．6內(nèi)力組合在豎向荷載做用下，要考慮框架梁端的塑性變形產(chǎn)生的內(nèi)力重分布，要對(duì)梁端負(fù)彎矩乘以調(diào)幅系數(shù)進(jìn)行調(diào)幅，并應(yīng)符合以下規(guī)定：（1）現(xiàn)澆框架梁端負(fù)彎矩調(diào)幅系數(shù)可取0.8-0.9。（2）調(diào)幅時(shí)先對(duì)豎向荷載作用下框架梁的彎矩進(jìn)行調(diào)幅，再與水平作用產(chǎn)生的框架梁彎矩進(jìn)行組合。取對(duì)梁進(jìn)行調(diào)幅，調(diào)幅計(jì)算過程見表2-21。表2-21框架梁彎矩調(diào)幅計(jì)算荷載桿件彎矩標(biāo)準(zhǔn)值（KN.m）調(diào)幅系數(shù)調(diào)幅后彎矩標(biāo)準(zhǔn)值（KN.m）Ml0Mr0M0βMlMrM恒載頂層AB-54.80-63.87-44.200.90-49.32-57.48-39.78BC-30.40-30.40-24.300.90-27.36-27.36-21.87五層AB-52.69-53.28-30.060.90-47.42-47.95-27.05BC-12.73-12.73-7.900.90-11.46-11.46-7.11四層AB-48.72-53.72-31.810.90-43.85-48.35-28.63BC-15.29-15.29-10.460.90-13.76-13.76-9.41三層AB-51.12-51.71-31.630.90-46.01-46.54-28.47BC-16.57-16.57-11.740.90-14.91-14.91-10.57二層AB-47.15-51.89-33.520.90-42.44-46.70-30.17BC-18.27-18.2713.440.90-16.44-16.4412.10活載頂層AB-6.67-7.12-3.890.90-6.00-6.41-3.50BC-2.44-2.44-1.640.90-2.20-2.20-1.48五層AB-18.69-20.56-12.350.90-16.82-18.50-11.12BC-6.68-6.68-3.800.90-6.01-6.01-3.42四層AB-20.30-20.51-12.410.90-18.27-18.46-11.17BC-5.94-5.94-3.060.90-5.35-5.35-2.75三層AB-13.51-22.66-12.140.90-12.16-20.39-10.93BC-7.69-7.69-4.810.90-6.92-6.92-4.33二層AB-19.52-19.79-12.860.90-17.57-17.81-11.57BC-7.23-7.23-4.350.90-6.51-6.51-3.920.5（雪+活）頂層AB-2.12-2.09-1.110.90-1.91-1.88-0.99BC-0.43-0.43-0.200.90-0.39-0.39-0.18五層AB-9.33-10.27-6.250.90-8.40-9.24-5.63BC-3.45-3.45-2.010.90-3.11-3.11-1.81四層AB-9.59-10.46-6.020.90-8.63-9.41-5.42BC-3.09-3.09-1.650.90-2.78-2.78-1.49三層AB-9.86-10.07-6.070.90-8.87-9.06-0.46BC-3.44-3.44-2.000.90-3.10-3.10-1.80二層AB-9.12-10.12-6.410.90-8.21-9.11-5.77BC-3.77-3.77-2.330.90-3.39-3.39-2.10表2-22橫向框架梁內(nèi)力組合（一般組合）桿件跨向截面內(nèi)力荷載種類內(nèi)力組合恒載滿跨活荷載1.3恒+1.5活1.3恒+1.5×0.7活1.35恒+1.4×0.7活頂層橫梁AB跨梁左端M-49.32-6.00-73.12-70.42-72.46V62.666.6391.4088.4291.09跨中M-39.78-3.50-56.96-55.39-57.13梁右端M-57.48-6.41-84.34-81.45-83.88V-66.02-6.97-96.28-93.14-95.96BC跨梁左端M-27.36-2.20-38.87-37.88-39.09V8.051.0011.9711.5211.85跨中M-21.87-1.48-30.65-29.99-30.97梁右端M27.36-2.2032.2733.2634.78V-8.05-1.00-11.97-11.52-11.85五層橫梁AB跨梁左端M-47.42-16.82-86.88-79.31-80.50V51.8119.1296.0387.4388.68跨中M-27.05-11.12-51.85-46.84-47.42梁右端V-52.03-19.76-97.28-88.39-89.61M-47.95-18.50-90.09-81.76-82.86BC跨梁左端V6.523.6013.8812.2612.33M-11.46-6.01-23.91-21.21-21.36跨中V-7.11-3.2-14.04-12.60-12.73梁右端M-11.46-6.01-23.91-21.21-21.36V-6.52-3.60-13.88-12.26-12.33四層橫梁AB跨梁左端M-43.85-18.27-84.41-76.19-77.10V50.9919.2495.1586.4987.69跨中M-28.63-11.17-53.97-48.95-49.60梁右端M-48.35-18.46-90.55-82.24-83.36V-52.85-19.64-98.17-89.33-90.59BC跨梁左端M-13.76-5.35-25.91-23.51-23.82V6.523.6013.8812.2612.33跨中M-9.41-2.75-16.36-15.12-15.40梁右端M-13.76-5.35-25.91-23.51-23.82V-6.52-3.60-13.88-12.26-12.33三層橫梁AB跨梁左端M-46.01-12.16-78.05-72.58-74.03V51.8119.3696.3987.6888.92跨中M-28.47-10.93-53.41-48.49-49.15梁右端M-46.54-20.39-91.09-81.91-82.81V-52.03-19.52-96.92-88.14-89.37BC跨梁左端M-14.91-6.92-29.76-26.65-26.91V6.523.