某厂房单跨双坡门式刚架结构设计

某厂房单跨双坡门式刚架结构设计一、设计资料及参考文献1、结构形式某厂房跨度为24m，采用单跨双坡门式刚架结构。屋盖结构体系和墙面体系均为有檩体系，采用压型钢板夹心泡沫保温层作屋面板和墙面板。要求梁柱均变截面，基础混凝土强度等级为C30；钢材采用Q345B，E43型焊条。设计使用年限50年，结构安全等级、抗震设防类别等根据规范确定。屋架及檩条、拉条等自重：按经验公式q=0.12+0.011L计算kN/m2，屋面活荷载标准值：0.5kN/m2。跨度24米，坡度1/10，柱高6米，长度60米，柱距7.5米。2、主要参考文献1）陈绍蕃.钢结构（上、下册）.北京：中国建筑工业出版社，20052）王国周等.钢结构原理与设计.北京：清华大学出版社，20053）钢结构设计规范（GB50017—2003）.北京：中国计划出版社，20034）房屋建筑制图统一标准（GB/T50001-2001）.北京：中国计划出2002.5）建筑结构制图标准（GB/T50105-2001）.北京：中国计划出版社，2002.6）钢结构设计手册（上册）（第三版）.北京：中国建筑工业出版社，2004二、结构平面、立面布置图、附属体系简图1）结构平面图2）立面布置图正立面图l可叫口「tOQOL□MCIJ.侧立面图三、门式钢架计算简图及几何长度I7.5m17.5m四、荷载计算结构类型：门式刚架轻型房屋钢结构设计规范：按《门式刚架轻型房屋钢结构技术规程》计算结构重要性系数：1.00节点总数：10柱数：5梁数：4支座约束数：5标准截面总数：3活荷载计算信息：考虑活荷载不利布置风荷载计算信息：计算风荷载钢材:Q235梁柱自重计算信息：柱梁自重都计算恒载作用下柱的轴向变形：考虑梁柱自重计算增大系数：1.20基础计算信息：不计算基础梁刚度增大系数：1.00钢结构净截面面积与毛截面面积比：0.85门式刚架梁平面内的整体稳定性：不验算钢结构受拉柱容许长细比：400钢结构受压柱容许长细比：180钢梁（恒+活）容许挠跨比：l/180柱顶容许水平位移/柱高：l/60地震作用计算：计算水平地震作用计算震型数：3地震烈度：7.00场地土类别：11类附加重量节点数：0设计地震分组：第一组周期折减系数：0.80地震力计算方法：振型分解法结构阻尼比：0.035按GB50011-2010地震效应增大系数1.000恒荷载计算...节点荷载：节点号弯矩垂直力水平力0柱荷载：柱号荷载类型荷载值荷载参数1荷载参数20梁荷载：连续数荷载个数荷载类型荷载值1荷载参数1荷载值2何载参数21111.120.001111.120.001111.120.001111.120.00----恒荷载标准值作用计算结果-------柱内力---柱号MNVMNV10.0027.06-3.50-21.03-13.383.5020.003.040.000.000.000.0030.0045.100.000.00-28.6840.003.040.000.000.000.0050.0027.063.5021.03-13.38-3.50---梁内力---梁号MNVMNV121.034.8212.9715.57-3.440.832-15.573.44-0.83-30.99-2.0614.623-15.573.440.83-21.03-4.8212.97430.992.0614.6215.57-3.44-0.83---恒荷载作用下的节点位移(mm)---节点号.X向位移Y向位移10.00.020.00.030.11.24-0.11.250.00.1110.00.0120.00.0

节点荷载：节点号弯矩垂直力水平力0柱荷载：柱号荷载类型荷载值荷载参数1荷载参数20梁荷载：连续数荷载个数荷载类型荷载值1荷载参数1荷载值2何载参数21111.120.001111.120.001111.120.001111.120.00节点号.---活荷载标准值作用下的节点位移(mm)---X向位移Y向位移10.00.020.00.030.10.74-0.10.750.00.0110.00.0120.00.0

