【某校教學樓建筑結構計算與設計淺析22000字（論文）】

第5章內力組合5.1豎向荷載彎矩調幅由于梁端形成鉸之后，梁端仍具有一定的承載力，考慮到塑性內力重分布，可將梁端彎矩適當減小，而增大梁跨中彎矩；具體公式如下所示。取0.85調幅后梁端彎矩調幅后跨中彎矩當>0，取當<0，取其中5.1.1恒載作用下的梁端彎矩調幅表5.1恒載下邊框架梁端彎矩調幅層數(shù)qlM2調幅前kN.m調幅后kN.mkN/mmkN.m5F21.817.20141.33-79.72-91.2555.84-67.76-77.5670.664F25.047.20162.26-104.83-106.5256.58-89.10-90.5481.133F25.047.20162.26-103.02-106.2157.64-87.57-90.2781.132F25.047.20162.26-103.41-106.3257.39-87.90-90.3781.131F25.047.20162.26-98.25-104.4260.92-83.52-88.7681.13表5.2恒載下中框架梁端彎矩調幅層數(shù)qlM2調幅前kN.m調幅后kN.mkN/mmkN.m5F13.392.409.64-33.89-33.89-24.25-28.80-28.80-19.174F11.142.408.02-19.29-19.29-11.27-16.40-16.40-8.383F11.142.408.02-20.24-20.24-12.22-17.21-17.21-9.182F11.142.408.02-19.91-19.91-11.89-16.93-16.93-8.901F11.142.408.02-27.02-27.02-19.00-22.96-22.96-14.955.1.2活載作用下的梁端彎矩調幅表5.3活載下邊框架梁端彎矩調幅層數(shù)qlM2調幅前kN.m調幅后kN.mkN/mmkN.m5F1.57.209.72-6.91-6.752.89-5.87-5.744.864F7.57.2048.60-30.12-31.5717.76-25.60-26.8324.303F7.57.2048.60-30.82-31.8917.25-26.20-27.1124.302F7.57.2048.60-30.94-31.9217.17-26.30-27.1424.301F7.57.2048.60-29.38-31.3818.22-24.98-26.6824.30表5.4活載下中框架梁端彎矩調幅層數(shù)qlM2調幅前kN.m調幅后kN.mkN/mmkN.m5F0.752.400.54-0.81-0.81-0.27-0.69-0.69-0.154F5.252.403.78-7.84-7.84-4.06-6.67-6.67-2.883F5.252.403.78-6.87-6.87-3.09-5.84-5.84-2.062F5.252.403.78-6.77-6.77-2.99-5.76-5.76-1.971F5.252.403.78-8.85-8.85-5.07-7.52-7.52-3.745.2梁控制截面的內力組合上述分別求出豎向荷載和水平荷載作用下框架的內力（彎矩、剪力、軸力），將其內力按荷載規(guī)范的要求進行組合計算，求出截面的控制內力。恒載、活載、風載、地震荷載作用下的內力編號分別為①、②、③、④。1.有震組合（1）1.2×（①+0.5×②）+1.3×④2.無震組合（1）1.3×①+1.5×②（2）1.3×①±1.5×③（3）1.3×①+1.5×②±0.6×1.5×③（4）1.3×①+0.7×1.5×②±1.5×③表5.5一層梁的內力組合（逆時針為負，順時針為正。V使順時針為正）樓層跨徑內力SGk①SQk②SWk③SEk④1.3①+1.5②左風右風左風右風左風右風左震右震MmaxMmin│V│max1.3①+1.5③1.3①-1.5③1.3①+1.5②+0.6×1.5③1.3①+1.5②-0.6×1.5③1.3①+1.5×0.7②+1.5③1.3①+1.5×0.7②-1.5③1.2（①+0.5②）+1.3④1.2（①+0.5②）-1.3④1F邊梁M左-83.52-24.9830.60759.59-146.03-62.67-154.47-118.49-173.57-88.90-180.70654.20-827.00654.20-827.00-V左89.2826.72-6.75-167.70156.15105.94126.19150.07162.22134.00154.25-80.61290.00--290.00M右-88.76-26.68-17.98-447.88-155.40-142.36-88.42-171.58-139.22-170.37-116.43-528.57344.80344.80-528.57-V右-91.00-27.28-6.75-167.70-159.22-128.43-108.18-165.29-153.14-157.07-136.82-292.0478.58--292.04M中81.1324.306.31155.86141.92114.9396.00147.60136.24140.45121.52235.91-68.01235.91-68.01-中梁M左-22.96-7.5253.931343.64-41.1351.04-110.757.41-89.6743.15-118.641286.00-1334.101286.00-1334.10-V左13.376.30-44.94-1119.7026.83-50.0384.79-13.6267.28-43.4191.41-1220.421254.12--1254.12M右-22.96-7.52-53.93-1343.64-41.13-110.7551.04-89.677.41-118.6443.15-1334.101286.001286.00-1334.10-V右-13.37-6.30-44.94-1119.70-26.83-84.7950.03-67.2813.62-91.4143.41-1254.121220.42--1254.12M中-14.95-3.740.000.00-25.05-19.43-19.43-25.05-25.05-23.36-23.36-15.14-15.14-15.14-25.05-表5.6二層梁的內力組合（逆時針為負，順時針為正。