6013.8812.2612.33跨中M-10.57-4.33-20.24-18.29-18.51梁右端M-14.91-6.92-29.76-26.65-26.91V-6.52-3.60-13.88-12.26-12.33二層橫梁AB跨梁左端M-42.4-17.57-81.48-73.57-74.46V51.0419.0794.9686.3887.59跨中M-30.17-11.57-56.58-51.37-52.07梁右端M-46.70-17.81-87.43-79.41-80.50V-52.80-19.81-98.36-89.44-90.69BC跨梁左端M-16.44-6.51-31.14-28.21-28.57V6.523.6013.8812.2612.33跨中M-12.10-3.92-21.61-19.85-20.18梁右端M-16.44-6.51-31.14-28.21-28.57V-6.52-3.0-12.98-11.63-11.74表2-23橫向框架梁內(nèi)力組合（考慮地震組合）桿件跨向截面內(nèi)力荷載種類內(nèi)力組合恒載0.5（雪+活）地震作用1.2（恒+0.5（雪+活））+1.3地震作用向左向右向左向右頂層橫梁AB跨梁左端M-49.32-2.1212.89-12.89-44.97-78.49V62.661.95-3.173.1773.4181.65跨中M-39.78-1.12.87-2.87-45.33-52.79梁右端M-57.482.09-7.177.17-75.79-57.15V-66.02-1.89-3.173.17-85.61-77.37BC跨梁左端M-27.36-0.4320.16-20.16-7.14-59.56V8.050.29-16.816.8-11.8331.85跨中M-21.870.200.000.00-26.00-26.00梁右端M27.360.20-20.1620.166.8659.28V-8.05-0.29-16.816.8-31.8511.83五層橫梁AB跨梁左端M-47.42-9.3332.62-32.62-25.69-110.51V51.819.55-16.0316.0352.7994.47跨中M-27.05-6.2510.66-10.66-26.10-53.82梁右端V-52.03-9.89-16.0316.03-95.14-53.47M-47.9510.27-18.5518.55-69.33-21.10BC跨梁左端V6.521.852.63-52.6378.40-58.44M-11.46-3.45-43.8643.86-74.9139.13跨中V-7.112.010.000.00-6.12-6.12梁右端M-11.462.01-52.6352.63-79.7657.08V-6.52-1.8-43.8643.86-67.0047.03四層橫梁AB跨梁左端M-43.85-9.5950.42-50.421.42-129.67V50.999.56-22.2022.2043.80101.52跨中M-28.63-6.029.52-9.52-29.20-53.96梁右端M-48.3510.46-29.0829.08-83.27-7.66V-52.85-9.88-22.2022.20-104.14-46.42BC跨梁左端M-13.76-3.0982.78-82.7887.39-127.83V6.521.8-68.9868.98-79.6999.66跨中M-9.411.650.000.00-9.31-9.31梁右端M-13.761.65-82.7882.78-122.1593.08V-6.52-1.8-68.9868.98-99.6679.69三層橫梁AB跨梁左端M-46.01-9.8663.75-63.7515.83-149.92V51.819.68-27.0127.0138.68108.90跨中M-28.47-6.079.18-9.18-29.51-53.38梁右端M-46.5410.07-38.7138.71-94.096.56V-52.03-9.76-27.0127.01-109.26-39.04BC跨梁左端M-14.91-3.44110.17-110.17121.20-165.24V6.521.8-91.8191.81-109.37129.34跨中M-10.572.000.000.00-10.28-10.28梁右端M-14.912.00-110.17110.17-158.71127.73V-6.52-1.8-91.8191.81-129.34109.37二層橫梁AB跨梁左端M-42.4-9.1295.74-95.7462.64-186.29V51.049.53-34.8334.8327.41117.96跨中M-30.17-6.411.70-1.70-41.69-46.11梁右端M-46.7010.12-45.3645.36-102.8615.07V-52.80-9.91-34.8334.83-120.53-29.97BC跨梁左端M-16.44-3.77129.12-129.12143.60-192.11V6.521.8-107.6107.6-129.90149.86跨中M-12.102.330.000.00-11.72-11.72梁右端M-16.442.33-129.12129.12-184.79150.92V-6.52-1.8-107.6107.6-149.86129.902-24橫向框架柱內(nèi)力組合（一般組合）桿件跨向截面內(nèi)力荷載種類內(nèi)力組合|M|max及相應(yīng)的NNmin及相應(yīng)的MNmax及相應(yīng)的M恒載滿跨活荷載1.3恒+1.5活1.3恒+1.5×0.7活1.35恒+1.4×0.7活頂層柱A柱柱頂M49.926.3474.4171.5573.6174.4171.5573.61N186.6515.7266.20259.13267.36266.20259.13267.36柱底M32.959.0056.3452.2953.3056.3452.2953.3N209.6515.7296.10289.03298.41296.10289.03298.41B柱柱頂M-33.47-4.67-50.52-48.41-49.76-48.41-48.41-50.52N211.3522.08307.88297.94306.96297.94297.94307.88柱底M-23.91-6.28-40.50-37.68-38.43-37.80-37.68-38.43N233.8522.08337.13327.19337.34327.19327.19337.34五層柱A柱柱底M19.749.7840.3335.9336.