DS多高層鋼框架結(jié)構(gòu)設(shè)計計算書

同濟大學(xué)3D3S軟件★★★★★多高層框架計算書★★★★★工程名：設(shè)計單位：計算人：計算時間：TueAug0411:41:542009工程負責(zé)人：檢查：審核：一、計算簡圖結(jié)構(gòu)計算簡圖支座節(jié)點編號圖節(jié)點編號圖單元編號圖二、幾何信息各單元信息如下表：單元號截面名稱長度(m)面積(mm22)繞2軸慣性矩(x1104mm4)繞3軸慣性矩(x1104mm4)繞2軸計算長度系數(shù)繞3軸計算長度系數(shù)小節(jié)點釋放大節(jié)點釋放1柱250x2250x99x143.10089983647105791.1011.367------2柱250x2250x99x143.10089983647105791.1011.367------3梁200x2200x88x120.1006208160146102.00040.7244------4柱250x2250x99x143.00089983647105792.3371.438------7梁200x2200x88x121.9506208160146101.0001.000------8梁200x2200x88x121.9506208160146101.0001.000------9梁200x2200x88x122.1506208160146101.0001.000------10梁200x2200x88x122.1506208160146101.0001.000------11梁200x2200x88x121.3506208160146101.0001.000---RyRz12梁200x2200x88x121.3506208160146101.0001.000---RyRz13柱250x2250x99x143.00089983647105791.2041.817------14柱250x2250x99x143.00089983647105791.2041.817------15柱250x2250x99x143.00089983647105791.3261.883------16柱250x2250x99x143.00089983647105791.3261.883------19梁200x2200x88x121.9506208160146101.0001.000------20梁200x2200x88x121.9506208160146101.0001.000------21梁200x2200x88x122.1506208160146101.0001.000------22梁200x2200x88x122.1506208160146101.0001.000------23梁200x2200x88x121.3506208160146101.0001.000---RyRz24梁200x2200x88x121.3506208160146101.0001.000---RyRz25柱250x2250x99x143.00089983647105791.2051.822------26柱250x2250x99x143.00089983647105791.2051.822------27柱250x2250x99x143.00089983647105791.5271.889------28柱250x2250x99x143.00089983647105791.5271.889------31梁200x2200x88x121.9506208160146101.0001.000------32梁200x1100x55.5x881.950261213417611.0001.000------33梁200x2200x88x122.1506208160146101.0001.000------34梁200x2200x88x122.1506208160146101.0001.000------35梁200x2200x88x121.3506208160146101.0001.000---RyRz36梁200x2200x88x121.3506208160146101.0001.000---RyRz37柱250x2250x99x143.00089983647105791.2052.182------38柱250x2250x99x143.00089983647105791.2052.182------39柱250x2250x99x143.00089983647105791.5271.889------40柱250x2250x99x143.00089983647105791.5271.889------43梁200x1100x55.5x881.950261213417611.0001.000------44梁200x2200x88x121.9506208160146101.0001.000------45梁200x2200x88x122.1506208160146101.0001.000------46梁200x2200x88x122.1506208160146101.0001.000------47梁200x2200x88x121.3506208160146101.0001.000---RyRz48梁200x2200x88x121.3506208160146101.0001.000---RyRz49柱250x2250x99x143.00089983