V使順時針為正）樓層跨徑內力SGk①SQk②SWk③SEk④1.3①+1.5②左風右風左風右風左風右風左震右震MmaxMmin│V│max1.3①+1.5③1.3①-1.5③1.3①+1.5②+0.6×1.5③1.3①+1.5②-0.6×1.5③1.3①+1.5×0.7②+1.5③1.3①+1.5×0.7②-1.5③1.2（①+0.5②）+1.3④1.2（①+0.5②）-1.3④2F邊梁M左-87.90-26.3020.98609.64-153.71-82.80-145.74-134.83-172.59-110.41-173.35503.46-685.34503.46-685.34-V左89.7426.86-5.04-146.42156.96109.10124.22152.42161.49137.31152.43-56.56267.03--267.03M右-90.37-27.14-15.33-444.59-158.18-140.47-94.48-171.98-144.38-168.97-122.98-527.02339.93339.93-527.02-V右-90.54-27.14-5.04-146.42-158.41-125.26-110.14-162.94-153.87-153.76-138.64-267.9855.60--267.98M中81.1324.302.8382.53141.92109.71101.23144.46139.38135.22126.75164.413.49164.413.49-中梁M左-16.93-5.7646.001333.77-30.6446.99-91.0110.76-72.0440.95-97.051282.60-1318.251282.60-1318.25-V左13.376.30-38.33-1111.4826.83-40.1174.88-7.6761.33-33.5081.49-1211.341245.04--1245.04M右-16.93-5.76-46.00-1333.77-30.64-91.0146.99-72.0410.76-97.0540.95-1318.251282.601282.60-1318.25-V右-13.37-6.30-38.33-1111.48-26.83-74.8840.11-61.337.67-81.4933.50-1245.041211.34--1245.04M中-8.90-1.970.000.00-14.53-11.57-11.57-14.53-14.53-13.65-13.65-8.90-8.90-8.90-14.53-表5.7三層梁的內力組合（逆時針為負，順時針為正。V使順時針為正）樓層跨徑內力SGk①SQk②SWk③SEk④1.3①+1.5②左風右風左風右風左風右風左震右震MmaxMmin│V│max1.3①+1.5③1.3①-1.5③1.3①+1.5②+0.6×1.5③1.3①+1.5②-0.6×1.5③1.3①+1.5×0.7②+1.5③1.3①+1.5×0.7②-1.5③1.2（①+0.5②）+1.3④1.2（①+0.5②）-1.3④3F邊梁M左-87.57-26.2015.30497.77-153.13-90.89-136.79-139.36-166.90-118.40-164.30394.73-575.93394.73-575.93-V左89.7026.85-3.63-118.44156.89111.17122.06153.62160.15139.36150.25-25.69236.06--236.06M右-90.27-27.11-10.82-355.03-158.02-133.59-101.13-167.76-148.28-162.05-129.59-439.60252.71252.71-439.60-V右-90.58-27.15-3.63-118.44-158.48-123.20-112.31-161.74-155.21-151.71-140.82-237.1124.64--237.11M中81.1324.302.2471.37141.92108.83102.11143.93139.90134.34127.62153.5414.37153.5414.37-中梁M左-17.21-5.8432.461065.08-31.1326.32-71.06-1.91-60.3420.19-77.191020.34-1056.571020.34-1056.57-V左13.376.30-27.05-887.5726.83-23.1957.962.4951.18-16.5864.57-963.91997.62--997.62M右-17.21-5.84-32.46-1065.08-31.13-71.0626.32-60.34-1.91-77.1920.19-1056.571020.341020.34-1056.57-V右-13.37-6.30-27.05-887.57-26.83-57.9623.19-51.18-2.49-64.5716.58-997.62963.91--997.62M中-9.18-2.060.000.00-15.03-11.94-11.94-15.03-15.03-14.10-14.10-9.19-9.19-9.19-15.03-表5.8四層梁的內力組合（逆時針為負，順時針為正。V使順時針為正）樓層跨徑內力SGk①SQk②SWk③SEk④1.3①+1.5②左風右風左風右風左風右風左震右震MmaxMmin│V│max1.3①+1.5③1.3①-1.5③1.3①+1.5②+0.6×1.5③1.3①+1.5②-0.6×1.5③1.3①+1.5×0.7②+1.5③1.3①+1.5×0.7②-1.5③1.2（①+0.5②）+1.3④1.2（①+0.5②）-1.3④4F邊梁M左-89.10-25.609.50346.42-154.24-101.58-130.08-145.69-162.79-128.47-156.97246.05-429.47246.05-429.47-V左89.9026.80-2.16-79.24157.07113.63120.11155.12159.01141.77148.2517.81192.93--192.93M右-90.54-26.83-6.07-224.13-157.96-126.81-108.60-163.42-152.49-154.99-136.78-312.09124.96124.96-312.09-V右-90.38-27.20-2.16-79.24-158.30-120.73-114.25-160.24-156.35-149.29-142.81-193.62-18.50--193.62M中81.1324.301.7261.15141.92108.04102.90143.46140.37133.56128.41143.5724.34143.5724.34-中梁M左-16.40-6.6718.20672.39-31.325.98-48.62-14.94-47.70-1.02-55.62637.82-673.34637.82-673.34-V左13.376.30-15.17-560.3326.83-5.3740.1413.1840.481.2446.75-602.31636.02--636.02M右-16.40-6.67-18.20-672.39-31.32-48.625.98-47.70-14.94-55.62-1.02-673.34637.82637.82-673.34-V右-13.37-6.30-15.17-560.33-26.83-40.145.37-40.48-13.18-46.75-1.24-636.02602.31--636.02M中-8.38-2.880.000.00-15.21-10.89-10.89-15.21-15.21-13.92-13.92-8.84-8.84-8.84-15.21-表5.9五層梁的內力組合（逆時針為負，順時針為正。