2340.3335.9340.33N388.1360.74595.68568.35583.50595.68568.35595.68柱底M2.320.263.413.293.393.413.293.41N410.6360.74624.93597.60613.88624.93597.60624.93B柱柱底M-16.61-7.58-32.96-29.55-29.85-29.55-29.55-32.96N585.5388.76894.33854.39877.45854.39854.39894.33柱底M-18.46-7.33-34.99-31.69-32.10-31.69-31.69-34.99N608.0388.76923.58883.64907.83883.64883.64923.58四層柱A柱柱頂M-31.21-9.55-54.90-50.60-51.49-50.60-50.60-54.9N588.79105.9924.28876.62898.65876.62876.62924.28柱底M24.2418.6859.5351.1351.0359.5351.1359.53N611.29105.9953.53905.87929.02953.53905.87953.53B柱柱頂M-19.89-7.82-37.59-34.07-34.52-34.07-34.07-37.59N960.53155.921482.571412.411449.521412.411412.411482.57柱底M-20.70-8.67-39.92-36.01-36.44-36.01-36.01-39.92N983.03155.921511.821441.661479.891441.661441.661511.82二層柱A柱柱頂M26.2118.9562.5053.9753.9562.5053.9762.5N790.27151.181254.121186.091215.021254.121186.091254.12柱底M30.4114.4961.2754.7555.2561.2754.7561.27N812.77151.181283.371215.341245.401283.371215.341283.37B柱柱頂M-22.46-9.33-43.19-38.99-39.46-38.99-38.99-43.19N1334.71222.962069.561969.232020.361969.231969.232069.56柱底M-23.36-8.92-43.75-39.73-40.28-39.73-39.73-43.75N1357.21222.962098.811998.482050.731998.481998.482098.81底層柱A柱柱頂M16.745.0629.3527.0827.5629.3527.0829.35N990.98196.151582.501494.231530.051582.501494.231582.5柱底M8.372.5314.6813.5413.7814.6813.5413.54N1021.47196.151622.141533.871571.211622.141533.871622.14B柱柱頂M-11.75-4.20-21.58-19.69-19.9819.69-19.69-21.58N1709.66290.292657.992527.362592.532527.362527.362657.99柱底M-5.87-2.10-10.78-9.84-9.98-9.84-9.84-10.78N1740.15290.292697.632567.002633.692567.002567.002697.63表2-25橫向框架柱內(nèi)力組合（地震組合）桿件跨向截面內(nèi)力荷載種類內(nèi)力組合|M|max及相應(yīng)的NNmin及相應(yīng)的MNmax及相應(yīng)的M恒載0.5（雪+活）地震作用1.2（恒+0.5（雪＋活））+1.3地震作用向左向右向左向右頂層柱A柱柱頂M49.922.08-12.8912.8945.6479.1679.1645.6479.16N186.654.54-3.713.71224.61234.25234.25224.61234.25柱底M32.953.95-6.946.9435.2653.3053.335.2653.3N209.654.54-3.713.71252.21261.85261.85252.21261.85B柱柱頂M-33.47-1.66-27.2327.23-77.56-6.76-77.56-77.56-6.76N211.357.94-13.6313.63245.43280.87245.43245.43280.87柱底M-23.91-2.91-17.41-17.41-54.82-54.82-54.82-54.82-54.82N233.857.94-13.6313.63272.43307.87307.87272.43307.87四層柱A柱柱底M19.745.38-25.6825.68-3.2463.5363.53-3.2463.53N388.1327.05-19.7419.74472.55523.88523.88472.55523.88柱底M2.320.84-17.1217.12-18.4626.0526.05-18.4626.05N410.6327.05-19.7419.74499.55550.88550.88499.55550.88B柱柱底M-16.61-3.91-53.9553.95-94.7645.51-94.76-94.7645.51N585.5341.59-41.4641.46698.65806.44698.65698.65806.44柱底M-18.46-3.77-42.3942.39-81.7828.43-81.78-81.7528.43N608.0341.59-41.4641.46725.65833.44725.65725.65833.44三層柱A柱柱頂M-31.21-6.30-33.3033.30-88.30-1.72-88.3-88.3-88.3N588.7949.57-41.94-41.94711.51711.51711.51711.51711.51柱底M24.244.61-27.2527.25-0.8170.0570.05-0.8170.05N611.2949.57-41.9441.94738.51847.55847.55738.51847.55B柱柱頂M-19.89-3.75-69.4769.47-118.6861.94-118.68-118.6861.94N960.5375.23-88.2488.241128.201357.621128.21128