DS多高层钢框架结构设计计算书

同济大学3D3S软件★★★★★多高层框架计算书★★★★★工程名：设计单位：计算人：计算时间：TueAug0411:41:542009工程负责人：检查：审核：一、计算简图结构计算简图支座节点编号图节点编号图单元编号图二、几何信息各单元信息如下表：单元号截面名称长度(m)面积(mm22)绕2轴惯性矩(x1104mm4)绕3轴惯性矩(x1104mm4)绕2轴计算长度系数绕3轴计算长度系数小节点释放大节点释放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、总信息(一).一般信息结构材料：Q235钢砼25结构类型：空间框架(二).地震信息规范：全国规范地震烈度及设计基本地震加速度：8度(0.16)场地类别：Ⅰ类设计地震分组：第一组重力荷载代表值组合值系数：1.00多遇水平地震影响系数最大值：0.16罕遇水平地震影响系数最大值：0.90计算振型数：9特征周期值：0.25阻尼比：0.05周期折减系数：1.00扭转耦联信息：不耦联，不增大竖向地震作用系数：1.00(三).荷载信息1.节点荷载2.单元荷载(1).工况号:0*输入荷载库中的荷载:序号类型方向Q1(kN))Q2(kN..m)X1(mm))X2(mm))1分布荷载Z-0.6-0.60.00.0单元荷载分布图:单元荷载序号1分布图（实线表示荷载作用的单元）*输入的面荷载:序号荷载类型导荷方式体形系数面荷载值(基本风压))1恒载单向杆件--2.52恒载双向杆件--2.53恒载双向杆件--2.54恒载双向杆件--2.05恒载双向杆件--2.56恒载双向杆件--2.57恒载双向杆件--0.5面荷载分布图:面荷载序号1分布图（实线表示荷载分配到的单元）面荷载序号2分布图（实线表示荷载分配到的单元）面荷载序号3分布图（实线表示荷载分配到的单元）面荷载序号4分布图（实线表示荷载分配到的单元）面荷载序号5分布图（实线表示荷载分配到的单元）面荷载序号6分布图（实线表示荷载分配到的单元）面荷载序号7分布图（实线表示荷载分配到的单元）(2).工况号:1*输入荷载库中的荷载:序号类型方向Q1(kN))Q2(kN..m)X1(mm))X2(mm))1分布荷载Z-1.0-1.00.00.0单元荷载分布图:单元荷载序号1分布图（实线表示荷载作用的单元）*输入的面荷载:序号荷载类型导荷方式体形系数面荷载值(基本风压))1活载单向杆件--2.52活载双向杆件--2.03活载双向杆件--2.04活载双向杆件--2.05活载双向杆件--0.5面荷载分布图:面荷载序号1分布图（实线表示荷载分配到的单元）面荷载序号2分布图（实线表示荷载分配到的单元）面荷载序号3分布图（实线表示荷载分配到的单元）面荷载序号4分布图（实线表示荷载分配到的单元）面荷载序号5分布图（实线表示荷载分配到的单元）(3).工况号:2*输入荷载库中的荷载:序号类型方向Q1(kN))Q2(kN..m)X1(mm))X2(mm))1分布荷载X1.41.40.00.02分布荷载X0.90.90.00.03分布荷载X2.32.30.00.04分布荷载X0.60.60.00.05分布荷载X0.40.40.00.06分布荷载X1.11.10.00.0单元荷载分布图:单元荷载序号1分布图（实线表示荷载作用的单元）单元荷载序号2分布图（实线表示荷载作用的单元）单元荷载序号3分布图（实线表示荷载作用的单元）单元荷载序号4分布图（实线表示荷载作用的单元）单元荷载序号5分布图（实线表示荷载作用的单元）单元荷载序号号6分布图（实实线表示荷荷载作用的的单元）((4).工况号:33*输入荷载载库中的荷荷载:序号类型方向Q1(kN))Q2(kN..m)X1(mm))X2(mm))1分布荷载X-1.4-1.40.00.02分布荷载X-0.9-0.90.00.03分布荷载X-2.3-2.30.00.04分布荷载X-0.6-0.60.00.05分布荷载X-0.4-0.40.00.06分布荷载X-1.1-1.10.00.0单元荷荷载分布图图:单元荷载序号号1分布图（实实线表示荷荷载作用的的单元）单元荷载序号号2分布图（实实线表示荷荷载作用的的单元）单元荷载序号号3分布图（实实线表示荷荷载作用的的单元）单元荷载序号号4分布图（实实线表示荷荷载作用的的单元）单元荷载序号号5分布图（实实线表示荷荷载作用的的单元）单元荷载序号号6分布图（实实线表示荷荷载作用的的单元）((5).工况号:44*输入荷载载库中的荷荷载:序号类型方向Q1(kN))Q2(kN..m)X1(mm))X2(mm))1分布荷载Y1.31.30.00.0单元荷荷载分布图图:单元荷载序号号1分布图（实实线表示荷荷载作用的的单元）(四)..