V使順時針為正）樓層跨徑內力SGk①SQk②SWk③SEk④1.3①+1.5②左風右風左風右風左風右風左震右震MmaxMmin│V│max1.3①+1.5③1.3①-1.5③1.3①+1.5②+0.6×1.5③1.3①+1.5②-0.6×1.5③1.3①+1.5×0.7②+1.5③1.3①+1.5×0.7②-1.5③1.2（①+0.5②）+1.3④1.2（①+0.5②）-1.3④5F邊梁M左-67.76-5.874.24176.61-96.89-81.73-94.45-93.08-100.71-87.89-100.61108.57-235.82108.57-235.82-V左76.925.42-0.91-38.00108.1398.63101.36107.31108.95104.32107.0539.23123.21--123.21M右-77.56-5.74-2.33-97.02-109.44-104.32-97.33-111.53-107.34-110.35-103.36-166.9822.2122.21-166.98-V右-80.12-5.38-0.91-38.00-112.22-105.52-102.79-113.04-111.40-111.17-108.44-126.46-42.48--126.46M中70.664.860.9639.8099.1593.3090.43100.0198.2998.4095.53104.5926.98104.5926.98-中梁M左-28.80-0.697.00291.07-38.48-26.95-47.95-32.18-44.78-27.67-48.67257.56-310.03257.56-310.03-V左16.070.90-5.83-242.5622.2412.1529.6416.9927.4913.0930.58-251.18284.88--284.88M右-28.80-0.69-7.00-291.07-38.48-47.95-26.95-44.78-32.18-48.67-27.67-310.03257.56257.56-310.03-V右-16.07-0.90-5.83-242.56-22.24-29.64-12.15-27.49-16.99-30.58-13.09-284.88251.18--284.88M中-19.17-0.150.000.00-25.14-24.92-24.92-25.14-25.14-25.07-25.07-17.32-17.32-17.32-25.14-5.3柱控制截面的內力組合表5.10一層柱內力組合（逆時針為負，順時針為正。V使順時針為正。N：拉為負，壓為正）樓層柱位置內力SGk①SQk②SWk③SEk④1.3①+1.5②左風右風左風右風左風右風左震右震NmaxNmin│M│max1.3①+1.5③1.3①-1.5③1.3①+1.5②+0.6×1.5③1.3①+1.5②-0.6×1.5③1.3①+1.5×0.7②+1.5③1.3①+1.5×0.7②-1.5③1.2（①+0.5②）+1.3④1.2（①+0.5②）-1.3④MMMNNNVVV1F邊柱上端M32.749.79-15.79-353.8057.2418.8866.2543.0371.4529.1576.52-331.82404.0871.45-331.82404.08N1489.43266.00-18.49-549.802335.251908.521963.992318.612351.892187.822243.29985.742129.322351.89985.742129.32V-8.77-2.6211.78264.03-15.336.27-29.07-4.73-25.933.52-31.82281.47-302.03-25.93281.47-302.03下端M24.557.34-75.27-1687.1642.93-80.98144.83-24.81110.68-73.28152.53-1727.541781.74110.68-1727.541781.74N1582.67266.00-18.49-549.802456.472029.742085.212439.822473.112309.032364.501075.252218.832473.111075.252218.83V-8.77-2.6211.78264.03-15.336.27-29.07-4.73-25.933.52-31.82281.47-302.03-25.93281.47-302.03中柱上端M-27.24-7.94-35.79-802.15-47.32-89.1018.27-79.53-15.11-97.449.93-864.20804.27804.27-864.20-864.20N1672.73387.54-112.83-3371.842755.862005.302343.792654.322857.412412.222750.71-1714.875298.565298.56-1714.87-1714.87V7.302.1318.26409.2612.6936.88-17.9029.12-3.7539.12-15.66460.76-443.70-443.70460.76460.76下端M-20.43-5.95-99.71-2234.57-35.49-176.12122.99-125.2354.24-182.37116.74-2346.422301.472301.47-2346.42-2346.42N1765.97387.54-112.83-3371.842877.082126.522465.012775.532978.622533.442871.93-1625.365388.075388.07-1625.36-1625.36V7.302.1318.26409.2612.6936.88-17.9029.12-3.7539.12-15.66460.76-443.70-443.70460.76460.76表5.11二層柱內力組合（逆時針為負，順時針為正。V使順時針為正。N：拉為負，壓為正）樓層柱位置內力SGk①SQk②SWk③SEk④1.3①+1.5②左風右風左風右風左風右風左震右震NmaxNmin│M│max1.3①+1.5③1.3①-1.5③1.3①+1.5②+0.6×1.5③1.3①+1.5②-0.6×1.5③1.3①+1.5×0.7②+1.5③1.3①+1.5×0.7②-1.5③1.2（①+0.5②）+1.3④1.2（①+0.5②）-1.3④MMMNNNVVV2F邊柱上端M52.9515.84-12.06-330.4592.5850.7486.9281.73103.4467.37103.55-285.24402.10103.44-285.24402.10N1175.79202.76-11.74-382.101832.671510.921546.141822.111843.241723.821759.04828.701623.471843.24828.701623.47V-27.55-8.246.25171.22-48.18-26.44-45.19-42.55-53.80-35.09-53.84156.89-221.50-53.80156.89-221.50下端M65.5119.59-14.81-405.79114.5562.94107.37101.22127.8883.52127.95-349.73494.31127.88-349.73494.31N1247.39202.76-11.74-382.101925.751