.21357.62柱底M-20.70-3.91-66.7566.75-116.3157.24-116.31-116.3157.24N983.0375.23-88.2488.241155.201384.621155.21155.21384.62二層柱A柱柱頂M26.215.07-36.5036.50-9.9184.9984.99-9.9184.99N790.2772.21-68.9568.95945.341124.611124.61945.341124.61柱底M30.415.88-36.5036.50-3.9091.0091-3.991N812.7772.21-68.9568.95972.341151.611151.61972.341151.61B柱柱頂M-22.46-4.24-82.1382.13-138.8174.73-138.81-138.8174.73N1334.71108.75-153.04153.041533.201931.101533.21533.21931.1柱底M-23.36-4.41-82.1382.13-140.0973.45-140.09-140.0973.45N1357.21108.75-153.04153.041560.201958.101560.21560.21958.1底層柱A柱柱頂M16.743.24-59.2459.24-53.04100.99100.99-53.04100.99N990.9894.7-103.78103.781167.901437.731437.731167.91437.73柱底M8.371.62-88.8688.86-103.53127.51127.51-103.53127.51N1021.4794.7-103.78103.781204.491474.321474.321204.491474.32B柱柱頂M-11.75-2.22-92.3592.35-136.82103.29-136.82-136.82103.53N1709.66142.42-225.81225.811928.942516.051928.941928.942516.05柱底M-5.87-1.11-112.87112.87-155.11138.36-155.11-155.11138.36N1740.15142.42-225.81225.811965.532552.641965.531965.532552.642.7框架梁柱截面設(shè)計(jì)2.7.1橫向框架梁的截面計(jì)算計(jì)算簡圖頂層AB跨如圖。圖2-22頂層AB跨梁為確保框架“強(qiáng)剪弱彎”，在抗震設(shè)計(jì)中，抗震等級(jí)一、二、三級(jí)的框架梁，其梁端截面組合的剪力設(shè)計(jì)值應(yīng)按下式調(diào)整：彎矩組合設(shè)計(jì)值： 由于本次畢業(yè)設(shè)計(jì)結(jié)構(gòu)抗震等級(jí)為二級(jí)，取。二層橫梁AB左右端剪力V左、V右計(jì)算如下：梁左端：-Mbl=-186.29kNm+Mbl=62.64kNm梁右端：-Mbr=-15.07kNm+Mbr=102.86kNm取梁端順時(shí)針或逆時(shí)針方向彎矩組合的絕對(duì)值大者計(jì)算梁端剪力。+Mb=62.64+102.86=165.5kNm-Mb=-186.29-15.07=-201.36kNm表2-26橫向框架梁ABBC跨正截面受彎承載力計(jì)算層砼強(qiáng)度等級(jí)b(mm)h(mm)截面位置組合內(nèi)力柱邊截面彎矩(KN.M)h0（mm）αs=M/α1fcbh0ξAs=ξbh0*α1fc/fy

(mm2)實(shí)際選用(mm2)備注M(KN.M)V(KN)頂層C30250500A5支座-73.1291.40-50.274600.0560.058265214，As=308ξ﹤0.35250500跨中-57.13-57.134600.0640.066301314，As=461ξ﹤0.35250500B5支座左-84.34-96.28-60.274600.0670.069315314，As=461ξ﹤0.35250250B5支座右-39.0911.85-36.132100.0400.04186210，As=157ξ﹤0.35250250跨中-30.97-30.972100.0350.03675210，As=157ξ﹤0.35250250C5支座左34.78-11.85-31.822100.0360.03777210，As=157ξ﹤0.35五層C30250500A4支座-86.8896.03-62.874600.0700.073333314，As=461ξ﹤0.35250500跨中-51.85-51.854600.0580.06274314，As=461ξ﹤0.35250500B4支座左-90.09-97.28-65.774600.0740.077352314，As=461ξ﹤0.35250250B4支座右-23.9113.88-20.442100.0230.02348210，As=157ξ﹤0.35250250跨中-14.0414.04210-0.0160.01633210，As=157ξ﹤0.35250250C4支座左-23.91-13.88-20.442100.0230.02348210，As=157ξ﹤0.35二層C30250500A1支座-81.4894.96-57.744600.0650.067306314，As=461ξ﹤0.35250500跨中-56.58-56.584600.0630.065297314，As=461ξ﹤0.35250500B1支座左-87.43-98.36-62.844600.0700.073333314，As=461ξ﹤0.35250250B1支座右-31.1413.88-27.672100.0310.03165210，As=157ξ﹤0.35250250跨中-21.61-21.612100.0240.02450210，As=157ξ﹤0.35250250C1支座左-31.14-12.98-27.892100.0310.03165210，As=157ξ﹤0.35表2-27橫向框架梁ABBC跨正截面抗震驗(yàn)算層砼強(qiáng)度等級(jí)b(mm)h(mm)截面位置組合內(nèi)力柱邊截面彎矩(KN.M)γREh0（mm）αS=γRE*M/α1fcbh02ξAs=ξbh0*α1fc/fy