647105791.2052.182------50柱250x2250x99x143.00089983647105791.2052.182------51柱250x2250x99x143.00089983647105791.3261.889------52柱250x2250x99x143.00089983647105791.3261.889------55梁200x2200x88x121.9506208160146101.0001.000------56梁200x2200x88x121.9506208160146101.0001.000------57梁200x2200x88x122.1506208160146101.0001.000------58梁200x2200x88x122.1506208160146101.0001.000------59梁200x2200x88x121.3506208160146101.0001.000---RyRz60梁200x2200x88x121.3506208160146101.0001.000---RyRz61柱250x2250x99x143.00089983647105791.1551.628------62柱250x2250x99x143.00089983647105791.1551.628------63柱250x2250x99x143.00089983647105791.2461.680------64柱250x2250x99x143.00089983647105791.2461.680------67梁200x2200x88x121.9506208160146101.0001.000------68梁200x2200x88x121.9506208160146101.0001.000------69梁200x2200x88x122.1506208160146101.0001.000------70梁200x2200x88x122.1506208160146101.0001.000------71梁200x2200x88x121.3506208160146101.0001.000---RyRz72梁200x2200x88x121.3506208160146101.0001.000---RyRz73梁200x1100x55.5x881.950261213417611.0001.000RyRzRyRz74梁200x1100x55.5x881.950261213417611.0001.000RyRzRyRz75梁200x1100x55.5x881.950261213417611.0001.000RyRzRyRz76梁200x1100x55.5x881.950261213417611.0001.000RyRzRyRz77梁200x1100x55.5x881.950261213417611.0001.000RyRzRyRz78梁200x1100x55.5x881.950261213417611.0001.000RyRzRyRz79角63x4,,B01.78999667382.0001.000RyRz---80角63x4,,B01.78999667382.0001.000RyRz---81角63x4,,B01.78999667381.0001.000RyRzRyRz82角63x4,,B01.78999667381.0001.000RyRzRyRz83角63x4,,B01.78999667382.0001.000RyRz---84角63x4,,B01.78999667382.0001.000RyRz---85角63x4,,B01.78999667381.0001.000RyRzRyRz86角63x4,,B01.78999667381.0001.000RyRzRyRz87角63x4,,B01.78999667381.0001.000RyRzRyRz88角63x4,,B01.78999667382.0001.000RyRz---89角63x4,,B01.78999667381.0001.000RyRzRyRz90角63x4,,B01.78999667382.0001.000RyRz---91角63x4,,B01.78999667382.0001.000RyRz---92角63x4,,B01.78999667382.0001.000RyRz---93角63x4,,B01.78999667381.0001.000RyRzRyRz94角63x4,,B01.78999667381.0001.000RyRzRyRz95角63x4,,B01.78999667381.0001.000RyRzRyRz96角63x4,,B01.78999667382.0001.000RyRz---97角63x4,,B01.78999667381.0001.000RyRzRyRz98角63x4,,B01.78999667382.0001.000RyRz---99角63x4,,B01.78999667382.0001.000RyRz---100角63x4,,B01.78999667381.0001.000RyRzRyRz101角63x4,,B01.78999667382.0001.000---RyRz102角63x4,,B01.78999667381.0001.000RyRzRyRz103梁200x2200x88x120.1006208160146102.00040.7244------104柱250x2250x99x143.00089983647105792.3371.438------三、總信息(一).