----左风荷载标准值作用----节点荷载：节点号水平力垂直力0柱荷载：柱号荷载类型何载值何载参数1何载参数2111.080.00213.460.00413.460.00511.520.000梁荷载：连续数荷载个数荷载类型荷载值1荷载参数1荷载值2荷载参数2111-3.030.00111-3.030.00111-1.730.00111-1.730.00---节点侧向(水平向)位移(mm)---节点号5x节点号5x节点号5x节点号5x(1)0.9(2)1.0(3)0.8(4)1.0(5)1.0(6)0.0(7)0.0(8)

0.0(9)0.0(10)0.0(11)0.0(12)---柱内力---柱号MNVMNV10.00-18.919.0634.8818.91-2.5720.000.000.000.000.000.00312.87-29.131.971.2929.13-1.9740.000.000.000.000.000.0050.00-9.143.00-9.269.146.09---梁内力---梁号MNVMNV1-34.88-4.43-18.56-21.894.430.27221.89-4.43-0.2731.574.43-18.01310.44-6.97-1.969.266.97-8.494-32.85-6.97-12.40-10.446.97

----右风荷载标准值作用----节点荷载：节点号0水平力垂直力柱荷载：柱号荷载类型何载值何载参数1何载参数211-1.520.0021-3.460.0041-3.460.0051-1.080.000梁荷载：连续数荷载个数荷载类型何载值1何载参数1何载值2何载参数2111-1.730.00111-1.730.00111-3.030.00111-3.030.00---节点侧向(水平向)位移(mm)---节点号5x节点号5x节点号5x节点号3x(1)-1.0(2)-0.9(3)-1.0(4)-0.8(5)-1.0(6)0.0(7)0.0(8)0.0(9)0.0(10)0.0(11)0.0(12)0.0---柱内力柱号MNVMNV10.00-9.14-3.009.269.14-6.0920.000.000.000.000.000.003-12.87-29.13-1.97-1.2929.131.9740.000.000.000.000.000.0050.00-18.91-9.06-34.8818.912.57---梁内力---梁号MNVMNV1-9.26-6.97-8.49-10.446.97-1.96210.44-6.971.9632.856.97-12.40321.89-4.430.2734.884.43-18.564-31.57-4.43-18.01-21.894.43-0.27五、构件截面尺寸初算冷弯薄壁型钢墙梁设计=====设计依据======建筑结构荷载规范(GB50009--2001)冷弯薄壁型钢结构技术规范(GB50018-2002)门式刚架轻型房屋钢结构技术规程(CECS102:2002)设计数据墙梁跨度(m):6.000墙梁间距(m):1.052设计规范：门式刚架规程CECS102:2002风吸力下翼缘受压稳定验算：按附录E验算墙梁形式：斜卷边Z形冷弯型钢XZ250X75X20X2.0墙梁布置方式：口朝下钢材钢号：Q235钢拉条设置：设置一道拉条拉条作用：能约束墙梁外翼缘净截面系数：1.000墙梁支承压型钢板墙，水平挠度限值为1/100墙板能阻止墙梁侧向失稳构造不能保证风吸力作用墙梁内翼缘受压的稳定性墙梁支撑墙板重量单侧挂墙板墙梁上方一侧板重(kN/m):0.300每米宽度墙板的惯性矩(m4)：0.200000E-06建筑类型：封闭式建筑