(mm2)實(shí)際選用(mm2)備注M(KN.M)V(KN)頂層C30250500A5支座-78.4981.65-58.080.754600.0490.050228314，As=461安全250500跨中-52.79-52.790.754600.0440.045206314，As=461安全250500B5支座左-75.79-85.61-54.520.754600.0460.047215314，As=461安全250250B5支座右-59.5631.85-51.60.752100.0430.04492210，As=157安全250250跨中-26-260.752100.0220.02246210，As=157安全250250C5支座左59.28-31.85-51.320.752100.0430.04492210，As=157安全四層C30250500A4支座-110.5194.47-86.890.754600.0730.076347314，As=461安全250500跨中-53.82-53.820.754600.0450.046210314，As=461安全250500B4支座左-69.33-95.14-45.540.754600.0380.039178314，As=461安全250250B4支座右-74.9178.4-55.310.752100.0460.04798210，As=157安全250250跨中-6.12-6.120.752100.0050.00510210，As=157安全250250C4支座左-79.76-67.00-63.010.752100.0530.054113210，As=157安全二層C30250500A1支座-186.29117.96-156.80.754600.1320.142649416，As=804安全250500跨中-46.11-46.110.754600.0390.04183314，As=461安全250500B1支座左-102.86-120.53-72.730.754600.0610.063288314，As=461安全250250B1支座右-192.11149.86-154.650.752100.1300.14292314，As=461安全250250跨中-11.72-11.720.752100.0100.0121210，As=157安全250250C1支座左-184.79-149.86-147.330.752100.1240.133277314，As=461安全表2-28橫向框架梁ABBC跨斜截面受剪承載力計(jì)算層砼強(qiáng)度等級(jí)b(mm)h(mm)截面位置內(nèi)力組合V(KN)h00.25βcfcbh0(KN)0.7ftbh0(KN)選用箍筋（雙肢)Vcs=0.7f1bh0+1.0fyvAsvh0/s(KN)備注頂層C30250500A5支座91.4460411.13115.12φ8@100240.06安全250500B5支座左-96.28460411.13115.12φ8@100240.06安全250250B5支座右11.85210187.6952.55φ8@100109.59安全250250C5支座左-11.85210187.6952.55φ8@100109.59安全五層C30250500A4支座96.03460411.13115.12φ8@100240.06安全250500B4支座左-97.28460411.13115.12φ8@100240.06安全250250B4支座右13.88210187.6952.55φ8@100109.59安全250250C4支座左-13.88210187.6952.55φ8@100109.59安全二層C30250500A1支座94.96460411.13115.12φ8@100240.06安全250500B1支座左-98.36460411.13115.12φ8@100240.06安全250250B1支座右13.88210187.6952.55φ8@100109.59安全250250C1支座左-12.98210187.6952.55φ8@100109.59安全表2-29橫向框架梁ABBC跨斜截面受剪抗震驗(yàn)算層砼強(qiáng)度等級(jí)b(mm)h(mm)斜截面位置VGb(KN)Mlb+Mrm(KN.M)組合內(nèi)力V(KN)h00.2βcfcbh0/γRE(KN)0.42ftbh0/γRE(KN)選用箍筋（雙肢）Vcs=1/γRE(0.42ftbh0+1.0fyvAsvh0/S)(KN)備注頂層C30250500A5支座77.53154.28111.81460438.53736.09φ8@100791.97250500B5支座左81.49154.28115.77460438.53736.09φ8@100791.97250250B5支座右10.0052.721.71210200.20336.04φ8@100355.13250250C5支座左10.0052.721.71210200.20336.04φ8@100355.13五層C30250500A4支座73.63176.58112.87460438.53736.09φ8@100800.04250500B4支座左74.30176.58466.67460438.53736.09φ8@100800.04250250B4支座右9.9879.7627.70210200.20336.04φ8@100364.93250250C4支座左10.9479.7628.66210200.20336.04φ8@100364.93二層C30250500A1支座61.82289.14126.07460438.53736.09φ8@100840.81250500B1支座左75.25289.14139.50460438.53736.09φ8@100840.81250250B1支座右9.98376.8993.73210200.20336.04φ8@100472.54250250C1支座左9.98376.8993.73210200.20336.04φ8@100472.54

該框架，滿足，在彈性計(jì)算分析時(shí)，不考慮重力二階效應(yīng)的不利影響，見表2-28。表2-28判斷是否考慮重力二階效應(yīng)層次53.66411007468.417468.4141491滿足43.664110010625.3118093.72100520滿足33.664110010625.3128719.03159550滿足23.664110010625.3139344.34218579滿足14.956019009716.2149060.55198224滿足表2-29框架柱正截面壓彎承載力計(jì)算（｜Mmax｜）(無地震荷載作用)柱類別層砼強(qiáng)度等級(jí)b×h(l(mm)ll柱截面組合內(nèi)力MMN判斷是否考慮附加彎矩M(kNm)N(kN)M1/