一般信息結(jié)構(gòu)材料：Q235鋼砼25結(jié)構(gòu)類型：空間框架(二).地震信息規(guī)范：全國規(guī)范地震烈度及設(shè)計基本地震加速度：8度(0.16)場地類別：Ⅰ類設(shè)計地震分組：第一組重力荷載代表值組合值系數(shù)：1.00多遇水平地震影響系數(shù)最大值：0.16罕遇水平地震影響系數(shù)最大值：0.90計算振型數(shù)：9特征周期值：0.25阻尼比：0.05周期折減系數(shù)：1.00扭轉(zhuǎn)耦聯(lián)信息：不耦聯(lián)，不增大豎向地震作用系數(shù)：1.00(三).荷載信息1.節(jié)點荷載2.單元荷載(1).工況號:0*輸入荷載庫中的荷載:序號類型方向Q1(kN))Q2(kN..m)X1(mm))X2(mm))1分布荷載Z-0.6-0.60.00.0單元荷載分布圖:單元荷載序號1分布圖（實線表示荷載作用的單元）*輸入的面荷載:序號荷載類型導(dǎo)荷方式體形系數(shù)面荷載值(基本風(fēng)壓))1恒載單向桿件--2.52恒載雙向桿件--2.53恒載雙向桿件--2.54恒載雙向桿件--2.05恒載雙向桿件--2.56恒載雙向桿件--2.57恒載雙向桿件--0.5面荷載分布圖:面荷載序號1分布圖（實線表示荷載分配到的單元）面荷載序號2分布圖（實線表示荷載分配到的單元）面荷載序號3分布圖（實線表示荷載分配到的單元）面荷載序號4分布圖（實線表示荷載分配到的單元）面荷載序號5分布圖（實線表示荷載分配到的單元）面荷載序號6分布圖（實線表示荷載分配到的單元）面荷載序號7分布圖（實線表示荷載分配到的單元）(2).工況號:1*輸入荷載庫中的荷載:序號類型方向Q1(kN))Q2(kN..m)X1(mm))X2(mm))1分布荷載Z-1.0-1.00.00.0單元荷載分布圖:單元荷載序號1分布圖（實線表示荷載作用的單元）*輸入的面荷載:序號荷載類型導(dǎo)荷方式體形系數(shù)面荷載值(基本風(fēng)壓))1活載單向桿件--2.52活載雙向桿件--2.03活載雙向桿件--2.04活載雙向桿件--2.05活載雙向桿件--0.5面荷載分布圖:面荷載序號1分布圖（實線表示荷載分配到的單元）面荷載序號2分布圖（實線表示荷載分配到的單元）面荷載序號3分布圖（實線表示荷載分配到的單元）面荷載序號4分布圖（實線表示荷載分配到的單元）面荷載序號5分布圖（實線表示荷載分配到的單元）(3).工況號:2*輸入荷載庫中的荷載:序號類型方向Q1(kN))Q2(kN..m)X1(mm))X2(mm))1分布荷載X1.41.40.00.02分布荷載X0.90.90.00.03分布荷載X2.32.30.00.04分布荷載X0.60.60.00.05分布荷載X0.40.40.00.06分布荷載X1.11.10.00.0單元荷載分布圖:單元荷載序號1分布圖（實線表示荷載作用的單元）單元荷載序號2分布圖（實線表示荷載作用的單元）單元荷載序號3分布圖（實線表示荷載作用的單元）單元荷載序號4分布圖（實線表示荷載作用的單元）單元荷載序號5分布圖（實線表示荷載作用的單元）單元荷載序號號6分布圖（實實線表示荷荷載作用的的單元）((4).工況號:33*輸入荷載載庫中的荷荷載:序號類型方向Q1(kN))Q2(kN..m)X1(mm))X2(mm))1分布荷載X-1.4-1.40.00.02分布荷載X-0.9-0.90.00.03分布荷載X-2.3-2.30.00.04分布荷載X-0.6-0.60.00.05分布荷載X-0.4-0.40.00.06分布荷載X-1.1-1.10.00.0單元荷荷載分布圖圖:單元荷載序號號1分布圖（實實線表示荷荷載作用的的單元）單元荷載序號號2分布圖（實實線表示荷荷載作用的的單元）單元荷載序號號3分布圖（實實線表示荷荷載作用的的單元）單元荷載序號號4分布圖（實實線表示荷荷載作用的的單元）單元荷載序號號5分布圖（實實線表示荷荷載作用的的單元）單元荷載序號號6分布圖（實實線表示荷荷載作用的的單元）((5).工況號:44*輸入荷載載庫中的荷荷載:序號類型方向Q1(kN))Q2(kN..m)X1(mm))X2(mm))1分布荷載Y1.31.30.00.0單元荷荷載分布圖圖:單元荷載序號號1分布圖（實實線表示荷荷載作用的的單元）(四)..荷載組合合(11)1..20恒載+11.40活載工況1(2))1.220恒載+11.40風(fēng)載工況2(3))1.220恒載+11.40風(fēng)載工況3(4))1.220恒載+11.40風(fēng)載工況4(5))1.220恒載+11.40x0..90活載工況1+1.400x00.90風(fēng)載工況2(6))1.220恒載+11.40x0..90活載工況1+1.400x00.90風(fēng)載工況3(7))1.220恒載+11.40x0..90活載工況1+1.400x00.90風(fēng)載工況4(8))1.220恒載+11.20x0..50活載工況1+1.300水平地震(9)1.200恒載(10))1.220恒載+11.30水平地震(11))1.220恒載+11.40活載工況1(122)1..20恒載(五).