分区：中间区基本风压：0.630风荷载高度变化系数：1.000迎风风荷载体型系数：1.000背风风荷载体型系数：-1.100迎风风荷载标准值（kN/m2）：0.630背风风荷载标准值（kN/m2）:-0.693=二截面及材料特性======墙梁形式：斜卷边Z形冷弯型钢XZ250X75X20X2.0b=75.000h=250.000c=20.000t=2.000A=0.8592E-03Ix=0.8567E-05Iy=0.4653E-06Ix1=0.7996E-05Iy1=0.1036E-059=0.1539E+02Wx1=0.7198E-04Wx2=0.6184E-04Wy1=0.1455E-04Wy2=0.1209E-04Ww1=0.4859E-05Ww2=0.1700E-05k=0.2001E+00Uy=0.0000E+00钢材钢号：Q235钢屈服强度fy=235.000强度设计值f=205.000考虑冷弯效应强度f'=211.413设计内力

|1.2恒载+1.4风压力组合|—TOC\o"1-5"\h\z绕主惯性轴强轴弯矩设计值(kN.m):Mx=3.587绕主惯性轴弱轴弯矩设计值(kN.m):My=-0.676水平剪力设计值(kN):Vx=2.784竖向剪力设计值(kN):Vy=0.827|1.35恒载|绕主惯性轴强轴弯矩设计值(kN.m):Mx1=-0.592绕主惯性轴弱轴弯矩设计值(kN.m):My1=-0.538水平剪力设计值(kN):Vx1=0.000竖向剪力设计值(kN):Vy1=0.930|1.2恒载+1.4风吸力组合|绕主惯性轴强轴弯矩设计值(kN.m):Mx2=-4.428绕主惯性轴弱轴弯矩设计值(kN.m):My2=-0.067水平剪力设计值(kN):Vx=3.062水平剪力设计值(kN):Vx=3.062竖向剪力设计值(kN):Vy=0.827===风压力作用验算======抗弯控制组合：1.2恒载+1.4风压力组合有效截面特性计算结果：全截面有效。截面强度(N/mm2):。max=96.255<=211.413抗剪控制组合：1.2恒载+1.4风压力组合截面最大剪应力(N/mm2):t=8.487<=120.000=====风吸力作用验算======组合:1.2恒载+1.4风吸力有效截面特性计算结果:Ae=0.8450E-039e=0.1545E+02Iex=0.8333E-05Iey=0.4650E-06Wex1=0.7099E-04Wex2=0.6066E-04Wex3=0.6849E-04Wex4=0.5883E-04Wey1=0.1400E-04Wey2=0.1190E-04Wey3=0.1394E-04Wey4=0.1194E-04截面强度(N/mm2):。max=98.749<=205.000内翼缘受压稳定性验算：按门式刚架规程CECS102:2002附录E计算：内翼缘压弯屈曲承载力降低系数：0.695内翼缘的稳定性(N/mm2):117.758<=205.000截面最大剪应力(N/mm2):tw=9.335<=120.000=====荷载标准值作用下，挠度验算======竖向挠度(mm):fy=0.727水平挠度(mm):fx=6.790<=60.000=====计算满足======抗风柱设计钢材等级：Q345柱距(m)：6.000柱高(m)：7.200柱截面：焊接组合H形截面：H*B1*B2*Tw*T1*T2=400*240*240*8*12*12铰接信息：两端铰接柱平面内计算长度系数：1.000柱平面外计算长度：7.200强度计算净截面系数：1.000设计规范：《钢结构设计规范》容许挠度限值[u]:l/400=18.000(mm)风载信息：基本风压W0(kN/m2)：0.300风压力体形系数US1：1.000风吸力体形系数US2：-1.000风压高度变化系数uz：1.380柱顶恒载(kN)：0.000柱顶活载(kN)：0.000墙板自承重风载作用起始高度y0(m)：0.000-----设计依据-----1、《建筑结构荷载规范》(GB50009-2001)2、《钢结构设计规范》(GB50017-2003)-----抗风柱设计-----1、截面特性计算A=8.7680e-003;Xc=1.2000e-001;Yc=2.0000e-001;Ix=2.5229e-004;Iy=2.7664e-005;ix=1.6963e-001;iy=5.6170e-002;W1x=1.2615e-003;W2x=1.2615e-003;W1y=2.3053e-004;W2y=2.3053e-004;2、风载计算抗风柱上风压力作用均布风载标准值(kN/m):2.484

