.53C2514730.76%BC跨左-49.050.0750.078362.5337.53C2514731.09%BC跨中-11.960.0160.01679.12702C227600.56%BC跨右46.310.0710.074343.9337.53C2514731.09%CD跨左-115.50.0770.08562.5487.53C2514730.76%CD跨中111.680.0090.009527.73902C227600.39%CD跨右110.710.0740.077541.4487.53C2514730.76%8.2.2梁斜截面受剪计算（1）受剪截面的验算边跨梁：6540/650=10.06>2.50.001×0.2×14.3×300×615=527.67kN168.74<527.67，故满足截面要求。中跨梁：2760/450=6.13>2.50.001×0.2×14.3×300×415=356.07kN119.88<527.67，故满足截面要求。（2）斜截面受剪计算由规范可知，斜截面受剪承载力应满足如下要求;其中，；梁混凝土等级为C30，箍筋为HRB400，ft=1.43kN/m²，fyv=360kN/m²。对于边跨梁，0.001×0.6×0.7×1.43×300×615/0.85=130.37kN时，按构造配筋，反之，按计算配筋。框架抗震等级为三级，框架梁最小配箍率ρsv≥0.26ft/fyv=0.103%。加密区的长度，是由抗震等级决定，一级抗震时，其长度为max（2h，500），二三四级抗震时，长度为max（1.5h，500）。加密区长度为l。表8-6框架梁斜截面计算楼层梁Vbb×hoftfyvASV/sl加密区非加密实配ASV/s%1FAB跨168.74300×6151.433600.147920C8@100C8@2000.5020.167BC跨119.88300×4151.433600.182620C8@100C8@2000.5020.167CD跨167.81300×6151.433600.144920C8@100C8@2000.5020.1672FAB跨165.01300×6151.433600.133920C8@100C8@2000.5020.167BC跨112.92300×4151.433600.142620C8@100C8@2000.5020.167CD跨160.57300×6151.433600.116920C8@100C8@2000.5020.1673FAB跨163.99300×6151.433600.129920C8@100C8@2000.5020.167BC跨99.00300×4151.433600.063620C8@100C8@2000.5020.167CD跨156.61300×6151.433600.101920C8@100C8@2000.5020.1674FAB跨162.49300×6151.433600.123920C8@100C8@2000.5020.167BC跨69.69300×4151.43360构造620C8@100C8@2000.5020.167CD跨155.06300×6151.433600.095920C8@100C8@2000.5020.1675FAB跨132.94300×6151.433600.01920C8@100C8@2000.5020.167BC跨47.04300×4151.43360构造620C8@100C8@2000.5020.167CD跨126.46300×6151.43360构造920C8@100C8@2000.5020.1678.3柱截面设计框架柱轴压比：表8-7柱轴压比验算层号柱N（KN）fcb×hμμN5FA柱419.6414.3600×6000.0820.85B柱503.6314.3600×6000.0980.85C柱488.3614.3600×6000.0950.85D柱407.914.3600×6000.0790.854FA柱939.1314.3600×6000.1820.85B柱1137.4414.3600×6000.2210.85C柱1105.5714.3600×6000.2150.85D柱913.1714.3600×6000.1770.853FA柱1459.6414.3600×6000.2840.85B柱1772.8214.3600×6000.3440.85C柱1724.1814.3600×6000.3350.85D柱1419.5914.3600×6000.2760.852FA柱1981.2714.3600×6000.3850.85B柱2408.9514.3600×6000.4680.85C柱2343.1114.3600×6000.4550.85D柱1927.6214.3600×6000.3740.851FA柱2515.7614.3600×6000.4890.85B柱3058.914.3600×6000.5940.85C柱2975.2214.3600×6000.5780.85D柱2448.6214.3600×6000.4760.858.3.1框架柱正截面计算柱混凝土等级、纵筋、箍筋分别为C30、HRB400、HRB400。相应参数为fc=14.3kN/m²，ft=1.43kN/m²，fy=360kN/m²，fyv=360kN/m²。根据柱M-N包络图可知，对于柱截面设计要取轴力最大、轴力最小以及弯矩绝对值最大三组控制内力对其进行计算。根据受压区高度x的不同，柱截面的受力类型可以分为大偏心受压和小偏心受压。大偏心受压时：，此时受压区钢筋屈服；小偏心受压时：以三层边柱为例，对其过程进行展示，并以表格形式列出其余楼层各柱的配筋计算。表8-8三层边柱柱内力设计值内力轴力最大轴力最小弯矩绝对值最大Nt(kN)1418.92883.211022.12Mt（kN.m）101.57-147.80151.36Nb(kN)1459.64913.281052.18Mb（kN.m）98.61-168.24168.24（1）轴力最大组合98.61/101.57=0.9710.7+0.3×-1×0.971=0.7（小于0.7时，取0.7）0.001×0.5×14.3×600×600=2574kN2574/1418.92=1（大于1时，取1）max(600/30,20)=20mm1300×(101.57×1000/1418.92+20)/565=210.721+1/210.72×5.5²×1=1.140.7×1.14×101.57=81.05kN.m1000×81.05/1418.92=57mm57+20+600/2-35=342mm0.518×565=292.7mm10³×1418.92/14.3/600=165.4mm≤292.7mm，故框架柱为大偏心受压。1418.92×1000×342-14.3×600×165.4×(565-0.5×165.4)=-199176724N.mm360×(565-35)=190800N/mm-199176724/190800=-1044mm²（2）轴力最小组合147.63/168.04=0.8790.7+0.3×-1×0.879=0.7（小于0.7时，取0.7）0.001×0.5×14.3×600×600=2574kN2574/913.41=1（大于1时，取1）max(600/30,20)=20mm1300×(168.24×1000/913.28+20)/565=469.881+1/469.88×5.5²×1=1.060.7×1.06×-168.24=-124.83kN.m1000×124.83/913.28=137mm137+20+600/2-35=422mm0.518×565=292.7mm10³×913.28/14.3/600=106.4mm≤292.7mm，故框架柱为大偏心受压。