各層的質(zhì)質(zhì)量、質(zhì)心心坐標信息息各層的質(zhì)量、質(zhì)質(zhì)心坐標信信息層號質(zhì)心X(m))質(zhì)心Y(m))質(zhì)心Z(m))質(zhì)量(t)61.0612.66115.10007.351.0612.66812.10007.441.0612.6549.1007.331.0612.69218.10007.521.0612.6616.1007.311.0612.6383.1007.5結(jié)構(gòu)總質(zhì)質(zhì)量(t)：44.33(六)..各層剛心心、剛度、承承載力等計計算信息參數(shù)說明明：Flooor：層號；；Anglle：斜交抗抗側(cè)力構(gòu)件件方向（度度）；Xc、Yc：剛心的X、Y坐標值（m）；Xstiif、Ystiif：X、Y向的層剛剛度（kN/mmm）；RatSSx、RatSSy：X、Y向的層剛剛度與上一一層剛度的的比值；RatSSx3、RatSSy3：X、Y向的層剛剛度與上三三層平均剛剛度的比值值；TypeeX、TypeeY：X、Y向的豎向向不規(guī)則的的類型；Vx、Vy：X、Y向的地震震剪力（kN）；RatVVx、RatVVy：X、Y向的剪力力與重力荷荷載代表之之的比值；；Fx,FFy：X、Y向的樓層層承載力（kN）；RatFF：本樓層層剪力與以以上樓層重重力荷載代代表值和的的比值（見GB500011--20011：不等式式（5.2..5）左右兩兩邊的比值值）；√：滿足；；×：不滿足足；各層剛心、剛剛度、承載載力等計算算信息FloorAngleXcYcXstifYstifRatSxRatSyRatSx33RatSy33TypeXTypeYVxVyRatVxRatVyFxFyRatF10.01.0613.54648.649.30.9060.9060.9060.906規(guī)則規(guī)則14.213.11.363((√)1.257((√)767.1575.41.000((√)1.000((√)20.01.0613.54653.654.41.0001.0001.0001.000規(guī)則規(guī)則13.612.31.569((√)1.422((√)767.1575.41.000((√)1.000((√)30.01.0613.54653.654.41.0001.0001.0001.000規(guī)則規(guī)則4.32.70.623((×)0.396((×)767.1575.41.000((√)1.000((√)40.01.0613.54653.654.41.0001.0000.0000.000規(guī)則規(guī)則11.710.12.260((√)1.960((√)767.1575.41.000((√)1.000((√)50.01.0613.54653.654.41.0001.0000.0000.000規(guī)則規(guī)則10.28.62.961((√)2.483((√)767.1575.41.000((√)1.000((√)60.01.0613.54653.654.40.0000.0000.0000.000規(guī)則規(guī)則8.08.54.713((√)4.949((√)767.1575.40.000((√)0.000((√)質(zhì)量參與與系數(shù)：X向：0.9223Y向：0.8774剪重比：：XX向：0.0333Y向：0.0330四、周期、地地震力與振振型(一)..周期振型號周期（秒）11.3582221.0821130.6493340.4545550.3505560.3096670.2469980.2230090.21522(二)..各地震作作用下的地地震力五、規(guī)則性判判斷(一)..數(shù)值所有位移移的單位為為毫米參數(shù)說明明：Flooor：層號；；NoCoom，NoSeer：最大總總體位移對對應(yīng)的組合合號、組合合序號；NoCoomD，NoSeerD：最大層層間位移對對應(yīng)的組合合號、組合合序號；Jmaxx-(Z))：最大豎豎向位移對對應(yīng)的節(jié)點點號；Max--(Z)：節(jié)點的的最大豎向向位移；Amaxx：最大位位移對應(yīng)的的軸線號；；AmaxxD：最大層層間位移對對應(yīng)的軸線線號；Max--(X)，Max--(Y)：X,Y方向的節(jié)節(jié)點最大位位移；Ave--(X)，Ave--(Y)：X,Y方向的層層平均位移移；Max--Dx，Max--Dy：X,Y方向的最最大層間位位移；Ave--Dx，Ave--Dy：X,Y方向的平平均層間位位移；Ratiio-(XX),Raatio--(Y)：最大位位移與層平平均位移的的比值；Ratiio-Dxx,Rattio-DDy：最大層層間位移與與平均層間間位移的比比值；h：層高；；Max--Dx/hh，Max--Dy/hh：X,Y方向的最最大層間位位移角；1..