通廊剛架計算書

通廊剛架計算書質(zhì)量集中節(jié)點號質(zhì)量重量（KN）17.369水平地震標(biāo)準(zhǔn)值作用底層剪力： 0. 550底層最小地震剪力（抗震規(guī)范5.2.5條）：0. 118各質(zhì)點地震力調(diào)整系數(shù)： 1. 000地震力調(diào)整后剪重比： 0.075周期（已乘折減系數(shù)）振型號周期（s）10.4862.右地震地震力計算質(zhì)量集中信息質(zhì)量集中節(jié)點號質(zhì)量重量（KN）27.369水平地震標(biāo)準(zhǔn)值作用底層剪力： 0.550底層最小地震剪力（抗震規(guī)范5.2.5條）：0.118各質(zhì)點地震力調(diào)整系數(shù)： 1.000地震力調(diào)整后剪重比： 0.075周期（已乘折減系數(shù)）振型號周期（s）10.4868.內(nèi)力計算結(jié)果1.單工況內(nèi)力柱內(nèi)力工況單元I端N(kN)I端V(kN)I端M(kN.m)n端N(kN)n端V(kN)II端M(kN.m)恒荷載12.8-0.30.0-2.50.3-0.822.80.30.0-2.5-0.30.8左風(fēng)11-4.80.60.04.8-0.61.52-4.8-0.60.04.80.6-1.5工況單元I端N(kN)I端V(kN)I"而M(kN.m)II端N(kN)II端V(kN)n端M(kN.m)右風(fēng)110.00.00.00.00.00.020.00.00.00.00.00.0左地震1-0.60.3-0.00.6-0.30.820.60.3-o.o-0.6-0.30.8右地震10.6-0.3-0.0-0.60.3-0.82-0.6-0.3-0.00.60.3-0.8梁內(nèi)力工況號單元號I端N(kN)I端V(kN)I端M(kN.m)11端N(kN)n端V(kN)n端M(kN.m)恒荷載10.32.50.8-0.32.5-0.8左風(fēng)11-0.6-4.8-1.50.6-4.81.5右風(fēng)110.00.00.00.00.00.0左地震10.0-0.6-0.8-0.00.6-0.8右地震1-0.00.60.80.0-0.60.8.節(jié)點位移恒荷載工況下節(jié)點位移（mm）節(jié)點號X向位移Y向位移10.000.032-0.000.03活荷載工況下節(jié)點位移（mm）節(jié)點號X向位移Y向位移10.000.022-0.000.02節(jié)點側(cè)向（水平向）位移（mm）工況節(jié)點5x節(jié)點6x左風(fēng)11-0.0020.0030.0040.00右風(fēng)110.0020.0030.0040.00左地震17.1927.1930.0040.00工況節(jié)點5x節(jié)點5x右地震1-7.192-7.1930.0040.00.構(gòu)件設(shè)計結(jié)果匯總鋼柱驗算結(jié)果柱號應(yīng)力比剪應(yīng)力比平面內(nèi)穩(wěn)定平面外穩(wěn)定腹板高厚比翼緣寬厚比平面內(nèi)長細(xì)比平面外長細(xì)比質(zhì)量(kg)狀態(tài)10.25—0.330.18——179.2466.8224.4通過20.25—0.330.18——179.2466.8224.4通過鋼梁驗算結(jié)果梁號應(yīng)力比剪應(yīng)力比平面內(nèi)（上端）穩(wěn)定平面外（下端）穩(wěn)定腹板高厚比翼緣寬厚比質(zhì)量（kg）狀態(tài)10.33—0.350.25——23.1通過.構(gòu)件設(shè)計結(jié)果.鋼柱1 設(shè)計結(jié)果截面類型=77;布置角度=0;計算長度：Lx=6.97,Ly=2.60;長細(xì)比:入x=179.2,人y=66.8構(gòu)件長度=2.60;計算長度系數(shù)：Ux=2.68Uy=l.00抗震等級：四級薄壁方鋼管：B=100,T=4.00軸壓截面分類:X軸:b類，丫軸:b類構(gòu)件鋼號：Q235寬厚比等級:S4驗算規(guī)范：薄鋼規(guī)范GB50018-2002\I端n端組合MNVMNV10.003.68-0.39-1.03-3.300.3920.006.68-0.75-1.96-6.300.7530.006.68-0.75-1.96-6.300.7540.003.68-0.39-1.03-3.300.3950.002.83-0.30-0.79-2.540.3060.005.83-0.66-1.72-5.540.6670.005.83-0.66-1.72-5.540.6680.002.83-0.30-0.79-2.540.3090.00-3.520.471.213.90-0.47100.003.68-0.39-1.03-3.300.39110.003.68-0.39-1.03-3.300.39120.003.68-0.39-1.03-3.300.39130.00-4.370.561.454.66-0.56140.002.83-0.30-0.79-2.540.30150.002.83-0.30-0.79-2.540.30160.002.83-0.30-0.79-2.540