34?12軸壓比判斷CmA柱頂層C30500×5003.67.224.94上端74.41266.256.3474.41266.20.7624.910.07不考慮下端56.34296.1二層C30500×5003.67.224.94上端62.51254.1261.2762.51254.120.9822.240.35考慮1.23下端61.271283.37底層C30500×5004.959.934.29上端29.351582.5014.6529.351582.370.5028.010.44考慮1.56下端14.651622.64B柱頂層C30500×5003.67.224.94上端-48.41297.94-37.80-48.41297.940.7824.630.08考慮1.01下端-37.80327.19二層C30500×5003.67.224.94上端-38.991969.23-38.99-39.731998.480.9822.220.56考慮1.37下端-39.731998.48底層C30500×5004.959.934.29上端19.692527.36-9.8419.692527.36-0.5040.000.71考慮1.28下端-9.842567.00

表2-30承載力計(jì)算（│Mmax│）(無地震作用組合)柱類別層Me(mm)e(mm)e(mm)e(mm)判斷破壞類型小偏壓大偏壓xAs=As'(mm）X（mm）x-2a'As=As'(mm)(x<2a')As=As'(mm)(x>2a')選用鋼筋（mm2備注Asmin=0.002×bhξ*hoe'A柱頂層74.41279.5320299.53526.60大偏壓238.28158.28-2797.56220,As=As’=628500238.28-89.53二層76.8749.842069.84296.08小偏壓500220,As=As’=628500238.28140.16底層45.7918.552038.55280.74小偏壓500220,As=As’=628500238.28171.45B柱頂層-48.89162.4820182.48408.90大偏壓41.67-38.33-3035.03220,As=As’=628500238.2827.52二層-54.4319.882039.88265.03小偏壓500220,As=As’=628500238.28170.12底層25.127.792027.79260.66小偏壓500220,As=As’=628500238.28182.21表2-31框架柱正截面壓彎承載力計(jì)算（│Nmin│）（無地震作用組合）層砼強(qiáng)度等級(jí)b×h(l(ll柱截面組合內(nèi)力MMN判斷是否考慮附加彎矩M(kNm)N(kN)M1/

34?12軸壓比判斷頂層C30500×5003.67.224.94上端71.55259.1352.2971.55259.130.7325.230.07不考慮下端52.29289.03二層C30500×5003.67.224.94上端53.971186.0953.9754.751215.340.9922.170.35考慮下端54.751215.34底層C30500×5004.959.934.29上端27.081494.2313.5427.081494.230.5028.000.44考慮下端13.541533.87頂層C30500×5003.67.224.94上端-8.41297.94-8.41-37.68327.190.2231.320.08不考慮下端-37.68327.19二層C30500×5003.67.224.94上端-38.991969.23-38.99-39.371998.480.9922.120.56考慮下端-39.371998.48底層C30500×5004.959.934.29上端-19.692527.36-9.84-19.692527.360.5028.000.71考慮下端-9.842567.00表2-32承載力計(jì)算（│Nmin│）（無地震作用組合）柱類別層Me(mm)e(mm)e(mm)e(mm)判斷破壞類型小偏壓大偏壓xAs=As'(mm）xx-2a'As=As'(mm)(x<2a')As=As'(mm)(x>2a')選用鋼筋（mm2備注Asmin=0.002×bhξ*hoe'A柱頂層71.55276.1220296.12523.89大偏壓50036.24-43.75-2942.91220,As=As’=628500238.28-86.12二層68.9945.052065.05291.96小偏壓500220,As=As’=628500238.28144.95底層42.5218.122038.12280.14小偏壓500220,As=As’=628500238.28171.88B柱頂層37.68115.1620-95.16131.87小偏壓500220,As=As’=628500238.28305.16二層54.2419.702039.7264.79小偏壓500220,As=As’=628500238.28170.3底層25.127.792027.79260.66小偏壓500220,As=As’=628500238.28182.21

表2-33框架柱正截面壓彎承載力計(jì)算（│Nmax│）（無地震作用組合）層砼強(qiáng)度等級(jí)b×h(l(ll柱截面組合內(nèi)力MMN判斷是否考慮附加彎矩M(kNm)N(kN)M1/

34?12軸壓比判斷頂層C30500×5003.67.224.94上端 73.61267.3653.373.61267.36-0.7242.690.07不考慮下端53.3298.41二層C30500×5003.67.224.94上端62.51254.1261.2762.501254.12-0.9845.760.35不考慮下端61.271283.37底層C30500×5004.959.934.29上端29.351582.513.5429.351583.37-0.4639.540.44不考慮下端13.541622.14頂層C30500×5003.67.224.94上端-50.52307.88-38.43-50.52307.88-0.7643.130.08不考慮下端-38.43337.34二層C30500×5003.67.224.94上端-43.192069.56-43.19-43.752098.81-0.9945.850.56不考慮下端-43.752098.81底層C30500×5004.959.934.29上端-21.582657.99-10.78-21.582657.99-0.5039.990