抗风柱上风吸力作用均布风载标准值(kN/m):-2.4843、柱上各断面内力计算结果△组合号1：断面号：1.35恒+0.7*1.4活3456127弯矩(kN.m)：0.0000.0000.0000.0000.0000.0000.000轴力(kN):6.6486.0945.5404.9864.4323.8783.324断面号：8910111213弯矩(kN.m)：0.0000.0000.0000.0000.0000.000轴力(kN):2.7702.2161.6621.1080.5540.000△组合号2：断面号：1.2恒+1.4风压+0.7*1.4活1234567弯矩(kN.m)：0.000-6.886-12.519-16.901-20.031-21.909-22.535轴力(kN):5.9095.4174.9244.4323.9393.4472.954断面号：8910111213弯矩(kN.m)：-21.909-20.031-16.901-12.519-6.8860.000轴力(kN):2.4621.9701.4770.9850.4920.000△组合号3：1.2恒+0.6*1.4风压+1.4活

断面号：1234567弯矩(kN.m)：0.000-4.131-7.512-10.141-12.019-13.145-13.521轴力(kN):5.9095.4174.9244.4323.9393.4472.954断面号：8910111213弯矩(kN.m)：-13.145-12.019-10.141-7.512-4.1310.000轴力(kN):2.4621.9701.4770.9850.4920.000△组合号4：断面号：1.2恒+1.4风吸+0.712*1.4活34567弯矩(kN.m)：0.0006.88612.51916.90120.03121.90922.535轴力(kN):5.9095.4174.9244.4323.9393.4472.954断面号：8910111213弯矩(kN.m)：21.90920.03116.90112.5196.8860.000轴力(kN):2.4621.9701.4770.9850.4920.000△组合号5：断面号：1.2恒+0.61*1.4风吸+1.4活234567弯矩(kN.m)：0.0004.1317.51210.14112.01913.14513.521轴力(kN):5.9095.4174.9244.4323.9393.447断面号：8910111213弯矩(kN.m)：13.14512.01910.1417.5124.1310.000轴力(kN):2.4621.9701.4770.9850.4920.000柱底剪力设计值：风压力作用(kN):12.519风吸力作用(kN):-12.5194、抗风柱强度验算结果控制组合：2设计内力：弯矩(kN.m)：-22.535;轴力(kN)：5.909抗风柱强度计算最大应力(N/mm2):17.687<f=310.000抗风柱强度验算满足。5、抗风柱平面内稳定验算结果控制组合：2设计内力：弯矩(kN.m)：-22.535;轴力(kN)：5.909平面内计算长度(m)：7.200抗风柱平面内长细比入x:42轴心受压稳定系数6x：0.850抗风柱平面内稳定计算最大应力(N/mm2):17.816<f=310.000抗风柱平面内稳定应力验算满足。抗风柱平面内长细比入x:42<［入］=1506、抗风柱平面外稳定验算结果控制组合：2设计内力：弯矩(kN.m)：-22.535;轴力(kN)：5.909平面外计算长度(m)：7.200抗风柱平面外长细比入y:128轴心受压稳定系数6y：0.290受弯整体稳定系数6b：0.644抗风柱平面外稳定计算最大应力(N/mm2):30.079<f=310.000抗风柱平面外稳定应力验算满足。抗风柱平面外长细比入y:128<［入］=1507、局部稳定验算控制组合：1腹板计算高厚比H0/Tw=47.00<容许高厚比［H0/Tw］=61.9翼缘宽厚比B/T=9.67<容许宽厚比［B/T］=12.48、挠度验算△标准组合：1.0恒+1.0风断面号：123456