側(cè)向工況況力作用下下的樓層位位移（11）工況2：風(fēng)載作作用下的X方向樓層層位移FloorAmaxAmaxDMax-(XX)Max-DxxAve-(XX)Ave-DxxRatio--(X)Ratio--DxhMax-Dxx/h6AA373.94451.36234.78836.231.591.4230001/835AA322.58874.14198.54448.471.621.5330001/624AA248.44485.77150.08854.601.661.5730001/553AA402.73328.79241.56623.581.671.2230001/1272AA162.67795.4495.4857.121.701.6730001/531AA67.2267.2238.3638.361.751.7531001/81（22）工況2：風(fēng)載作作用下的Y方向樓層層位移FloorAmaxAmaxDMax-(YY)Max-DyyAve-(YY)Ave-DyyRatio--(Y)Ratio--DyhMax-Dyy/h61170.518.4470.518.441.001.0030001/35551162.0712.8662.0712.861.001.0030001/23341149.2117.6749.2117.671.001.0030001/17031176.125.6076.125.601.001.0030001/53521131.5419.5731.5419.571.001.0030001/15311111.9711.9711.9711.971.001.0031001/259（33）工況3：風(fēng)載作作用下的X方向樓層層位移FloorAmaxAmaxDMax-(XX)Max-DxxAve-(XX)Ave-DxxRatio--(X)Ratio--DxhMax-Dxx/h6AA374.20051.40234.91136.251.591.4230001/835AA322.80074.19198.66648.491.621.5330001/624AA248.61185.83150.17754.631.661.5730001/553AA403.00028.80241.69923.591.671.2230001/1272AA162.78895.5195.5457.161.701.6730001/521AA67.2767.2738.3838.381.751.7531001/81（44）工況3：風(fēng)載作作用下的Y方向樓層層位移FloorAmaxAmaxDMax-(YY)Max-DyyAve-(YY)Ave-DyyRatio--(Y)Ratio--DyhMax-Dyy/h61170.588.4570.588.451.001.0030001/35551162.1312.8862.1312.881.001.0030001/23341149.2517.6849.2517.681.001.0030001/17031176.195.6176.195.611.001.0030001/53521131.5719.5931.5719.591.001.0030001/15311111.9811.9811.9811.981.001.0031001/259（55）工況4：風(fēng)載作作用下的X方向樓層層位移FloorAmaxAmaxDMax-(XX)Max-DxxAve-(XX)Ave-DxxRatio--(X)Ratio--DxhMax-Dxx/h6AA0.000.000.000.000.000.00300005AA0.000.000.000.000.000.00300004AA0.000.000.000.000.000.00300003AA0.000.000.000.000.000.00300002AA0.000.000.000.000.000.00300001AA0.000.000.000.000.000.0031000（66）工況4：風(fēng)載作作用下的Y方向樓層層位移FloorAmaxAmaxDMax-(YY)Max-DyyAve-(YY)Ave-DyyRatio--(Y)Ratio--DyhMax-Dyy/h61155.1310.9255.1310.921.001.0030001/27551144.2112.7044.2112.701.001.0030001/23641131.5113.5731.5113.571.001.0030001/22131164.609.4864.609.481.001.0030001/31721117.9412.0417.9412.041.001.0030001/2491115.905.905.905.901.001.0031001/525（77）地震工工況1作用下的X方向樓層層位移FloorAmaxAmaxDMax-(XX)Max-DxxAve-(XX)Ave-DxxRatio--(X)Ratio--DxhMax-Dxx/h6AA46.827.6532.476.071.441.2630001/4955AA39.1710.0126.417.281.481.3830001/4124AA29.1610.7619.137.541.521.4330001/3983AC51.394.6035.724.521.441.0230001/6632AA18.4111.2511.597.271.591.5530001/4131AA7.157.154.324.321.661.6631001/717（88）地震工工況1作用下的Y方向樓層層位移FloorAmaxAmaxDMax-(YY)Max-DyyAve-(YY)Ave-DyyRatio--(Y)Ratio--DyhMax-Dyy/h6229.331.449.331.441.001.0030001/208115227.891.897.891.891.001.0030001/158664226.002.316.002.311.001.0030001/1300032210.441.1010.441.101.001.0030