604.001639.221915.191936.321816.901852.12897.441692.211936.32897.441692.21V-27.55-8.246.25171.22-48.18-26.44-45.19-42.55-53.80-35.09-53.84156.89-221.50-53.80156.89-221.50中柱上端M-43.69-12.72-36.12-989.37-75.88-110.98-2.62-108.39-43.37-124.34-15.98-1077.00980.89980.89-1077.00-1077.00N1317.89294.78-74.64-2419.842155.421601.301825.222088.242222.601910.812134.73-1109.973923.303923.30-1109.97-1109.97V21.836.3516.80460.1737.9053.583.1853.0222.7860.259.85533.99-482.98-482.98533.99533.99下端M-50.16-14.60-36.12-989.37-87.11-119.39-11.03-119.62-54.60-134.72-26.36-1084.11973.78973.78-1084.11-1084.11N1389.49294.78-74.64-2419.842248.501694.381918.302181.322315.682003.892227.81-1041.233992.043992.04-1041.23-1041.23V21.836.3516.80460.1737.9053.583.1853.0222.7860.259.85533.99-482.98-482.98533.99533.99表5.12三層柱內力組合（逆時針為負，順時針為正。V使順時針為正。N：拉為負，壓為正）樓層柱位置內力SGk①SQk②SWk③SEk④1.3①+1.5②左風右風左風右風左風右風左震右震NmaxNmin│M│max1.3①+1.5③1.3①-1.5③1.3①+1.5②+0.6×1.5③1.3①+1.5②-0.6×1.5③1.3①+1.5×0.7②+1.5③1.3①+1.5×0.7②-1.5③1.2（①+0.5②）+1.3④1.2（①+0.5②）-1.3④MMMNNNVVV3F邊柱上端M51.5115.41-10.86-339.6390.0750.6783.2580.3099.8566.8599.43-296.37410.0699.85-296.37410.06N861.69139.39-6.70-235.681329.281110.151130.251323.251335.311256.511276.61649.021139.241335.31649.021139.24V-23.71-7.094.60143.91-41.46-23.92-37.72-37.32-45.60-31.37-45.17131.22-186.82-45.60131.22-186.82下端M50.4615.09-8.92-279.1988.2452.2278.9880.2196.2668.0794.83-234.67346.0496.26-234.67346.04N933.29139.39-6.70-235.681422.361203.231223.331416.331428.391349.591369.69717.761207.971428.39717.761207.97V-23.71-7.094.60143.91-41.46-23.92-37.72-37.32-45.60-31.37-45.17131.22-186.82-45.60131.22-186.82中柱上端M-42.96-12.51-27.93-874.08-74.61-97.74-13.95-99.75-49.48-110.88-27.09-956.29861.80861.80-956.29-956.29N963.51202.15-41.35-1454.781555.791190.541314.591518.571593.001402.791526.84-490.972534.972534.97-490.97-490.97V19.925.8012.36386.7634.6044.447.3645.7223.4750.5313.45450.65-404.09-404.09450.65450.65下端M-42.71-12.44-25.21-788.99-74.18-93.33-17.70-96.87-51.49-106.40-30.77-867.52773.58773.58-867.52-867.52N1035.11202.15-41.35-1454.781648.871283.621407.671611.651686.081495.871619.92-422.232603.712603.71-422.23-422.23V19.925.8012.36386.7634.6044.447.3645.7223.4750.5313.45450.65-404.09-404.09450.65450.65表5.13四層柱內力組合（逆時針為負，順時針為正。V使順時針為正。N：拉為負，壓為正）樓層柱位置內力SGk①SQk②SWk③SEk④1.3①+1.5②左風右風左風右風左風右風左震右震NmaxNmin│M│max1.3①+1.5③1.3①-1.5③1.3①+1.5②+0.6×1.5③1.3①+1.5②-0.6×1.5③1.3①+1.5×0.7②+1.5③1.3①+1.5×0.7②-1.5③1.2（①+0.5②）+1.3④1.2（①+0.5②）-1.3④MMMNNNVVV4F邊柱上端M46.6317.29-8.20-292.2086.5648.3272.9279.1893.9466.4891.08-235.15334.6493.94-235.15334.64N547.6376.03-3.07-117.24825.97707.31716.52823.20828.73787.15796.36412.77641.39828.73412.77641.39V-22.82-7.602.94104.73-41.07-25.26-34.08-38.42-43.71-33.24-42.0688.57-142.88-43.7188.57-142.88下端M51.5115.41-4.44-158.1490.0760.3073.6286.0894.0776.4889.80-100.89207.4894.07-100.89207.48N619.2376.03-3.07-117.24919.05800.39809.60916.28921.81880.23889.44477.21705.83921.81477.21705.83V-22.82-7.602.94104.73-41.07-25.26-34.08-38.42-43.71-33.24-42.0688.57-142.88-43.7188.57-142.88中柱上端M-42.10-13.39-18.67-664.25-74.82-82.74-26.73-91.62-58.01-96.80-40.79-737.67643.97643.97