风压弯矩(kN.m)：0.000-4.918-8.942-12.072-14.308-15.649-16.096风吸弯矩(kN.m)：0.0004.9188.94212.07214.30815.64916.096断面号：8910111213风压弯矩(kN.m)：-15.649-14.308-12.072-8.942-4.9180.000风吸弯矩(kN.m)：15.64914.30812.0728.9424.9180.000抗风柱挠度计算结果:断面号：1234567风压挠度值(mm)：0.0000.4370.8411.1851.4451.6081.663风吸挠度值(mm)：0.000-0.437-0.841-1.185-1.445-1.608-1.663断面号：8910111213风压挠度值(mm)：1.6081.4451.1850.8410.4370.000风吸挠度值(mm)：-1.608-1.445-1.185-0.841-0.4370.000风压最大挠度所在截面:7计算最大挠度:1.663(mm)＜容许挠度:18.000(mm)风吸最大挠度所在截面:7计算最大挠度:-1.663(mm)＜容许挠度:18.000(mm)抗风柱挠度验算满足。******抗风柱验算满足。******屋面支撑斜杆设计支撑形式：圆钢直径(mm):200截面特性：毛截面面积A=0.3142E-01钢材钢号：Q345钢TOC\o"1-5"\h\z屈服强度fy=345.强度设计值f=180.支撑数据：支撑点间距(m)B=6.030支撑跨度(m)L=7.500构件轴线长度(m)l=9.623平面内计算长度(m)lx=4.812平面外计算长度(m)ly=9.623=====截面验算======设计原则：按轴心拉杆进行设计。作用本支撑段剪力设计值(KN)V=10.000支撑内力设计值(KN)N=12.831

螺栓段有效截面积(m*m)Ae=0.2967E-01强度验算结果(N/mm*mm)。=0.432<f=180.000验算满足。隅撑计算轴力N=A*f/60/cos9*sqrt(fy/235)应力=N/6/A梁下翼缘截面面积A0.00336m*m横梁钢材型号Q345钢翼缘钢板厚度14mm横梁钢材屈服强度值fy345N/mm2横梁钢材强度设计值f310N/mm2角钢计算长度918.701mm角钢截面L50x4角钢回转半径0.99cm角钢截面面积0.00039m*m角钢钢材钢号Q235钢长细比入92.7981<=220折减系数=0.6+0.0015*入0.739197稳定系数60.602389轴力N13.9353kN应力59.3163N/mm2<158.927N/mm2螺栓计算输出结果檩条钢材钢号Q345钢檩条的板件厚度2.5mm螺栓直径20mm螺栓有效截面面积244.8mm*mm螺栓孔径21.5mm螺栓连接抗剪强度设计值140N/mm2螺栓连接抗压强度设计值385N/mm2螺栓连接抗剪承载力设计值34.272kN螺栓连接抗压承载力设计值19.25kN螺栓连接承载力设计值>轴力N=13.9353檩条钢材钢号Q345钢=====计算满足======柱间支撑设计主要依据：《建筑结构荷载规范》(GB50009-2001);《建筑抗震设计规范》(GB50011-2010);《钢结构设计规范》(GB50017-2003);----总信息----钢材:Q345钢结构净截面面积与毛截面面积比：0.85支撑杆件容许长细比：200柱顶容许水平位移/柱高：l/150支撑杆件设计：按单拉杆设计----节点坐标----节点号XY节点号XY节点号

(1)0.006.00(2)7.506.00(3)0.000.00(4)7.500.00----柱关联号——I柱号节点II节点I节点II柱号节点I节点II柱号节点1(1)(4)3112(2)(5)4322(3)4----标准截面信息----1、标准截面类型5,0.17800E+05,0.10000E+03,0.20600E+063,250,5----柱布置截面号，铰接信息,截面布置角度柱号标准截铰接截面布柱号标准截铰接截面布面号信息置角度面号信息置角度(1)130(2)130(3)230(4)130(5)230