913.28×1000×422-14.3×600×106.4×(565-0.5×106.4)=-81824202N.mm360×(565-35)=190800N/mm-81824202/190800=-429mm²（3）弯矩绝对值最大组合151.36/168.24=0.90.7+0.3×0.9×-1=0.7（小于0.7时，取0.7）0.001×0.5×14.3×600×600=2574kN2574/1052.18=1（大于1时，取1）max(600/30,20)=20mm1300×(168.24×1000/1052.18+20)/565=413.921+1/413.92×5.5²×1=1.070.7×1.07×168.24=126.01kN.m1000×126.01/1052.18=120mm120+20+600/2-35=405mm0.518×565=292.7mm1052.18×1000/14.3/600=122.6mm≤292.7mm，故框架柱为大偏心受压。1052.18×1000×405-14.3×600×122.6×(565-0.5×122.6)=-103713160N.mm360×(565-35)=190800N/mm-103713160/190800=-544mm²8截面设计表8-9轴力最大组合框架柱配筋计算层号柱截面内力M1/M2eaMe0e判断单边配筋ρ1FA柱顶M71.11-0.7810.71201.4672.6730315292.7287大偏压-13747204C180.850.75N2462.70A柱底M55.560.71201.5359.524309292.7293.2小偏压-1450720N2515.76B柱顶M-36.700.10.730.856201.6-42.8714299292.7350.3小偏压-17507204C180.850.75N3005.85B柱底M3.660.730.841201.885.022287292.7356.5小偏压-1977720N3058.902FA柱顶M96.94-0.920.71201.1980.7542327292.7226.2大偏压-12717204C180.850.75N1940.55A柱底M105.380.71201.1887.0444329292.7230.9大偏压-1251720N1981.27B柱顶M-61.93-0.9240.71201.28-55.4923308292.7276大偏压-14777204C180.850.75N2368.24B柱底M-67.000.71201.27-59.5625310292.7280.8大偏压-1448720N2408.953FA柱顶M101.57-0.9710.71201.1481.0557342292.7165.4大偏压-10447204C180.850.75N1418.92A柱底M98.610.71201.1579.3854339292.7170.1大偏压-1078720N1459.64B柱顶M-70.46-0.9810.71201.22-60.1735320292.7201.9大偏压-13087204C180.850.75N1732.11B柱底M-71.830.71201.22-61.3435320292.7206.6大偏压-1316720N1772.824FA柱顶M94.22-0.9680.71201.1173.2181366292.7104.7大偏压-6907204C180.850.75N898.41A柱底M97.360.71201.1175.6581366292.7109.5大偏压-711720N939.13B柱顶M-72.73-0.9550.71201.15-58.5553338292.7127.8大偏压-9377204C180.850.75N1096.73B柱底M-76.180.71201.15-61.3254339292.7132.6大偏压-953720N1137.445FA柱顶M134.63-0.7630.71201.0498.01259544292.744.2大偏压17204C180.850.75N378.92A柱底M102.790.71201.0575.55180465292.748.9大偏压-166720N419.64B柱顶M-105.91-0.7970.71201.05-77.84168453292.754大偏压-2077204C180.850.75N462.92B柱底M-84.430.71201.07-63.24126411292.758.7大偏压-329720N503.63表8-10轴力最大组合框架柱配筋计算层号柱截面内力M1/M2eaMe0e判断单边配筋ρ1FC柱顶M32.570.180.7540.881201.6340.0314299292.7340.6小偏压-17887204C180.850.75N2922.164C柱底M-5.8550.7540.865201.88-8.33288292.7346.8小偏压-1997720N2975.217D柱顶M-67.735-0.7860.71201.46-69.2329314292.7279.2大偏压-13997204C180.850.75N2395.564D柱底M-53.2060.71201.53-56.9823308292.7285.4大偏压-1467720N2448.6172FC柱顶M55.31-0.9240.71201.350.3322307292.7268.3大偏压-14947204C180.850.75N2302.398C柱底M59.8370.71201.2954.0323308292.7273.1大偏压-1479720N2343.114D柱顶M-90.54-0.9280.71201.19-75.4240325292.7219.9大偏压-12867204C180.850.75N1886.904D柱底M-97.5730.71201.19-81.2842327292.7224.7大偏压-1270720N1927.623FC柱顶M63.149-0.9750.71201.2354.3732317292.7196.2大偏压-13227204C180.850.75N1683.463C柱底M64.7880.71201.2355.7832317292.7201大偏压-1334720N1724.179D柱顶M-93.892-0.9780.71201.15-75.5855340292.7160.7大偏压-10457204C180.850.75N1378.873D柱底M-91.8220.71201.16-74.5653338292.7165.5大偏压-1074720N1419.5894FC柱顶M65.749-0.9530.71201.1653.3950335292.7124.1大偏压-9377204C180.850.75N1064.855C柱底M68.9720.71201.1656.0151336292.7128.9大偏压-954720N1105.571D柱顶M-86.622-0.9760.71201.11-67.3177362292.7101.7大偏压-6967204C180.850.75N872.453D柱底M-88.7530.71201.11-68.9676361292.7106.4大偏压-72