-737.67-737.67N609.09109.51-17.93-685.65956.08764.92818.71939.94972.22879.91933.70-75.791350.371350.37-75.79-75.79V19.796.037.91281.4634.7737.5913.8641.8927.6543.9220.19334.27-287.75-287.75334.27334.27下端M-43.00-12.52-15.35-546.03-74.69-78.93-32.88-88.51-60.88-92.08-46.03-615.17520.58520.58-615.17-615.17N680.69109.51-17.93-685.651049.16858.00911.791033.021065.30972.991026.78-7.051419.101419.10-7.05-7.05V19.796.037.91281.4634.7737.5913.8641.8927.6543.9220.19334.27-287.75-287.75334.27334.27表5.14五層柱內力組合（逆時針為負，順時針為正。V使順時針為正。N：拉為負，壓為正）樓層柱位置內力SGk①SQk②SWk③SEk④1.3①+1.5②左風右風左風右風左風右風左震右震NmaxNmin│M│max1.3①+1.5③1.3①-1.5③1.3①+1.5②+0.6×1.5③1.3①+1.5②-0.6×1.5③1.3①+1.5×0.7②+1.5③1.3①+1.5×0.7②-1.5③1.2（①+0.5②）+1.3④1.2（①+0.5②）-1.3④MMMNNNVVV5F邊柱上端M79.726.91-4.24-176.61113.9997.27109.99110.18117.81104.53117.25-97.34247.05117.81-97.34247.05N233.3712.72-0.91-38.00322.46302.02304.75321.64323.28315.37318.10178.71252.81323.28178.71252.81V-32.07-4.591.2953.68-48.58-39.76-43.63-47.42-49.74-44.58-48.4524.26-94.37-49.7424.26-94.37下端M58.2012.82-1.30-54.2294.8973.7077.6093.7296.0687.1791.075.28111.0196.065.28111.01N304.9712.72-0.91-38.00415.54395.10397.83414.72416.36408.45411.18243.15317.25416.36243.15317.25V-32.07-4.591.2953.68-48.58-39.76-43.63-47.42-49.74-44.58-48.4524.26-94.37-49.7424.26-94.37中柱上端M-57.36-5.94-9.33-388.09-83.48-88.56-60.57-91.88-75.08-94.80-66.81-432.69324.09324.09-432.69-432.69N254.8716.82-4.92-204.56356.56323.95338.71352.13360.99341.61356.3737.51436.40436.4037.5137.51V23.833.793.47144.2736.6636.1825.7739.7933.5440.1629.75185.66-133.18-133.18185.66185.66下端M-45.13-10.35-5.59-232.27-74.19-67.05-50.28-79.22-69.16-77.92-61.15-271.73181.19181.19-271.73-271.73N326.4716.82-4.92-204.56449.64417.03431.79445.21454.07434.69449.45101.95500.84500.84101.95101.95V23.833.793.47144.2736.6636.1825.7739.7933.5440.1629.75185.66-133.18-133.18185.66185.66第6章截面設計6.1內力調整6.1.1梁端內力調整框架結構抗震設計要滿足強剪弱彎的原則，即彎曲破壞要先于剪切破壞，因此，規(guī)范要求對地震作用下剪力設計值進行放大調整，公式如下?！蚣芰簝艨?，即梁兩端柱邊的距離；—地震組合作用下，梁左右兩端同向彎矩設計值；—由《抗規(guī)》可知：抗震等級為一級時，；抗震等級為二級時，；抗震等級為三級時，；表6.1邊跨梁端剪力調整層號?vbg+q/2ln(m)VGbMbl+MbrV5F1.2022.565.8078.51275.55135.524F1.2028.795.80100.19558.14215.673F1.2028.795.80100.19834.33272.812F1.2028.795.80100.191030.48313.391F1.2028.795.80100.191182.77344.90表6.2中跨梁端剪力調整層號?vbg+q/2ln(m)VGbMbl+MbrV5F1.2013.772.2018.18567.59327.774F1.2013.772.2018.181311.16733.353F1.2013.772.2018.182076.911151.032F1.2013.772.2018.182600.851436.821F1.2013.772.2018.182620.101447.326.1.2柱端內力調整框架結構是由鋼筋混凝土柱承重的結構形式，故柱構件的安全性尤為重要；為了保證結構在地震作用中具有足夠的延性，消耗更多地震能量，盡可能避免結構發(fā)生倒塌，框架結構在抗震設計中，對框架柱要進行“強剪弱彎”、“強柱弱梁”的調整；使得結構在地震中梁先于柱破壞，利用梁的彎曲變形消耗地震的能量，故對柱端彎矩進行放大調整；同樣對于鋼筋混凝土柱，應使其在地震中發(fā)生彎曲破壞先于剪切破壞，這樣才能達到延性設計的目的，故對框架柱端剪力進行放大調整。（1）強柱弱梁調整、分別為節(jié)點處柱端、梁端同向彎矩設計值之和；—由《抗規(guī)》可知：抗震等級為一級時，；抗震等級為二級時，；抗震等級為二級時，；抗震等級為四級時，；表6.3柱端彎矩調整樓層柱編號5F邊柱1.50235.82-322.10-353.73中柱1.50424.54-712.43-636.814F邊柱1.50429.47-431.94-322.10中柱1.50949.91-1094.96-712.433F邊柱1.50575.93-514.00-431.94中柱1.501459.94-1357.21-1094.962F邊柱1.50685.34-701.70-514.00中柱1.501809.62-1539.64-1357.211F邊柱1.50827.00-1781.74-538.80中柱1.501814.57-2346.42-1182.22（2）柱強剪弱彎調整—柱子的凈高度；—有震組合下，強柱弱梁調整后柱上下端彎矩設計值；—由《抗規(guī)》可知：抗震等級為一級時，；抗震等級為二級時，；抗震等級為三級時，；抗震等級為四級時，；表6.4柱端剪力調整樓層柱編號（m）（kN.m）V（kN）5F邊柱3.551.30675.84247.49中柱3.551.301349.25494.094F邊柱3.551.30754.05276.13中柱3.551.301807.39661.863F邊柱3.551.30945.95346.40中柱3.551.302452.17897.982F邊柱3.551.301215.71445.19中柱3.551.302896.851060.821F邊柱4.851.302320.54622.00中柱4.851.303528.64945.826.2框架梁截面設計6.2.1框架梁正截面受彎設計通過對各荷載作用下框架內力進行內力組合及調整，可得各層框架梁的控制內力如下表所示，選取首層邊跨梁進行正截面計算過程展示，其余框架梁設計以表格形式呈現(xiàn)。