2、标准截面特性截面号XcYcIxIyA10.17800E-030.00000E+000.10000E-0120.125000.125000.19180E-030.19180E-030.49087E-01截面号ixiyW1xW2xW1yW2y0.13342E+000.00000E+000.00000E+000.00000E+000.62508E-010.62508E-010.15344E-020.15344E-020.15344E-020.15344E-02风荷载作用计算...节点荷载：节点号水平力110.00----柱轴力---柱号N柱号N柱号N10.0028.0030.00410.005-12.81荷载效应组合计算...荷载组合：组合1:1.20恒+1.40风荷载效应组合及强度、稳定、配筋计算任意截面柱1截面类型=5;布置角度二0;计算长度：Lx=6.00,Ly=6.00构件长度=6.00;计算长度系数:Ux=1.00Uy=1.00抗震等级：不考虑抗震截面参数：I=0.178E-03,A=0.100E-01,E=0.206E+09柱下端柱上端组合号MNVMNV10.0026.650.000.00-26.650.00任意截面柱2截面类型=5;布置角度二0;计算长度：Lx=6.00,Ly=6.00构件长度=6.00;计算长度系数:Ux=1.00Uy=1.00抗震等级：不考虑抗震截面参数：I=0.178E-03,A=0.100E-01,E=0.206E+09柱下端柱上端组合号MNVMNV10.0037.850.000.00-37.85

0.00钢柱3（单拉杆）截面类型=3;布置角度二0;计算长度：Lx=9.60,Ly=Xx=153.7*=153.7构件长度=9.60;计算长度系数:Ux=1.00Uy=抗震等级：不考虑抗震截面参数：D=250轴压截面分类:X轴:b类,Y轴:b类构件钢号：Q345验算规范：普钢规范GB50017-2003柱下端组合号MNVMV10.000.000.000.000.00单拉圆钢,平面内长细比入=154.单拉圆钢,平面外长细比入=154.构件重量（Kg）=3701.039.60;长细比:1.009.60;长细比:1.00柱上端N0.00截面类型=5;布置角度二0;计算长度：Lx=7.50,Ly=7.50构件长度=7.50;计算长度系数:Ux=1.00Uy=1.00抗震等级：不考虑抗震截面参数：I=0.178E-03,A=0.100E-01,E=0.206E+09柱下端柱上端组合号MNVMNV10.0014.000.000.00-14.000.00钢柱5（单拉杆）截面类型=3;布置角度二0;计算长度：Lx=9.60,Ly=9.60;长细比:Xx=153.7*=153.7构件长度=9.60;计算长度系数:Ux=1.00Uy=1.00抗震等级：不考虑抗震截面参数：D=250轴压截面分类:X轴:b类,Y轴:b类构件钢号：Q345验算规范：普钢规范GB50017-2003柱下端柱上端组合号MNVMNV10.00-17.930.000.0017.93

强度计算最大应力对应组合号：1,M=0.00,强度计算最大应力对应组合号：1,M=0.00,N=-17.93,M=强度计算最大应力（N/mm*mm）=0.43强度计算最大应力比=0.002强度计算最大应力＜f=180.00单拉圆钢,平面内长细比入二154.单拉圆钢,平面外长细比入二154.构件重量（Kg）=3701.03风荷载作用下柱顶最大水平以向）位移：节点（1）,水平位移dx=0.071（mm）=H/84956.风载作用下柱顶最大水平位移:H/84956＜柱顶位移容许值:H/150所有钢支撑的总重量（Kg）=7402.-----PK11计算结束-----六、刚架内力及支座反力系数在各个工况下的计算荷载效应组合计算...荷载效应组合及强度、稳定、配筋计算钢柱1截面类型=27;布置角度二0;计算长度：Lx=11.86,Ly=Xx=58.1*=76.4构件长度=6.00;计算长度系数:Ux=1.98Uy=1.00抗震等级：三级20变截面H形截面H:B1=350,B2=350,H1=500,H2=600T1=20T2=T3=2020轴压截面分类:X轴:b类,Y轴:b类构件钢号：Q235验算规范：门规CECS102:2002组合号M柱下端NVM柱上端NV10.006.008.4823.6010.410.6120.000.599.1827.8113.09-0.0930.0019.67-8.41-12.27-3.26-4.3240.0014.26-7.71-8.07-0.58-5.0250.0032.04-3.93-23.56-15.633.9360.0026.63-3.23-19.36-12.953.2370.0036.23-4.54-27.22-17.774.5480.0042.06-6.88-41.30-25.6590.0036.65-6.18-37.10-22.976.18100.0043.24-6.61-39.64-24.786.61110.0042.07-6.83-40.99-25.666.83120.0036.66-6.13-36.78-22.986.13130.0043.25-6.57-39.42-24.796.57140.0032.04-3.98-23.88-15.623.98150.0026.62-3.28-19.67-12.953.28160.0036.22-4.57-27.44-17.764.57170.0016.163.695.740.251.77180.0010.754.399.952.931.07190.0024.37-6.45-15.79-7.95-1.19200.0018.95-5.75-11.58-5.28-1.89210.0026.180.73-12.00-9.774.73220.0020.771.43-7.80-7.094.03230.0034.38-9.41-33.53-17.97