.30170.00-0.640.120.32L02-0.12180.003.68-0.39-1.03-3.300.39190.003.68-0.39-1.03-3.300.39200.003.68-0.39-1.03-3.300.39210.002.36-0.24-0.62-1.980.24220.006.68-0.75-1.96-6.300.75230.006.68-0.75-1.96-6.300.75240.006.68-0.75-1.96-6.300.75250.002.36-0.24-0.62-1.980.24260.006.68-0.75-1.96-6.300.75270.006.68-0.75-1.96-6.300.75280.006.68-0.75-1.96-6.300.75290.00-0.640.120.321.02-0.12300.003.68-0.39-1.03-3.300.39310.003.68-0.39-1.03-3.300.39320.003.68-0.39-1.03-3.300.39330.00-1.490.210.551.78-0.21340.002.83-0.30-0.79-2.540.30350.002.83-0.30-0.79-2.540.30360.002.83-0.30-0.79-2.540.30370.001.51-0.15-0.38-1.220.15380.005.83-0.66-1.72-5.540.66390.005.83-0.66-1.72-5.540.66400.005.83-0.66-1.72-5.540.66410.001.51-0.15-0.38-1.220.15420.005.83-0.66-1.72-5.540.66430.005.83-0.66-1.72-5.540.66440.005.83-0.66-1.72-5.540.66450.00-1.490.210.551.78-0.21460.002.83-0.30-0.79-2.540.30470.002.83-0.30-0.79-2.540.30480.002.83-0.30-0.79-2.540.30490.00-3.520.471.213.90-0.47500.003.68-0.39-1.03-3.300.39510.003.68-0.39-1.03-3.300.39520.003.68-0.39-1.03-3.300.39530.00-1.420.220.561.80-0.22540.005.78-0.65-1.68-5.400.65550.005.78-0.65-1.68-5.400.65560.005.78-0.65-1.68-5.400.65570.00-1.420.220.561.80-0.22580.005.78-0.65-1.68-5.400.65590.005.78-0.65-1.68-5.400.65600.005.78-0.65-1.68-5.400.65610.00-3.520.471.213.90-0.47620.003.68-0.39-1.03-3.300.39630.003.68-0.39-1.03-3.300.39640.003.68-0.39-1.03-3.300.39650.00-4.370.561.454.66-0.56660.002.83-0.30-0.79-2.540.30670.002.83-0.30-0.79-2.540.30680.002.83-0.30-0.79-2.540.30690.00-2.270.310.802.56-0.31700.004.93-0.55-1.44-4.640.55710.004.93-0.55-1.44-4.640.55720.004.93-0.55-1.44-4.640.55730.00-2.270.310.802.56-0.31740.004.93-0.55-1.44-4.640.55750.004.93-0.55-1.44-4.640.55760.004.93-0.55-1.44-4.640.55770.00-4.370.561.454.66-0.56780.002.83-0.30-0.79-2.540.30790.002.83-0.30-0.79-2.540.30800.002.83-0.30-0.79-2.540.30810.002.840.010.02-2.46-0.01820.004.52-0.80-2.08-4.140.80830.004.14-0.15-0.38-3.760.15840.005.82-0.95-2.48-5.440.95850.004.14-0.15-0.38-3.760.15860.005.82-0.95-2.48-5.440.95870.002.840.010.02-2.46-0.01880.004.52-0.80-2.08-4.140.80890.001.990.100.26-1.70-0.10900.003.67-0.71-1.84-3.380.71910.002.99-0.02-0.05-2.700.02920.004.67-0.83-2.15-4.380.83930.002.99-0.02-0.05-2.700.02940.004.67-0.83-2.15-4.380.83950.001.990.100.26-1.70-0.10960.003.