表6.5梁構件控制截面內力樓層邊跨中跨Vmax(kN)Ml(kN.m)Mr(kN.m)M中(kN.m)Vmax(kN)Ml(kN.m)M中(kN.m)5F135.52-235.82-166.98104.59327.77-310.03-25.144F215.67-429.47-312.09143.57733.35-673.34-15.213F272.81-575.93-439.60153.541151.03-1056.57-15.032F313.39-685.34-527.02164.411436.82-1318.25-14.531F344.90-827.00-528.57235.911447.32-1334.10-25.05框架梁的材料級別：1、框架梁橫向箍筋選用HPB300，fyv=270kN/m2；2、框架梁縱筋選用HRB400，fy=360kN/m2，ξb=0.518；3、框架梁混凝土等級為C30，ft=1.43kN/m2，fc=14.3kN/m2；（1）框架梁受壓翼緣寬度的計算邊跨框架梁跨中為正彎矩，其截面受壓區(qū)位于梁頂面，由于頂面有混凝土樓板，故為T型截面；框架梁支座為負彎矩，梁底面受壓，故為矩形截面。T型截面受壓翼緣寬度計算公式如下所示。120/715=0.168≧0.1不考慮。邊框架梁min(2400，6600)=2400mm中框架梁min(800，6600)=800mm（2）邊跨跨中正截面設計T型截面的界限彎矩由于跨中彎矩較小，假定跨中截面梁底為單排鋼筋，取as=35mm，有效高度ho=750-35=715mm，板厚為120m，受壓翼緣寬度為2400mm；故1×14.3×2400×120×655/1000000=2697.55kN.m跨中彎矩設計值M1=235.91kN.m小于M，故為第一類T型截面。235.91×1000000/(1×14.3×2400×715×715)=0.01341－(1－2×0.0134)^0.5=0.0135<0.518（1+(1－2×0.0134)^0.5）×0.5=0.9933235.91×1000000/(360×715×0.9933)=923mm2框架梁抗震等級為二級，由規(guī)范可知，其跨中截面梁縱向受拉鋼筋最小配筋率為max（0.25，55×1.43/360）=0.25%框架梁跨中最小配筋面積為300×750×0.25/100=562.5mm2根據(jù)梁縱向計算鋼筋面積As以及最小配筋面積進行配筋，邊跨梁跨中梁底面縱向鋼筋選取6C16，實際配筋面積為1206mm2。（2）邊跨左支座正截面設計彎矩設計值為-827kN.m，由于支座彎矩較大，假定支座負筋為雙排鋼筋，取as=60mm，ho=750-60=690mm；827×1000000/(1×14.3×300×690×690)=0.40491－(1－2×0.4049)^0.5=0.518<0.518（1+(1－2×0.4049)^0.5）×0.5=0.7181827×1000000/(360×690×0.7181)=3407mm2框架梁抗震等級為二級，由規(guī)范可知，其支座截面梁縱向受拉鋼筋最小配筋率為max（0.3，65×1.43/360）=0.3%框架梁支座最小配筋面積為300×750×0.3/100=675mm2根據(jù)梁縱向計算鋼筋面積As以及最小配筋面積進行配筋，邊跨梁左支座梁頂面縱向鋼筋選取8C25，實際配筋面積為3927mm2。（3）邊跨右支座正截面設計彎矩設計值為-528.57kN.m，由于支座彎矩較大，假定支座負筋為雙排鋼筋，取as=60mm，ho=750-60=690mm；528.57×1000000/(1×14.3×300×690×690)=0.25881－(1－2×0.2588)^0.5=0.3054<0.518（1+(1－2×0.2588)^0.5）×0.5=0.8473528.57×1000000/(360×690×0.8473)=2511mm2框架梁抗震等級為二級，由規(guī)范可知，其支座截面梁縱向受拉鋼筋最小配筋率為max（0.3，65×1.43/360）=0.3%框架梁支座最小配筋面積為300×750×0.3/100=675mm2根據(jù)梁縱向計算鋼筋面積As以及最小配筋面積進行配筋，邊跨梁右支座梁頂面縱向鋼筋選取8C25，實際配筋面積為3927mm2。表6.6框架梁正截面計算樓層截面配筋實配面積1F邊跨左300-8270.40490.51800.718134078C2539271.75%邊跨中2400235.910.01340.01350.99339236C1612060.54%邊跨右300-528.570.25880.30540.847325118C2539271.75%中跨左300-1334.10.46500.51800.632334078C2539271.75%中跨中300-25.050.01140.01150.9943986C1612060.54%2F邊跨左300-685.340.33550.42640.786835068C2539271.75%邊跨中2400164.410.00940.00940.99536416C1612060.54%邊跨右300-527.020.25800.30430.847925028C2539271.75%中跨左300-1318.250.42100.51800.698734078C2539271.75%中跨中300-14.530.00660.00660.9967566C1612060.54%3F邊跨左300-575.930.28200.33970.830227938C2539271.75%邊跨中2400153.540.00880.00880.99566006C1612060.54%邊跨右300-439.60.21520.24530.877420178C2539271.75%中跨左300-1056.570.40300.51800.720234078C2539271.75%中跨中300-15.030.00690.00690.9965596C1612060.54%4F邊跨左300-429.470.21030.23880.880619648C2539271.75%邊跨中2400143.570.00820.00820.99595596C1612060.54%邊跨右300-312.090.15280.16670.916713718C2539271.75%中跨左300-673.340.32970.41640.791834248C2539271.75%中跨中300-15.210.00690.00690.9965596C1612060.54%5F邊跨右300-235.820.11550.12310.938510128C2539271.75%中跨左2400104.590.00600.00600.99704096C1612060.54%中跨中300-166.980.08180.08550.95737038C2539271.75%邊跨右300-310.030.15180.16550.917313618C2539271.75%中跨左300-25.140.01150.01160.9942996C1612060.54%6.2.2框架梁斜截面受剪設計（1）受剪截面的驗算為了避免框架梁發(fā)生斜壓破壞，其截面尺寸需滿足相應的要求。