荷载组合合(11)1..20恒载+11.40活载工况1(2))1.220恒载+11.40风载工况2(3))1.220恒载+11.40风载工况3(4))1.220恒载+11.40风载工况4(5))1.220恒载+11.40x0..90活载工况1+1.400x00.90风载工况2(6))1.220恒载+11.40x0..90活载工况1+1.400x00.90风载工况3(7))1.220恒载+11.40x0..90活载工况1+1.400x00.90风载工况4(8))1.220恒载+11.20x0..50活载工况1+1.300水平地震(9)1.200恒载(10))1.220恒载+11.30水平地震(11))1.220恒载+11.40活载工况1(122)1..20恒载(五).各层的质质量、质心心坐标信息息各层的质量、质质心坐标信信息层号质心X(m))质心Y(m))质心Z(m))质量(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结构总质质量(t)：44.33(六)..各层刚心心、刚度、承承载力等计计算信息参数说明明：Flooor：层号；；Anglle：斜交抗抗侧力构件件方向（度度）；Xc、Yc：刚心的X、Y坐标值（m）；Xstiif、Ystiif：X、Y向的层刚刚度（kN/mmm）；RatSSx、RatSSy：X、Y向的层刚刚度与上一一层刚度的的比值；RatSSx3、RatSSy3：X、Y向的层刚刚度与上三三层平均刚刚度的比值值；TypeeX、TypeeY：X、Y向的竖向向不规则的的类型；Vx、Vy：X、Y向的地震震剪力（kN）；RatVVx、RatVVy：X、Y向的剪力力与重力荷荷载代表之之的比值；；Fx,FFy：X、Y向的楼层层承载力（kN）；RatFF：本楼层层剪力与以以上楼层重重力荷载代代表值和的的比值（见GB500011--20011：不等式式（5.2..5）左右两两边的比值值）；√：满足；；×：不满足足；各层刚心、刚刚度、承载载力等计算算信息FloorAngleXcYcXstifYstifRatSxRatSyRatSx33RatSy33TypeXTypeYVxVyRatVxRatVyFxFyRatF10.01.0613.54648.649.30.9060.9060.9060.906规则规则14.213.11.363((√)1.257((√)767.1575.41.000((√)1.000((√)20.01.0613.54653.654.41.0001.0001.0001.000规则规则13.612.31.569((√)1.422((√)767.1575.41.000((√)1.000((√)30.01.0613.54653.654.41.0001.0001.0001.000规则规则4.32.70.623((×)0.396((×)767.1575.41.000((√)1.000((√)40.01.0613.54653.654.41.0001.0000.0000.000规则规则11.710.12.260((√)1.960((√)767.1575.41.000((√)1.000((√)50.01.0613.54653.654.41.0001.0000.0000.000规则规则10.28.62.961((√)2.483((√)767.1575.41.000((√)1.000((√)60.01.0613.54653.654.40.0000.0000.0000.000规则规则8.08.54.713((√)4.949((√)767.1575.40.000((√)0.000((√)质量参与与系数：X向：0.9223Y向：0.8774剪重比：：XX向：0.0333Y向：0.0330四、周期、地地震力与振振型(一)..周期振型号周期（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、规则性判判断(一)..数值所有位移移的单位为为毫米参数说明明：Flooor：层号；；NoCoom，NoSeer：最大总总体位移对对应的组合合号、组合合序号；NoCoomD，NoSeerD：最大层层间位移对对应的组合合号、组合合序号；Jmaxx-(Z))：最大竖竖向位移对对应的节点点号；Max--(Z)：节点的的最大竖向向位移；Amaxx：最大位位移对应的的轴线号；；AmaxxD：最大层层间位移对对应的轴线线号；Max--(X)，Max--(Y)：X,Y方向的节节点最大位位移；Ave--(X)，Ave--(Y)：X,Y方向的层层平均位移移；Max--Dx，Max--Dy：X,Y方向的最最大层间位位移；Ave--Dx，Ave--Dy：X,Y方向的平平均层间位位移；Ratiio-(XX),Raatio--(Y)：最大位位移与层平平均位移的的比值；Ratiio-Dxx,Rattio-DDy：最大层层间位移与与平均层间间位移的比比值；h：层高；；Max--Dx/hh，Max--Dy/hh：X,Y方向的最最大层间位位移角；1..