67-0.71-1.84-3.380.71強度計算最大應(yīng)力對應(yīng)組合號：2,M=0.00,N=6.68,M=-1.96,N=-6.30強度計算最大應(yīng)力（N/mm*mm）=51.09強度計算最大應(yīng)力比=0.249平面內(nèi)穩(wěn)定計算最大應(yīng)力（N/mm*mm）=68.31平面內(nèi)穩(wěn)定計算最大應(yīng)力比=0.333平面外穩(wěn)定計算最大應(yīng)力（N/mm*mm）=37.37平面外穩(wěn)定計算最大應(yīng)力比=0.182強度計算最大應(yīng)力＜f=205.00平面內(nèi)穩(wěn)定計算最大應(yīng)力＜f=205.00平面外穩(wěn)定計算最大應(yīng)力＜f=205.00壓機平面內(nèi)長細(xì)比入=179.W［入］=180壓桿,平面外長細(xì)比入=67.W［入］=180構(gòu)件重量(Kg)=24.38.鋼柱2設(shè)計結(jié)果截面類型=77;布置角度=0;計算長度：Lx=6.97,Ly=2.60;長細(xì)比：入x=179.2,7y=66.8構(gòu)件長度=2.60;計算長度系數(shù)：Ux=2.68Uy=L00抗震等級：四級薄壁方鋼管：B=100,T=4.00軸壓截面分類:X軸:b類，Y軸:b類構(gòu)件鋼號：Q235寬厚比等級:S4驗算規(guī)范：薄鋼規(guī)范GB50018-2002\I端H端組合MNVMNV10.006.680.751.96-6.30-0.7520.003.680.391.03-3.30-0.3930.006.680.751.96-6.30-0.7540.003.680.391.03-3.30-0.3950.005.830.661.72-5.54-0.6660.002.830.300.79-2.54-0.3070.005.830.661.72-5.54-0.6680.002.830.300.79-2.54-0.3090.00-3.52-0.47-1.213.900.47100.003.680.391.03-3.30-0.39110.003.680.391.03-3.30-0.39120.003.680.391.03-3.30-0.39130.00-4.37-0.56-1.454.660.56140.002.830.300.79-2.54-0.30150.002.830.300.79-2.54-0.30160.002.830.300.79-2.54-0.30170.002.360.240.62-1.98-0.24180.006.680.751.96-6.30-0.75190.006.680.751.96-6.30-0.75200.006.680.751.96-6.30-0.75210.00-0.64-0.12-0.321.020.12220.003.680.391.03-3.30-0.39230.003.680.391.03-3.30-0.39240.003.680.391.03-3.30-0.39250.002.360.240.62-1.98-0.24260.006.680.751.96-6.30-0.75270.006.680.751.96-6.30-0.75280.006.680.751.96-6.30-0.75290.00-0.64-0.12-0.321.020.12300.003.680.391.03-3.30-0.39310.003.680.391.03-3.30-0.39320.003.680.391.03-3.30-0.39330.001.510.150.38-1.22-0.15340.005.830.661.72-5.54-0.66350.005.830.661.72-5.54-0.66360.005.830.661.72-5.54-0.66370.00-1.49-0.21-0.551.780.21380.002.830.300.79-2.54-0.30390.002.830.300.79-2.54-0.30400.002.830.300.79-2.54-0.30410.001.510.150.38-1.22-0.15420.005.830.661.72-5.54-0.66430.005.830.661.72-5.54-0.66440.005.830.661.72-5.54-0.66450.00-1.49-0.21-0.551.780.21460.002.830.300.79-2.54-0.30470.002.830.300.79-2.54-0.30480.002.830.300.79-2.54-0.30490.00-1.42-0.22-0.56L800.22500.005.780.651.68-5.40-0.65510.005.780.651.68-5.40-0.65520.005.780.651.68-5.40-0.65530.00-3.52-0.47-1.213.900.47540.003.680.391.03-3.30-0.39550.003.680.391.03-3.30-0.39560.003.680.391.03-3.30-0.39570.00-1.42-0.22-0.561.800.22580.005.780.651.68-5.40-0.65