001/271882223.692.353.692.351.001.0030001/127881221.341.341.341.341.001.0031001/23088（99）地震工工況2作用下的X方向樓層層位移FloorAmaxAmaxDMax-(XX)Max-DxxAve-(XX)Ave-DxxRatio--(X)Ratio--DxhMax-Dxx/h6AA0.000.000.000.002.072.03300005AA0.000.000.000.002.082.04300004AA0.000.000.000.002.092.07300003AA0.000.000.000.002.131.85300002AA0.000.000.000.002.102.10300001AA0.000.000.000.002.102.1031000（110）地震工工況2作用下的Y方向樓層層位移FloorAmaxAmaxDMax-(YY)Max-DyyAve-(YY)Ave-DyyRatio--(Y)Ratio--DyhMax-Dyy/h62220.554.5720.554.571.001.0030001/65652215.984.9115.984.911.001.0030001/61141211.074.9311.074.931.001.0030001/60932224.814.2624.814.261.001.0030001/7052116.144.186.144.181.001.0030001/7181111.971.971.971.971.001.0031001/157772..豎向工況況力作用下下的樓層豎豎向位移（11）工況0：豎向恒載載作用下的的樓層最大大位移FloorJmax-((Z)Max-(ZZ)636-0530-0424-0342-0218-0112-0（22）工況1：豎向活載載作用下的的樓層最大大位移FloorJmax-((Z)Max-(ZZ)636-0530-0424-0342-0218-0112-03..組合力作作用下的樓樓層位移4..平面規(guī)則則性判斷X方向樓層層最大位移移FloorNoComNoComDDNoSerNoSerDDAmaxAmaxDMax-(XX)Max-DxxAve-(XX)Ave-DxxRatio--(X)Ratio--Dx結(jié)論6101022AA46.827.6534.146.331.371.21不規(guī)則(比值)＞11.55101022AA39.1710.0127.817.631.411.31不規(guī)則(比值)＞11.54101022AA29.1610.7620.187.921.451.36不規(guī)則(比值)≤11.5310121AA51.390.0038.730.001.330.00不規(guī)則(比值)＞11.52101022AA18.4111.2512.267.711.501.46不規(guī)則(比值)≤11.51101022AA7.157.154.544.541.571.57不規(guī)則(比值)≤11.5Y方向樓層層最大位移移FloorNoComNoComDDNoSerNoSerDDAmaxAmaxDMax-(YY)Max-DyyAve-(YY)Ave-DyyRatio--(Y)Ratio--Dy結(jié)論666112264.227.840.700.2391.4333.71不規(guī)則(比值)≤11.5566112256.3811.790.470.20119.98859.80不規(guī)則(比值)≤11.5466112244.6016.060.270.15163.455107.999不規(guī)則(比值)≤11.5366112269.525.300.950.2572.9021.09不規(guī)則(比值)≤11.5266112228.5317.720.120.09229.933192.633不規(guī)則(比值)≤11.5166112210.8110.810.030.03336.799336.799不規(guī)則(比值)≤11.5(二)..圖形1..側(cè)向工況況力作用下下的位移圖圖工況況2：風(fēng)載作作用下的X、Y方向樓層層最大位移移曲線工況況3：風(fēng)載作作用下的X、Y方向樓層層最大位移移曲線工況況4：風(fēng)載作作用下的X、Y方向樓層層最大位移移曲線地震震作用下X、Y方向樓層層最大位移移曲線2..組合力作作用下的位位移圖3..地震作用用下層剪力力圖XX、Y方向樓層層剪力曲線線六、結(jié)構(gòu)內(nèi)力力(一)..工況內(nèi)力力(二)..組合內(nèi)力力(三)..最不利內(nèi)內(nèi)力(一)..工況內(nèi)力力圖(二)..組合內(nèi)力力圖(三)..