當當表6.7受剪截面驗算表梁跨是否滿足邊跨梁5.8300×7507.73715613.47344.9滿足中跨梁2.2300×7502.93715613.471447.32滿足（2）斜截面受剪計算考慮地震組合下，斜截面受剪承載力應滿足如下要求;其中，；框架梁抗震等級為二級，框架梁最小配箍率ρsv≥0.28ft/fyv=0.148%。假定加密區(qū)長度為l，由規(guī)范可知：當抗震等級為一級時，l=max（2h，500）抗震等級為二~四級時，l=max（1.5h，500）其中h為梁截面高度。表6.8框架梁斜截面計梁VftbhofyvASV/s加密區(qū)l非加密%1F邊跨344.901.433007152700.851A10@1001130A10@1800.291中跨1447.321.433007152701.728A12@1001130A12@1250.6032F邊跨313.391.433007152700.713A10@1001130A10@1800.291中跨1436.821.433007152701.71A12@1001130A12@1250.6033F邊跨272.811.433007152700.534A10@1001130A10@1800.291中跨1151.031.433007152701.217A12@1001130A12@1250.6034F邊跨215.671.433007152700.282A10@1001130A10@1800.291中跨733.351.433007152700.896A12@1001130A12@1250.6035F邊跨135.521.43300715270構造A10@1001130A10@1800.291中跨327.771.433007152700.776A12@1001130A12@1250.6036.3框架柱截面設計框架柱抗震等級為三級，查規(guī)范可知柱軸壓比限值μN=0.85柱軸壓比公式：其中N為地震作用組合的軸向壓力設計值。表6.9柱軸壓比驗算層號柱b×h（mm）N（KN）fc（N/mm2）μ5F邊柱800×800416.3614.30.045中柱800×800500.8414.30.0554F邊柱800×800921.8114.30.101中柱800×8001419.114.30.1553F邊柱800×8001428.3914.30.156中柱800×8002603.7114.30.2842F邊柱800×8001936.3214.30.212中柱800×8003992.0414.30.4361F邊柱800×8002473.1114.30.27中柱800×8005388.0714.30.589從上述表格可知，各層柱軸壓比均小于限值0.75，滿足軸壓比的要求。6.3.1框架柱正截面計算框架柱的材料級別：1、框架柱橫向箍筋選用HPB300，fyv=270kN/m2；2、框架柱縱筋選用HRB400，fy=360kN/m2，ξb=0.518；3、框架柱混凝土等級為C30，ft=1.43kN/m2，fc=14.3kN/m2；框架柱受力分為軸心受壓柱和偏心受壓柱，對于偏心受壓柱，根據(jù)軸力與彎矩的關系，又可以分為大偏心受壓和小偏心受壓；大偏心受壓和小偏心受壓計算公式如下。大偏心受壓時：，此時受壓區(qū)鋼筋屈服；小偏心受壓時：選取三層邊柱進行正截面計算過程展示，其余框架柱設計以表格形式呈現(xiàn)。表6.10三層邊柱柱內力設計值內力軸力最大軸力最小彎矩絕對值最大Nt(kN)1335.31649.021139.24Nb(kN)1428.39717.761207.97Mt（kN.m）99.85-431.94431.94Mb（kN.m）96.26-514.00514.00（1）軸力最大組合0.3×96.26/99.85=0.2890.7+(-1×0.289)=0.7（小于0.7時，取0.7）截面曲率修正系數(shù)其中N與M2相應的軸壓設計值，故N=1335.31kN0.5×14.3×800×800/(1335.31×1000)=3.43（大于1時，取1）附加偏心距取1/30倍的邊長與20mm的較大值，故26.7mm彎矩增大系數(shù)其中4.3×1000/800=5.3899.85×1000/1335.31+26.7=101.48mm1+1/(1300×101.48/765)×5.382×1=1.17（，取1）其中0.7×1.17=11×99.85=99.85kN.m1000×99.85/1335.31=75mm75+26.7=101.7mm101.7+400-35=466.7mm0.518×765=396.3mm(1335.31×1000)/(1×14.3×800)=116.7mm≤396.3mm，故框架柱為大偏心受壓。其中1335.31×1000×466.7=623189177N.mm1×14.3×800×116.7×(765-0.5×116.7)=943411669N.mm765-35=730(623189177-943411669)/(360×730)=-1219mm2（2）軸力最小組合0.3×431.94/514=0.2520.7+(-1×0.252)=0.7（小于0.7時，取0.7）截面曲率修正系數(shù)其中N與M2相應的軸壓設計值，故N=717.76kN0.5×14.3×800×800/(717.76×1000)=6.38（大于1時，取1）附加偏心距取1/30倍的邊長與20mm的較大值，故26.7mm彎矩增大系數(shù)其中4.3×1000/800=5.38514×1000/717.76+26.7=742.82mm1+1/(1300×742.82/765)×5.382×1=1.02（，取1）其中0.7×1.02=11×-514=-514kN.m1000×514/717.76=716mm716+26.7=742.7mm742.7+400-35=1107.7mm0.518×765=396.3mm(717.76×1000)/(1×14.3×800)=62.7mm≤396.3mm，故框架柱為大偏心受壓。