590.005.780.651.68-5.40-0.65600.005.780.651.68-5.40-0.65610.00-3.52-0.47-1.213.900.47620.003.680.391.03-3.30-0.39630.003.680.391.03-3.30-0.39640.003.680.391.03-3.30-0.39650.00-2.27-0.31-0.802.560.31660.004.930.551.44~4.64-0.55670.004.930.551.44-4.64-0.55680.004.930.551.44-4.64-0.55690.00-4.37-0.56-1.454.660.56700.002.830.300.79-2.54-0.30710.002.830.300.79-2.54-0.30720.002.830.300.79-2.54-0.30730.00-2.27-0.31-0.802.560.31740.004.930.551.44-4.64-0.55750.004.930.551.44~4.64-0.55760.004.930.551.44-4.64-0.55770.00-4.37-0.56-1.454.660.56780.002.830.300.79-2.54-0.30790.002.830.300.79-2.54-0.30800.002.830.300.79-2.54-0.30810.005.820.952.48-5.44-0.95820.004.140.150.38-3.76-0.15830.004.520.802.08-4.14-0.80840.002.84-0.01-0.02-2.460.01850.005.820.952.48-5.44-0.95860.004.140.150.38-3.76-0.15870.004.520.802.08-4.14-0.80880.002.84-0.01-0.02-2.460.01890.004.670.832.15-4.38-0.83900.002.990.020.05-2.70-0.02910.003.670.711.84-3.38-0.71920.001.99-0.10-0.26-1.700.10930.004.670.832.15-4.38-0.83940.002.990.020.05-2.70-0.02950.003.670.711.84-3.38-0.71960.001.99-0.10-0.26-1.700.10強度計算最大應(yīng)力對應(yīng)組合號：1,M=0.00,N=6.68,M=l.96,N=-6.30強度計算最大應(yīng)力（N/mm*mm）=51.09強度計算最大應(yīng)力比=0.249平面內(nèi)穩(wěn)定計算最大應(yīng)力（N/mm*mm）=68.31平面內(nèi)穩(wěn)定計算最大應(yīng)力比=0.333平面外穩(wěn)定計算最大應(yīng)力（N/mm*mm）=37.37平面外穩(wěn)定計算最大應(yīng)力比=0.182強度計算最大應(yīng)力＜f=205.00平面內(nèi)穩(wěn)定計算最大應(yīng)力＜f=205.00平面外穩(wěn)定計算最大應(yīng)力＜f=205.00壓桿,平面內(nèi)長細(xì)比入=179.W［入］=180壓桿,平面外長細(xì)比入=67.W［入］=180構(gòu)件重量（Kg）=24.383、鋼梁1設(shè)計結(jié)果截面類型=77;布置角度=0;計算長度：Lx=2.50,Ly=2.50構(gòu)件長度=2.50;計算長度系數(shù)：Ux=1.00Uy=l.00抗震等級：四級薄壁方鋼管：B=80,T=4.00軸壓截面分類:X軸:b類，丫軸:b類構(gòu)件鋼號：Q235寬厚比等級:S4驗算規(guī)范：薄鋼規(guī)范GB50018-2002梁剛度放大系數(shù)：1.0\I端II端組合MNVMNV11.960.756.30-1.03-0.393.30目錄TOC\o"1-5"\h\z通廊剛架計算書1\o"CurrentDocument".設(shè)計依據(jù)3\o"CurrentDocument".計算軟件信息3\o"CurrentDocument".結(jié)構(gòu)計算簡圖3\o"CurrentDocument".結(jié)構(gòu)計算信息3結(jié)構(gòu)類型： 門式剛架輕型房屋鋼結(jié)構(gòu)3\o"CurrentDocument".結(jié)構(gòu)基本信息5節(jié)點坐標(biāo)5\o"CurrentDocument".荷載與效應(yīng)組合6\o"CurrentDocument".各工況荷載表6節(jié)點荷載6\o"CurrentDocument".荷載效應(yīng)組合表7\o"CurrentDocument"震計算信息9.左地震9地震力計算質(zhì)量集中信息9\o"CurrentDocument".右地震10震力計算質(zhì)量集中信息10\o"CurrentDocument"8..內(nèi)力計算結(jié)果10\o"CurrentDocument"1.單工況內(nèi)力10柱內(nèi)力10\o"CurrentDocument".