240.0028.97-8.71-29.32-15.291.07250.0026.190.78-11.69-9.784.68260.0020.781.48-7.48-7.103.98270.0034.39-9.36-33.21-17.981.71280.0028.98-8.65-29.00-15.301.01290.0016.153.635.420.261.83300.0010.744.339.632.941.12310.0024.36-6.50-16.10-7.94-1.14320.0018.94-5.80-11.90-5.27-1.84330.005.708.6824.7710.710.42340.000.299.3828.9813.39-0.28350.0019.37-8.22-11.10-2.96-4.52360.0013.96-7.52-6.90-0.28-5.22370.0012.726.6112.353.702.49380.007.317.3116.566.37

390.0026.39-10.29-23.52-9.97-2.45400.0020.98-9.59-19.32-7.30-3.15410.0012.726.6412.573.692.45420.007.317.3416.786.371.75430.0026.39-10.25-23.30-9.98-2.48440.0020.98-9.55-19.09-7.30-3.18450.005.708.6424.5510.720.46460.000.299.3428.7613.39-0.24470.0019.37-8.25-11.33-2.95-4.48480.0013.96-7.55-7.12-0.28-5.18490.0030.65-2.33-14.00-14.242.33500.0025.27-1.65-9.92-11.591.65510.0038.22-7.11-42.64-21.817.11520.0032.12-6.21-37.28-18.456.21530.0038.22-7.08-42.50-21.81540.0032.13-6.20-37.17-18.456.20550.0030.65-2.36-14.14-14.232.36560.0025.27-1.67-10.03-11.591.67考虑腹板屈曲后强度，强度计算控制组合号：8,M=0.00,N=42.06,M=-41.30,N=-25.65考虑屈曲后强度强度计算应力比=0.049抗剪强度计算控制组合号:39,V=-10.29抗剪强度计算应力比=0.009TOC\o"1-5"\h\z平面内稳定计算最大应力(N/mm*mm)=10.67平面内稳定计算最大应力比=0.052平面外稳定计算最大应力(N/mm*mm)=11.17平面外稳定计算最大应力比=0.054门规CECS102:2002腹板容许高厚比[H0/TW]=250.00翼缘容许宽厚比[B/T]=15.00考虑屈曲后强度强度计算应力比=0.049<1.0抗剪强度计算应力比=0.009<1.0平面内稳定计算最大应力<f=205.00平面外稳定计算最大应力<f=205.00腹板高厚比H0/TW=25.50<[H0/TW]=250.00TOC\o"1-5"\h\z翼缘宽厚比B/T=8.25<[B/T]=15.00压杆,平面内长细比入=58.W[入]=180压杆,平面外长细比入=76.W[入]=180