其中717.76×1000×1107.7=795062752N.mm1×14.3×800×62.7×(765-0.5×62.7)=526238341N.mm765-35=730(795062752-526238341)/(360×730)=1023mm2（3）彎矩絕對值最大組合0.3×431.94/514=0.2890.7+(-1×0.252)=0.7（小于0.7時，取0.7）截面曲率修正系數(shù)其中N與M2相應的軸壓設計值，故N=1207.97kN0.5×14.3×800×800/(1207.97×1000)=3.79（大于1時，取1）附加偏心距取1/30倍的邊長與20mm的較大值，故26.7mm彎矩增大系數(shù)其中4.3×1000/800=5.38514×1000/1207.97+26.7=452.21mm1+1/(1300×452.21/765)×5.382×1=1.04（，取1）其中0.7×1.04=11×514=514kN.m1000×514/1207.97=426mm426+26.7=452.7mm452.7+400-35=817.7mm0.518×765=396.3mm(1207.97×1000)/(1×14.3×800)=105.6mm≤396.3mm，故框架柱為大偏心受壓。其中1207.97×1000×817.7=987757069N.mm1×14.3×800×105.6×(765-0.5×105.6)=860383181N.mm765-35=730(987757069-860383181)/(360×730)=485mm2表6.11軸力最大組合框架柱配筋計算層號柱截面內力0.3M1/M2Me判斷單邊配筋ρ1F邊柱頂M71.45-0.1940.711.511.0675.52423.7205.6396.3大偏壓-213212808C252.150.85N2351.89邊柱底M110.680.711.41.00110.68436.7216.2396.3大偏壓-20791280N2473.11中柱頂M804.27-0.1050.70.8641.141.00804.27543.7463.2396.3小偏壓18812808C252.150.85N5298.56中柱底M2301.470.70.8491.051.002301.47818.7471396.3小偏壓39211280N5388.072F邊柱頂M103.44-0.2430.711.211.00103.44447.7161.1396.3大偏壓-165812808C252.150.85N1843.24邊柱底M127.880.711.181.00127.88457.7169.3396.3大偏壓-16401280N1936.32中柱頂M980.89-0.2980.711.061.00980.89641.7342.9396.3大偏壓72412808C252.150.85N3923.3中柱底M973.780.711.061.00973.78635.7349396.3大偏壓6901280N3992.043F邊柱頂M99.85-0.2890.711.171.0099.85466.7116.7396.3大偏壓-122212808C252.150.85N1335.31邊柱底M96.260.711.181.0096.26458.7124.9396.3大偏壓-13251280N1428.39中柱頂M861.8-0.2690.711.051.00861.8731.7221.6396.3大偏壓75012808C252.150.85N2534.97中柱底M773.580.711.051.00773.58688.7227.6396.3大偏壓3741280N2603.714F邊柱頂M93.94-0.3000.711.121.0093.94504.772.4396.3大偏壓-70412808C252.150.85N828.73邊柱底M94.070.711.131.0094.07493.780.6396.3大偏壓-8101280N921.81中柱頂M643.97-0.2420.711.031.00643.97868.7118396.3大偏壓83912808C252.150.85N1350.37中柱底M520.580.711.041.00520.58758.7124396.3大偏壓3041280N1419.15F邊柱頂M117.81-0.2450.711.041.00117.81755.728.3396.3大偏壓512808C252.150.85N323.28邊柱底M96.060.711.071.0096.06622.736.4396.3大偏壓-1981280N416.36中柱頂M324.09-0.1680.711.021.00324.091134.738.1396.3大偏壓64612808C252.150.85N436.4中柱底M181.190.711.041.00181.19753.743.8396.3大偏壓181280N500.84表6.12軸力最小組合框架柱配筋計算層號柱截面內力0.3M1/M2Me判斷單邊配筋ρ1F邊柱頂M-538.8-0.0910.711.051.00-538.8938.786.2396.3大偏壓81012808C252.150.85N985.74邊柱底M-1781.740.711.021.00-1781.742048.794396.3大偏壓38451280N1075.25中柱頂M-1182.22-0.1510.7-2.6681.121.00-1182.22-297.3-149.9396.3大偏壓342612808C252.150.85N-1714.87中柱底M-2346.420.7-2.8151.061.00-2346.42-1052.3-142.1396.3大偏壓39111280N-1625.362F邊柱頂M-514-0.2200.711.031.00-5141011.772.4396.3大偏壓89412808C252.150.85N828.7邊柱底M-701.70.711.021.00-701.71173.778.4396.3大偏壓15321280N897.44中柱頂M-1357.21-0.2650.7-4.1231.061.00-1357.21-831.3-97396.3大偏壓294512808C252.150.85N-1109.97中柱底M-1539.640.7-4.3951.051.00-1539.64-1087.3-91396.3大偏壓25171280N-1041.233F邊柱頂M-431.94-0.2520.711.021.00-431.941057.756.7396.3大偏壓79212808C252.150.85N649.02邊柱底M-5140.711.021.00-5141107.762.7396.3大偏壓10241280N717.76中柱頂M-1094.96-0.2420.7-9.321.071.00-1094.96-1838.3-42.9396.3大偏壓290212808C252.150.85N-490.97中柱底M-1357.210.7-10.8381.061.00-1357.21-2822.3-36.9396.3大偏壓27941280N-422.234F邊柱頂M-322.1-0.2240.711.021.00-322.11171.736.1396.3大偏壓66712808C252.150.85N412.77邊柱底M-431.940.711.021.00-431.941296.741.7396.3大偏壓10041280N477.21中柱頂M-737.67-0.2020.7-60.3771.111.00-737.67-9