節(jié)點位移11恒荷載工況下節(jié)點位移(mm) 11\o"CurrentDocument".構(gòu)件設(shè)計結(jié)果匯總12鋼柱驗算結(jié)果12\o"CurrentDocument".構(gòu)件設(shè)計結(jié)果12\o"CurrentDocument"2,鋼柱2設(shè)計結(jié)果16\o"CurrentDocument"3、鋼梁1設(shè)計結(jié)果19梁的彎矩包絡(luò)22\o"CurrentDocument".荷載與計算結(jié)果簡圖23\o"CurrentDocument".結(jié)構(gòu)簡圖23.荷載簡圖24\o"CurrentDocument".應(yīng)力比圖27.撓度圖2821.030.393.30-1.96-0.756.3031.960.756.30-1.96-0.756.304L030.393.30-1.03-0.393.3051.720.665.54-0.79-0.302.5460.790.302.54-1.72-0.665.5471.720.665.54-1.72-0.665.5480.790.302.54-0.79-0.302.549-1.21-0.47-3.901.210.47-3.90101.030.393.30-1.03-0.393.30111.030.393.30-1.03-0.393.30121.030.393.30-1.03-0.393.3013-1.45-0.56-4.661.450.56-4.66140.790.302.54-0.79-0.302.54150.790.302.54-0.79-0.302.54160.790.302.54-0.79-0.302.54170.620.24L980.320.12-1.02181.960.756.30-1.03-0.393.30191.960.756.30-1.03-0.393.30201.960.756.30-1.03-0.393.3021-0.32-0.12-1.02-0.62-0.241.98221.030.393.30-1.96-0.756.30231.030.393.30-1.96-0.756.30241.030.393.30-1.96-0.756.30250.620.241.98-0.62-0.241.98261.960.756.30-1.96-0.756.30271.960.756.30-1.96-0.756.30281.960.756.30-1.96-0.756.3029-0.32-0.12-1.020.320.12-1.02301.030.393.30-1.03-0.393.30311.030.393.30-1.03-0.393.30321.030.393.30-1.03-0.393.30330.380.151.220.550.21-1.78341.720.665.54-0.79-0.302.54351.720.665.54-0.79-0.302.54361.720.665.54-0.79-0.302.5437-0.55-0.21-1.78-0.38-0.151.22380.790.302.54-1.72-0.665.54390.790.302.54-1.72-0.665.54400.790.302.54-1.72-0.665.54410.380.151.22-0.38-0.151.22421.720.665.54-1.72-0.665.54431.720.665.54-1.72-0.665.54441.720.665.54-1.72-0.665.5445-0.55-0.21-1.780.550.21-1.78460.790.302.54-0.79-0.302.54470.790.302.54-0.79-0.302.54480.790.302.54-0.79-0.302.5449-0.56-0.22-1.801.210.47-3.90501.680.655.40-1.03-0.393.30511.680.655.40-1.03-0.393.30521.680.655.40-1.03-0.393.3053-1.21-0.47-3.900.560.22-1.80541.030.393.30-1.68-0.655.40551.030.393.30-1.68-0.655.40561.030.393.30-1.68-0.655.4057-0.56-0.22-1.800.560.22-1.80581.680.655.40-1.68-0.655.40591.680.655.40-1.68-0.655.40601.680.655.40-1.68-0.655.4061-1.21-0.47-3.901.210.47-3.90621.030.393.30-1.03-0.393.30631.030.393.30-1.03-0.393.30641.030.393.30-1.03-0.393.3065-0.80-0.31-2.561.450.56~4.66661.440.554.64-0.79-0.302.54671.440.554.64-0.79-0.302.54681.440.554.64-0.79-0.302.5469-1.45-0.56-4.660.800.31-2.56700.790.302.54-1.44-0.554.64710