.71不考慮下端-10.782697.63表2-34承載力計(jì)算（│Nmax│）（無地震作用組合）柱類別層Me(mm)e(mm)e(mm)e(mm)判斷破壞類型小偏壓大偏壓xAs=As'(mm）xx-2a'As=As'(mm)(x<2a')As=As'(mm)(x>2a')選用鋼筋（mm2備注Asmin=0.002×bhξ*he'A柱頂層73.61275.3220295.32505.32大偏壓37.39-42.61-2947.23318,As=As’=763500238.28-85.32二層62.5049.842069.84279.84小偏壓500318,As=As’=763500238.28140.16底層29.3518.542038.54248.54小偏壓500318,As=As’=763500238.28171.46B柱頂層-50.52164.0920184.09394.09大偏壓43.06-36.94718.93318,As=As’=763500238.2825.91二層-43.7520.852040.85250.85小偏壓500318,As=As’=763500238.28169.15底層-21.588.122028.12238.12小偏壓500318,As=As’=763500238.28181.88

表2-35框架柱正截面壓彎承載力計(jì)算（│Mmax│）（有地震作用組合）柱類別層砼強(qiáng)度等級(jí)b×h(l(mm)ll柱截面組合內(nèi)力軸壓比γMMN判斷是否考慮附加彎矩2M(kNm)N(kN)M1/

34?12軸壓比判斷A柱頂層C30500×5003.67.224.94上端79.16234.250.070.7553.279.16234.25-0.6742.060.07不考慮下端53.2261.850.07二層C30500×5003.67.224.94上端84.991124.610.310.884.99911151.61-0.9345.210.32不考慮下端91.001151.610.32底層C30500×5004.959.934.29上端100.991437.730.400.8100.99127.511474.32-0.7943.500.41不考慮下端127.511474.320.41B柱頂層C30500×5003.67.224.94上端-77.56245.430.070.75-54.82-77.56245.43-0.7142.480.07不考慮下端-54.82307.870.09二層C30500×5003.67.224.94上端-138.811533.20.430.8-138.81-140.091560.2-0.9945.890.44不考慮下端-140.091560.20.44底層C30500×5004.959.934.29上端-136.821982.940.550.8-136.82-155.111965.33-0.8844.590.55不考慮下端-155.111965.330.55表2-36承載力計(jì)算（│Mmax│）（有地震作用組合）柱類別層Me(mm)e(mm)e(mm)e(mm)判斷破壞類型小偏壓大偏壓xAs=As'(mm）xx-2a'As=As'(mm)(x<2a')As=As'(mm)(x>2a')選用鋼筋（mm2備注Asmin=0.002*bhξhe'A柱頂層79.16337.9320357.93567.93大偏壓50032.7-47.24<0220,As=As’=628500238.28-147.93二層9179.022099.02309.02小偏壓500220,As=As’=628500238.28110.98底層127.5186.4920106.49316.49小偏壓500220,As=As’=628500238.28103.51B柱頂層-77.56316.0220336.02546.02大偏壓50034.33-45.67<0220,As=As’=628500238.28-126.02二層-140.0989.7920109.79319.79小偏壓500220,As=As’=628500238.28100.21底層-155.1178.922098.92308.92小偏壓500220,As=As’=628500238.28111.08表2-37框架柱正截面壓彎承載力計(jì)算（│Nmin│）（有地震作用組合）柱類別層砼強(qiáng)度等級(jí)b×h(l(mm)ll柱截面組合內(nèi)力軸壓比γMMN判斷是否考慮附加彎矩4M(kNm)N(kN)M1/

34?12軸壓比判斷A柱頂層C30500×5003.67.224.94上端45.64224.610.060.7535.2645.64224.61-0.7743.270.06不考慮下端35.26252.210.07二層C30500×5003.67.224.94上端-9.91945.340.260.75-3.9-9.91945.34-0.3938.720.26不考慮下端-3.9972.340.27底層C30500×5004.959.934.29上端-53.041167.900.330.8-53.04-103.531204.49-0.5140.150.34不考慮下端-103.531204.490.34B柱頂層C30500×5003.67.224.94上端-77.56245.430.070.75-54.82-77.56245.43-0.7142.480.07不考慮下端-54.82272.430.08二層C30500×5003.67.224.94上端-138.811533.20.430.8-138.81-140.091560.2-0.9945.890.44不考慮下端-140.091560.20.44底層C30500×5004.959.934.29上端-136.821928.940.540.8-136.82-155.111965.53-0.8844.590.55不考慮下端-155.111965.530.55表2-38承載力計(jì)算（│Nmin│）（有地震作用組合）柱類別層Me(mm)e(mm)e(mm)e(mm)判斷破壞類型小偏壓大偏壓xAs=As'(mm）xx-2a'As=As'(mm)(x<2a')As=As'(mm)(x>2a')選用鋼筋（mm2備注Asmin=0.002*bhξhe'A柱頂層45.64203.2020223.2433.2大偏壓31.41-48.58<0220,As=As’=628500238.28-13.2二層-9.9110.482030.48240.48小偏壓500220,As=As’=628500238.28179.52底層-103.5385.9520105.95315.95小偏壓500220,As=As’=628500238.28104.05B柱頂層-77.56316.0220336.02546.02大偏壓34.33-45.67<0220,As=As’=628500238.28-126.02二層-140.0989.7920109.79319.79小偏壓500220,As=As’=628500238.28100.21底層-155.1178.922098.92308.92小偏壓500220,As=As’=628500238.28111.08表2-39框架柱正截面壓彎承載力計(jì)算（│Nmax│）（有地震作用組合）柱類別層砼強(qiáng)度等級(jí)b×h(l(mm)ll柱截面組合內(nèi)力軸壓比γMMN判斷是否考慮附加彎矩6M(kNm)N(kN)M1/