侧向工况况力作用下下的楼层位位移（11）工况2：风载作作用下的X方向楼层层位移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）工况2：风载作作用下的Y方向楼层层位移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）工况3：风载作作用下的X方向楼层层位移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）工况3：风载作作用下的Y方向楼层层位移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）工况4：风载作作用下的X方向楼层层位移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）工况4：风载作作用下的Y方向楼层层位移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）地震工工况1作用下的X方向楼层层位移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）地震工工况1作用下的Y方向楼层层位移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）地震工工况2作用下的X方向楼层层位移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）地震工工况2作用下的Y方向楼层层位移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..竖向工况况力作用下下的楼层竖竖向位移（11）工况0：竖向恒载载作用下的的楼层最大大位移FloorJmax-((Z)Max-(ZZ)636-0530-0424-0342-0218-0112-0（22）工况1：竖向活载载作用下的的楼层最大大位移FloorJmax-((Z)Max-(ZZ)636-0530-0424-0342-0218-0112-03..组合力作作用下的楼楼层位移4..平面规则则性判断X方向楼层层最大位移移FloorNoComNoComDDNoSerNoSerDDAmaxAmaxDMax-(XX)Max-DxxAve-(XX)Ave-DxxRatio--(X)Ratio--Dx结论6101022AA46.827.6534.146.331.371.21不规则(比值)＞11.55101022AA39.1710.0127.817.631.411.31不规则(比值)＞11.54101022AA29.1610.7620.187.921.451.36不规则(比值)≤11.5310121AA51.390.0038.730.001.330.00不规则(比值)＞11.52101022AA18.4111.2512.267.711.501.46不规则(比值)≤11.51101022AA7.157.154.544.541.571.57不规则(比值)≤11.5Y方向楼层层最大位移移FloorNoComNoComDDNoSerNoSerDDAmaxAmaxDMax-(YY)Max-DyyAve-(YY)Ave-DyyRatio--(Y)Ratio--Dy结论666112264.227.840.700.2391.4333.71不规则(比值)≤11.5566112256.3811.790.470.20119.98859.80不规则(比值)≤11.5466112244.6016.060.270.15163.455107.999不规则(比值)≤11.5366112269.525.300.950.2572.9021.09不规则(比值)≤11.5266112228.5317.720.120.09229.933192.633不规则(比值)≤11.5166112210.8110.810.030.03336.799336.799不规则(比值)≤11.5(二)..图形1..侧向工况况力作用下下的位移图图工况况2：风载作作用下的X、Y方向楼层层最大位移移曲线工况况3：风载作作用下的X、Y方向楼层层最大位移移曲线工况况4：风载作作用下的X、Y方向楼层层最大位移移曲线地震震作用下X、Y方向楼层层最大位移移曲线2..组合力作作用下的位位移图3..地震作用用下层剪力力图XX、Y方向楼层层剪力曲线线六、结构内力力(一)..工况内力力(二)..组合内力力(三)..最不利内内力(一)..工况内力力图(二)..组合内力力图(三)..