.790.302.54-1.44-0.554.64720.790.302.54-1.44-0.554.6473-0.80-0.31-2.560.800.31-2.56741.440.554.64-1.44-0.554.64751.440.554.64-1.44-0.554.64761.440.554.64-1.44-0.554.6477-1.45-0.56-4.661.450.56-4.66780.790.302.54-0.79-0.302.54790.790.302.54-0.79-0.302.54800.790.302.54-0.79-0.302.54810.380.553.76-2.08-0.394.14822.480.555.440.02-0.392.4683-0.020.392.46-2.48-0.555.44842.080.394.14-0.38-0.553.76850.380.553.76-2.48-0.555.44862.480.555.44-0.38-0.553.7687-0.020.392.46-2.08-0.394.14882.080.394.140.02-0.392.46890.050.422.70-1.84-0.303.38902.150.424.380.26-0.301.7091-0.260.30L70-2.15-0.424.38921.840.303.38-0.05-0.422.70930.050.422.70-2.15-0.424.38942.150.424.38-0.05-0.422.7095-0.260.301.70-1.84-0.303.38961.840.303.380.26-0.301.70梁的彎矩包絡(luò)梁下部受拉截面1234567-1.45-0.87-1.54-1.98-1.54-0.87-1.45梁上部受拉截面12345672.480.611.141.461.140.612.48強度計算最大應(yīng)力(N/=67.48強度計算應(yīng)力比=0.329平面內(nèi)穩(wěn)定最大應(yīng)力(N/mm*mm)=72.31平面內(nèi)穩(wěn)定計算最大應(yīng)力比=0.353平面外穩(wěn)定最大應(yīng)力(N/mm*mm)=50.80平面外穩(wěn)定計算最大應(yīng)力比=0.248強度計算最大應(yīng)力＜f=205.00平面內(nèi)穩(wěn)定最大應(yīng)力＜f=205.00平面外穩(wěn)定最大應(yīng)力＜f=205.00(恒+活)梁的撓度mm截面12345670.001.382.693.212.691.380.00最大撓度值=3.21最大撓度/梁跨度=1/779.構(gòu)件重量(Kg)=23.05風(fēng)荷載作用下柱頂最大水平(X向)位移：節(jié)點(2),水平位移dx=0.003(mm)=H/876964.地震荷載作用下柱頂最大水平(X向)位移：節(jié)點(1),水平位移dx=7.193(mm)=H/361.梁的(恒+活)最大撓度：梁(1),撓跨比=1/779.風(fēng)載作用下柱頂最大水平位移：H/876964＜柱頂位移容許值：H/60地震作用下柱頂最大水平位移：H/36k柱頂位移容許值：H/60梁的(恒+活)最大撓跨比：1/77伙梁的容許撓跨比：1/180所有鋼柱的總重量(Kg)=49.所有鋼梁的總重量(Kg)=23.鋼梁與鋼柱重量之和(Kg)=72.12.荷載與計算結(jié)果簡圖1.結(jié)構(gòu)簡圖(200.F0S8蒯位(4002C4*1BGoo.F00I8蒯和@圖13-1剛架簡圖2.荷載簡圖1.92圖13-1恒載簡圖1.6圖13-2活載簡圖3.應(yīng)力比圖3.84圖13-3左風(fēng)1簡圖0.330.350.25、0.33(17C U-70.33(17C U-70.25 0.25C7。，U-7、圖13-7應(yīng)力比圖4-撓度圖1/778■1/1767.設(shè)計依據(jù)《建筑結(jié)構(gòu)荷載規(guī)范》(GB50009-2012);《建筑抗震設(shè)計規(guī)范》(GB50011-2010);《鋼結(jié)構(gòu)設(shè)計標(biāo)準(zhǔn)》(GB50017-2017);《門式剛架輕型房屋鋼結(jié)構(gòu)技術(shù)規(guī)范》(GB51022-2015);《建筑結(jié)構(gòu)可靠性設(shè)計統(tǒng)一標(biāo)準(zhǔn)》(GB50068-2018)《工程結(jié)構(gòu)通用規(guī)范》(GB55001-2021)《建筑與市政工程抗震通用規(guī)范》(GB55002-2021)《鋼結(jié)構(gòu)通用規(guī)范》(GB55006-2021).計算軟件信息本工程計算軟件為PKPM鋼結(jié)構(gòu)設(shè)計軟件2021VI.2.0版。計算日期為2022年11月9日10時48分10秒。.結(jié)構(gòu)計算簡圖§CXI1方管B80*4.002284圖1-1結(jié)構(gòu)簡圖.