34?12軸壓比判斷A柱頂層C30500×5003.67.224.94上端79.16234.250.070.7553.3079.16234.25-0.6742.080.07不考慮下端53.30261.850.07二層C30500×5003.67.224.94上端84.991124.610.310.7584.9991.001151.61-0.9345.210.32不考慮下端91.001151.610.32底層C30500×5004.959.934.29上端100.991437.730.400.8100.99127.511474.32-0.7943.500.41不考慮下端127.511474.320.41B柱頂層C30500×5003.67.224.94上端-6.73280.870.080.75-6.73-54.82307.87-0.1235.470.09不考慮下端-54.82307.870.09二層C30500×5003.67.224.94上端74.731931.10.540.873.4574.731931.1-0.9845.790.54不考慮下端73.451958.10.55底層C30500×5004.959.934.29上端103.532516.050.700.8103.53138.362552.64-0.7542.980.71不考慮下端138.362552.640.71表2-40承載力計(jì)算（│Nmax│）（有地震作用組合）柱類別層Me(mm)e(mm)e(mm)e(mm)判斷破壞類型小偏壓大偏壓xAs=As'(mm）xx-2a'As=As'(mm)(x<2a')As=As'(mm)(x>2a')選用鋼筋（mm2備注Asmin=0.002*bhξhe'A柱頂層79.16337.9320357.93567.93大偏壓32.80-47.20191.8220,As=As’=628500238.28-147.93二層91.0079.022099.02309.02小偏壓500220,As=As’=628500238.28110.98底層127.5186.4920106.49316.49小偏壓500220,As=As’=628500238.28103.51B柱頂層-54.82178.0620198.06408.06大偏壓43.06-36.94<0220,As=As’=628500238.2811.94二層74.7338.702058.7268.7小偏壓500220,As=As’=628500238.28151.3底層138.3654.202074.2284.2小偏壓500220,As=As’=628500238.28135.82.8樓梯結(jié)構(gòu)計(jì)算設(shè)計(jì)和梯段板計(jì)算這次現(xiàn)澆鋼筋砼板式樓梯，設(shè)計(jì)砼強(qiáng)度等級(jí)為C30，樓梯鋼筋為HRB335，fy=300N/mm2，活荷載標(biāo)準(zhǔn)值為3.5kN/m2，樓梯扶手與欄桿均采用木質(zhì)材料。樓梯平臺(tái)布置見圖，踏步裝修做法見圖。圖2-23樓梯平面布置圖圖2-24踏步詳圖2.8.1荷載計(jì)算板厚取，為梯段板跨度板厚h=l0/30=3850/30=128.3，取150，，取1m寬板帶為計(jì)算單元踏步板自重踏步地面重底板抹灰重欄桿重活載12.95kN/m2.8.2內(nèi)力計(jì)算2.8.3配筋計(jì)算板有效高度h0=h-20=150-20=130mm，砼抗壓設(shè)計(jì)強(qiáng)度鋼筋抗拉強(qiáng)度設(shè)計(jì)值fy=300N/mm2。，由表查得=0.959，選用?10@150，As=523mm2梯段板抗剪，,滿足抗剪要求。支座構(gòu)造配?8@100。2.9休息平臺(tái)板計(jì)算以板寬1m為計(jì)算單元，計(jì)算跨度近似?。篖=1650-200/2=1550板厚需滿足h≥80mm，且h≥（1/35—1/40）L，所以取100mm。2.9.1荷載計(jì)算面層板自重板底抹灰活載總計(jì)2.9.2內(nèi)力計(jì)算2.9.3配筋計(jì)算，，fy=300N/mm2。由表查的，選用?5@120，As=163mm22.10平臺(tái)梁計(jì)算h≥（1/12—1/15）L，取300mm，b=(1/2—1/3)h，取150mm。2.10.1荷載計(jì)算梯段板傳休息平臺(tái)傳梁自重總計(jì)2.10.2內(nèi)力計(jì)算2.10.3配筋計(jì)算

ho=300-35=265mm由表查的，選用320，As=942mm21/2×31.70×3.6=57.06kN0.25×1×14.3×150×265=142.11kN>Vmax=57.06kN0.7×1×1.43×150×265=39.79kN<Vmax=57.06kN所以，只需按構(gòu)造要求配置箍筋，選?6@150雙肢箍筋。0.127%滿足要求。2.11現(xiàn)澆樓面板設(shè)計(jì)2.11.1雙向板肋形樓蓋h≥L/50=7200/50=144mm圖2-25樓面板示意圖辦公樓樓板取150mm，h0=150-20=130mm；樓道部分取100mm，h0=100-20=80mm。2.11.2求支座中點(diǎn)最大彎矩荷載情況：辦公室部分：恒載設(shè)計(jì)值：g=4.442×1.2=5.33kN/m2活載設(shè)計(jì)值：p=2.5×1.4=3.5kN/m2樓道部分：恒載設(shè)計(jì)值：g=3.192×1.2=3.83kN/m2活載設(shè)計(jì)值：p=3.5×1.4=4.9kN/m2故辦公室部分：q=5.33+3.5=8.83kN/m2則q’=5.33+1.75=7.08kN/m2q’’=1/2×3.5=1.75kN/m2故樓道部分：q