最不利内内力图第“结构层”层“未定义层层号”单元设计计验算结果果表(强度和整整体稳定为为(应力/设计强度))单元号强度绕2轴整体稳定绕3轴整体稳定绕2轴抗剪应力比绕3轴抗剪应力比绕2轴长细比绕3轴长细比绕2轴W/l绕3轴W/l结果790.040.090.050.000.001439200满足800.030.090.050.000.001439200满足810.020.030.040.000.00799200满足820.020.030.040.000.00799200满足830.160.480.260.000.001439200满足840.160.470.260.000.001439200满足850.160.220.250.000.00799200满足860.150.220.250.000.00799200满足870.250.360.410.000.00799200满足880.260.760.410.000.001439200满足890.250.360.410.000.00799200满足900.260.760.410.000.001439200满足910.100.290.160.000.001439200满足920.100.280.160.000.001439200满足930.090.130.150.000.00799200满足940.090.130.150.000.00799200满足950.200.290.330.000.00799200满足960.210.610.330.000.001439200满足970.200.290.330.000.00799200满足980.210.620.340.000.001439200满足990.300.870.470.000.001439200满足1000.290.420.470.000.00799200满足1010.300.870.470.000.001439200满足1020.290.420.470.000.00799200满足第“1”层“柱”单元设计计验算结果果表(强度和整整体稳定为为(应力/设计强度))单元号强度绕2轴整体稳定绕3轴整体稳定绕2轴抗剪应力比绕3轴抗剪应力比绕2轴长细比绕3轴长细比绕2轴W/l绕3轴W/l结果10.450.470.480.090.01543900满足20.450.470.480.090.01543900满足30.690.690.730.060.064471/5178810满足40.340.560.390.040.011104000满足1030.690.690.730.060.064471/5178840满足1040.340.560.390.040.011104000满足第“1”层“梁”单元设计计验算结果果表(强度和整整体稳定为为(应力/设计强度))单元号强度绕2轴整体稳定绕3轴整体稳定绕2轴抗剪应力比绕3轴抗剪应力比绕2轴长细比绕3轴长细比绕2轴W/l绕3轴W/l结果70.560.560.560.270.00382300满足80.170.170.180.060.00382300满足90.230.230.230.090.00422500满足100.230.230.230.090.00422500满足110.160.160.190.050.01271601/87277满足120.160.160.190.050.01271601/87333满足第“2”层“柱”单元设计计验算结果果表(强度和整整体稳定为为(应力/设计强度))单元号强度绕2轴整体稳定绕3轴整体稳定绕2轴抗剪应力比绕3轴抗剪应力比绕2轴长细比绕3轴长细比绕2轴W/l绕3轴W/l结果130.350.370.390.090.01575000满足140.350.370.390.090.01575000满足150.250.280.290.050.01625200满足160.250.280.290.050.01625200满足第“2”层“梁”单元设计计验算结果果表(强度和整整体稳定为为(应力/设计强度))单元号强度绕2轴整体稳定绕3轴整体稳定绕2轴抗剪应力比绕3轴抗剪应力比绕2轴长细比绕3轴长细比绕2轴W/l绕3轴W/l结果190.590.590.600.300.00382300满足200.150.150.160.050.00382300满足210.250.250.250.100.00422500满足220.250.250.250.100.00422500满足230.120.120.130.060.01271600满足240.120.120.130.060.01271600满足第“3”层“柱”单元设计计验算结果果表(强度和整整体稳定为为(应力/设计强度))单元号强度绕2轴整体稳定绕3轴整体稳定绕2轴抗剪应力比绕3轴抗剪应力比绕2轴长细比绕3轴长细比绕2轴W/l绕3轴W/l结果250.280.290.300.080.01575000满足260.280.290.300.080.01575000满足270.170.190.190.040.00725200满足280.170.190.190.040.00725200满足第“3”层“梁”单元设计计验算结果果表(强度和整整体稳定为为(应力/设计强度))单元号强度绕2轴整体稳定绕3轴整体稳定绕2轴抗剪应力比绕3轴抗剪应力比绕2轴