結(jié)構(gòu)計算信息結(jié)構(gòu)類型： 門式剛架輕型房屋鋼結(jié)構(gòu)設(shè)計規(guī)范：按《門式剛架輕型房屋鋼結(jié)構(gòu)技術(shù)規(guī)范》(GB51022-2015)計算結(jié)構(gòu)重要性系數(shù)：1.00TOC\o"1-5"\h\z節(jié)點總數(shù)： 4柱數(shù)： 2梁數(shù)： 1支座約束數(shù)：2標(biāo)準(zhǔn)截面總數(shù)：2荷載分項系數(shù)：恒載：1.30活載：1.50風(fēng)載：1.50地震：1.40吊車：1.50重力荷載分項系數(shù)： 1.30活荷載計算信息：考慮活荷載不利布置考慮結(jié)構(gòu)使用年限的活荷載調(diào)整系數(shù)：L00風(fēng)荷載計算信息： 計算風(fēng)荷載鋼材：Q235梁柱自重計算信息：柱梁自重都計算恒載作用下柱的軸向變形：考慮梁柱自重計算增大系數(shù)：1.20梁剛度增大系數(shù)：1.00鋼結(jié)構(gòu)凈截面面積與毛截面面積比：0.95門式剛架梁平面內(nèi)的整體穩(wěn)定性：按壓彎構(gòu)件驗算程序自動確定允許的長細(xì)比鋼梁(恒+活)容許撓跨比：1/180柱頂容許水平位移/柱高：1/60地震影響系數(shù)取值依據(jù)：10抗規(guī)(2016修訂版)特征周期(s):0.45水平地震影響系數(shù)最大值amax:0.0800地震作用計算：計算水平地震作用計算振型數(shù)：3地震烈度：7.00場地土類別：II類附加重量節(jié)點數(shù)：0設(shè)計地震分組：第一組周期折減系數(shù)：o.80地震力計算方法：振型分解法結(jié)構(gòu)阻尼比：0.050按GB50011-2010地震效應(yīng)增大系數(shù)：1.050防火設(shè)計計算信息：不考慮防火設(shè)計.結(jié)構(gòu)基本信息節(jié)點坐標(biāo)節(jié)點號XY節(jié)點號XY10.002.6022.502.6030.000.0042.500.00柱關(guān)聯(lián)號柱號節(jié)點I節(jié)點n柱號節(jié)點I節(jié)點n131242梁關(guān)聯(lián)號梁號節(jié)點I節(jié)點n梁號節(jié)點I節(jié)點n112柱節(jié)點偏心（m）節(jié)點號柱偏心值節(jié)點號柱偏心值節(jié)點號柱偏心值10.00020.00030.00040.000標(biāo)準(zhǔn)截面信息截面號截面信息1薄壁方鋼管：B100*4.00B*T=100*4.002薄壁方鋼管：B80*4.00B*T=80*4.00柱布置截面號,約束信息,截面布置角度柱號標(biāo)準(zhǔn)截面號柱號標(biāo)準(zhǔn)截面號1121約束信息截面布置角度I端錢接0I端錢接0梁布置截面號,約束信息梁號標(biāo)準(zhǔn)截面號約束信息12兩端剛接截面特性截面號Xc(mm)Yc(mm)lx(cm4)ly(cm4)A(cm2)150.050.0226.3226.311.9240.040.0111.0111.011.7截面號ix(cm)iy(cm)Wlx(cm3)W2x(cm3)Wly(cm3)W2y(cm3)13.93.945.345.345.345.323.13.127.827.827.827.8.荷載與效應(yīng)組合.各工況荷載表節(jié)點荷載工況節(jié)點號彎矩垂直力水平力—————柱荷載工況柱號荷載類型荷載值荷載參數(shù)1荷載參數(shù)2——————梁荷載工況連續(xù)數(shù)荷載個數(shù)荷載類型荷載值1荷載參數(shù)1荷載值2荷載參數(shù)2恒荷載1111.920.000.000.00活荷載1111.600.000.000.00左風(fēng)1111-3.840.000.000.00.荷載效應(yīng)組合表(1)柱內(nèi)力的組合值柱內(nèi)力的組合(1)1.3恒+1.5活1(2)1.3恒+1.5活2(3)1.3恒+1.5活3(4)1.3恒+1.5活4(5)1.0恒+L5活1(6)1.0恒+1.5活2(7)1.0恒+1.5活3(8)1.0恒+1.5活4(9)L3恒+1.5左風(fēng)1(10)1.3恒+1.5右風(fēng)1(11)1.3恒+1.5左風(fēng)2(12)1.3恒+1.5右風(fēng)2(13)1.0恒+1.5左風(fēng)1(14)1.0恒+1.5右風(fēng)1(15)1.0恒+1.5左風(fēng)2(16)L0恒+1.5右風(fēng)2(17)1.3恒+1.5活1+0.9左風(fēng)1(18)1.3恒+1.5活1+0.9右風(fēng)1(19)1.3恒+1.5活1+0.9左風(fēng)2(20)1.3恒+1.5活1+0.9右風(fēng)2(21)1.3恒+L5活2+0.9左風(fēng)1(22)1.3恒+L5活2+0.9右風(fēng)1(23)1.3恒+1.5活2+0.9左風(fēng)2(24)1.3恒+1.5活2+0.9右風(fēng)2(25)1.3恒+1.5活3+0.9左風(fēng)1(26)1.3恒+1.5活3+0.9右風(fēng)1(27)1.3恒+1.5活3+0.9左風(fēng)2(28)1.3恒+1.5活3+0.9右風(fēng)2(29)1.3恒