最不利內(nèi)內(nèi)力圖第“結(jié)構(gòu)層”層“未定義層層號”單元設(shè)計計驗算結(jié)果果表(強度和整整體穩(wěn)定為為(應(yīng)力/設(shè)計強度))單元號強度繞2軸整體穩(wěn)定繞3軸整體穩(wěn)定繞2軸抗剪應(yīng)力比繞3軸抗剪應(yīng)力比繞2軸長細比繞3軸長細比繞2軸W/l繞3軸W/l結(jié)果790.040.090.050.000.001439200滿足800.030.090.050.000.001439200滿足810.020.030.040.000.00799200滿足820.020.030.040.000.00799200滿足830.160.480.260.000.001439200滿足840.160.470.260.000.001439200滿足850.160.220.250.000.00799200滿足860.150.220.250.000.00799200滿足870.250.360.410.000.00799200滿足880.260.760.410.000.001439200滿足890.250.360.410.000.00799200滿足900.260.760.410.000.001439200滿足910.100.290.160.000.001439200滿足920.100.280.160.000.001439200滿足930.090.130.150.000.00799200滿足940.090.130.150.000.00799200滿足950.200.290.330.000.00799200滿足960.210.610.330.000.001439200滿足970.200.290.330.000.00799200滿足980.210.620.340.000.001439200滿足990.300.870.470.000.001439200滿足1000.290.420.470.000.00799200滿足1010.300.870.470.000.001439200滿足1020.290.420.470.000.00799200滿足第“1”層“柱”單元設(shè)計計驗算結(jié)果果表(強度和整整體穩(wěn)定為為(應(yīng)力/設(shè)計強度))單元號強度繞2軸整體穩(wěn)定繞3軸整體穩(wěn)定繞2軸抗剪應(yīng)力比繞3軸抗剪應(yīng)力比繞2軸長細比繞3軸長細比繞2軸W/l繞3軸W/l結(jié)果10.450.470.480.090.01543900滿足20.450.470.480.090.01543900滿足30.690.690.730.060.064471/5178810滿足40.340.560.390.040.011104000滿足1030.690.690.730.060.064471/5178840滿足1040.340.560.390.040.011104000滿足第“1”層“梁”單元設(shè)計計驗算結(jié)果果表(強度和整整體穩(wěn)定為為(應(yīng)力/設(shè)計強度))單元號強度繞2軸整體穩(wěn)定繞3軸整體穩(wěn)定繞2軸抗剪應(yīng)力比繞3軸抗剪應(yīng)力比繞2軸長細比繞3軸長細比繞2軸W/l繞3軸W/l結(jié)果70.560.560.560.270.00382300滿足80.170.170.180.060.00382300滿足90.230.230.230.090.00422500滿足100.230.230.230.090.00422500滿足110.160.160.190.050.01271601/87277滿足120.160.160.190.050.01271601/87333滿足第“2”層“柱”單元設(shè)計計驗算結(jié)果果表(強度和整整體穩(wěn)定為為(應(yīng)力/設(shè)計強度))單元號強度繞2軸整體穩(wěn)定繞3軸整體穩(wěn)定繞2軸抗剪應(yīng)力比繞3軸抗剪應(yīng)力比繞2軸長細比繞3軸長細比繞2軸W/l繞3軸W/l結(jié)果130.350.370.390.090.01575000滿足140.350.370.390.090.01575000滿足150.250.280.290.050.01625200滿足160.250.280.290.050.01625200滿足第“2”層“梁”單元設(shè)計計驗算結(jié)果果表(強度和整整體穩(wěn)定為為(應(yīng)力/設(shè)計強度))單元號強度繞2軸整體穩(wěn)定繞3軸整體穩(wěn)定繞2軸抗剪應(yīng)力比繞3軸抗剪應(yīng)力比繞2軸長細比繞3軸長細比繞2軸W/l繞3軸W/l結(jié)果190.590.590.600.300.00382300滿足200.150.150.160.050.00382300滿足210.250.250.250.100.00422500滿足220.250.250.250.100.00422500滿足230.120.120.130.060.01271600滿足240.120.120.130.060.01271600滿足第“3”層“柱”單元設(shè)計計驗算結(jié)果果表(強度和整整體穩(wěn)定為為(應(yīng)力/設(shè)計強度))單元號強度繞2軸整體穩(wěn)定繞3軸整體穩(wěn)定繞2軸抗剪應(yīng)力比繞3軸抗剪應(yīng)力比繞2軸長細比繞3軸長細比繞2軸W/l繞3軸W/l結(jié)果250.280.290.300.080.01575000滿足260.280.290.300.080.01575000滿足270.170.190.190.040.00725200滿足280.170.190.190.040.00725200滿足第“3”層“梁”單元設(shè)計計驗算結(jié)果果表(強度和整整體穩(wěn)定為為(應(yīng)力/設(shè)計強度))單元號強度繞2軸整體穩(wěn)定繞3軸整體穩(wěn)定繞2軸抗剪應(yīng)力比繞3軸抗剪應(yīng)力比繞2軸