+L5活4+0.9左風(fēng)1(30)1.3恒+1.5活4+0.9右風(fēng)1(31)1.3恒+L5活4+0.9左風(fēng)2(32)1.3恒+L5活4+0.9右風(fēng)2(33)1.0恒+1.5活1+0.9左風(fēng)1(34)1.0恒+1.5活1+0.9右風(fēng)1(35)1.0恒+1.5活1+0.9左風(fēng)2(36)1.0恒+L5活1+0.9右風(fēng)2(37)1.0恒+1.5活2+0.9左風(fēng)1(38)1.0恒+1.5活2+0.9右風(fēng)1(39)1.0恒+L5活2+0.9左風(fēng)2(40)1.0恒+L5活2+0.9右風(fēng)2(41)1.0恒+1.5活3+0.9左風(fēng)1(42)1.0恒+1.5活3+0.9右風(fēng)1(43)1.0恒+1.5活3+0.9左風(fēng)2(44)1.0恒+L5活3+0.9右風(fēng)2(45)1.0恒+1.5活4+0.9左風(fēng)1(46)1.0恒+1.5活4+0.9右風(fēng)1(47)1.0恒+1.5活4+0.9左風(fēng)2(48)1.0恒+1.5活4+0.9右風(fēng)2(49)1.3恒+L05活1+1.5左風(fēng)1(50)1.3恒+L05活1+1.5右風(fēng)1(51)1.3恒+1.05活1+1.5左風(fēng)2(52)1.3恒+L05活1+1.5右風(fēng)2(53)1.3恒+1.05活2+1.5左風(fēng)1(54)1.3恒+1.05活2+1.5右風(fēng)1(55)1.3恒+1.05活2+1.5左風(fēng)2(56)1.3恒+L05活2+1.5右風(fēng)2(57)1.3恒+L05活3+1.5左風(fēng)1(58)1.3恒+L05活3+1.5右風(fēng)1(59)1.3恒+1.05活3+1.5左風(fēng)2(60)1.3恒+L05活3+1.5右風(fēng)2(61)1.3恒+1.05活4+1.5左風(fēng)1(62)1.3恒+L05活4+1.5右風(fēng)1(63)1.3恒+L05活4+1.5左風(fēng)2(64)1.3恒+L05活4+1.5右風(fēng)2(65)1.0恒+1.05活1+1.5左風(fēng)1(66)1.0恒+L05活1+1.5右風(fēng)1柱內(nèi)力的組合(67)1.0恒+1.05活1+1.5左風(fēng)2(68)1.0恒+L05活1+1.5右風(fēng)2(69)1.0恒+L05活2+1.5左風(fēng)1(70)1.0恒+L05活2+1.5右風(fēng)1(71)1.0恒+1.05活2+1.5左風(fēng)2(72)1.0恒+L05活2+1.5右風(fēng)2(73)1.0恒+L05活3+1.5左風(fēng)1(74)1.0恒+L05活3+1.5右風(fēng)1(75)1.0恒+L05活3+1.5左風(fēng)2(76)1.0恒+L05活3+1.5右風(fēng)2(77)1.0恒+1.05活4+L5左風(fēng)1(78)1.0恒+L05活4+1.5右風(fēng)1(79)1.0恒+L05活4+1.5左風(fēng)2(80)1.0恒+1.05活4+1.5右風(fēng)2(81)1.3恒+0.65活1+1.4左地震(82)1.3恒+0.65活1+1.4右地震(83)1.3恒+0.65活2+1.4左地震(84)1.3恒+0.65活2+1.4右地震(85)1.3恒+0.65活3+1.4左地震(86)1.3恒+0.65活3+1.4右地震(87)1.3恒+0.65活4+1.4左地震(88)1.3恒+0.65活4+1.4右地震(89)1.0恒+0.5活1+1.4左地震(90)1.0恒+0.5活1+1.4右地震(91)1.0恒+0.5活2+1.4左地震(92)1.0恒+0.5活2+1.4右地震(93)1.0恒+0.5活3+1.4左地震(94)1.0恒+0.5活3+1.4右地震(95)1.0恒+0.5活4+1.4左地震(96)1.0恒+0.5活4+1.4右地震(2)梁內(nèi)力的組合值梁內(nèi)力組合(1)1.3恒+1.5活1(2)1.3恒+1.5活2(3)L3恒+1.5活3(4)1.3恒+L5活4(5)1.0恒+1.5活1(6)L0恒+1.5活2(7)1.0恒+1.5活3(8)1.0恒+1.5活4(9)1.3恒+1.5左風(fēng)1(10)1.3恒+1.5右風(fēng)1(11)1.3恒+1.5左風(fēng)2(12)1.3恒+1.5右風(fēng)2(13)1.0恒+1.5左風(fēng)1(14)1.0恒+1.5右風(fēng)1(15)1.0恒+1.5左風(fēng)2(16)1.0恒+1.5右風(fēng)2(17)1.3恒+1.5活1+0.9左風(fēng)1(18)1.3恒+1.5活1+0.9右風(fēng)1(19)1.3恒+1.5活1+0.9左風(fēng)2(20)1.3恒+1.5活1+0.9右風(fēng)2(21)1.3恒+1.5活2+0.9左風(fēng)1(22)1.3恒+L5活2+0.9右風(fēng)1(23)1.3恒+1.5活2+0.9左風(fēng)2(24)1.3恒+1.5活2+0.9右風(fēng)2(25)1.3恒+L5活3+0.9左風(fēng)