构件重量（Kg）=构件重量（Kg）=1139.82钢柱2截面类型=16;布置角度=90;计算长度：Lx=6.60,Ly=6.60;长细比:Xx=165.3,Xy=45.5构件长度=6.60;计算长度系数:Ux=1.00Uy=1.00抗震等级：三级截面参数：B1=180,B2=180,H=350,Tw=6,T1=8,T2=8轴压截面分类:X轴:b类,Y轴:c类构件钢号：Q235验算规范：门规CECS102:2002抗风柱类型1:仅承担山墙风荷载山墙风压力作用，柱中最大弯矩My1=-18.87山墙风吸力作用，柱中最大弯矩My2=18.87组合号MyNV（柱底）10.004.100.002-26.413.6416.013-15.853.649.60426.413.64-16.01515.853.64-9.60强度计算控制组合号：2,强度计算应力比=0.247M=-26.41,N=3.64平面内稳定计算最大应力（N/mm*mm）=71.61平面内稳定计算最大应力比=0.333平面外稳定计算最大应力（N/mm*mm）=45.82平面外稳定计算最大应力比=0.213门规CECS102:2002腹板容许高厚比[H0/TW]=250.00翼缘容许宽厚比[B/T]=15.00抗风柱挠度风吸力控制，挠度值v（mm）-4.0强度计算最大应力<f=215.00平面内稳定计算最大应力<f=215.00平面外稳定计算最大应力<f=215.00腹板高厚比H0/TW=55.67<[H0/TW]=250.00TOC\o"1-5"\h\z翼缘宽厚比B/T=10.88<[B/T]=15.00压杆,平面内长细比入=165.W[入]=180压杆,平面外长细比入=45.W[入]=180抗风柱的挠度v/H=1/1643.<[v/H]=1/400抗风柱柱顶梁的最大竖向位移：向下：2mm;向上：1mm构件重量（Kg）=253.04钢柱3截面类型=27;布置角度二0;计算长度：Lx=12.75,Ly=7.20;长细比:Xx=62.4,Xy=91.6构件长度=7.20;计算长度系数:Ux=1.77Uy=1.00抗震等级：三级变截面H形截面H:B1=350,B2=350,H1=500,H2=600T1=20T2=20T3=20轴压截面分类:X轴:b类,Y轴:b类

构件钢号：Q235验算规范：门规CECS102:2002柱下端柱上端组合号MNVMNV118.0213.342.751.806.36-2.75218.024.322.751.8012.09-2.753-18.0213.34-2.75-1.806.362.754-18.024.32-2.75-1.8012.092.7556.4863.942.8514.05-44.25-2.8566.4854.922.8514.05-38.51-2.8574.5467.762.009.83-45.60-2.008-6.4863.94-2.85-14.05-44.252.859-6.4854.92-2.85-14.05-38.512.8510-4.5467.76-2.00-9.83-45.602.00110.0073.770.000.00-54.080.00120.0064.750.000.00-48.34130.0074.640.000.00-52.480.00140.0054.110.000.00-34.420.00150.0045.100.000.00-28.680.00160.0060.880.000.00-38.720.001717.2939.484.5015.13-19.78-4.501817.2930.464.5015.13-14.05-4.5019-4.3339.481.2012.97-19.78-1.2020-4.3330.461.2012.97-14.05-1.20214.3339.48-1.20-12.97-19.781.20224.3330.46-1.20-12.97-14.051.2023-17.2939.48-4.50-15.13-19.784.5024-17.2930.46-4.50-15.13-14.054.502510.8149.311.651.08-29.61-1.652610.8140.291.651.08-23.87-1.6527-10.8149.31-1.65-1.08-29.61

28-10.8140.29-1.65-1.08-23.871.652910.8129.651.651.08-9.95-1.653010.8120.631.651.08-4.22-1.6531-10.8129.65-1.65-1.08-9.951.6532-10.8120.63-1.65-1.08-4.221.653322.5620.224.7511.63-0.52-4.753422.5611.204.7511.635.21-4.7535-13.4820.22-0.768.03-0.520.7636-13.4811.20-0.768.035.210.763713.4820.220.76-8.03-0.52-0.763813.4811.200.76-8.035.21-0.7639-22.5620.22-4.75-11.63-0.524.7540-22.5611.20-4.75-11.635.214.754118.0227.102.751.80-7.40-2.754218.0218.082.751.80-1.6743-18.0227.10-2.75-1.80-7.402.7544-18.0218.08-2.75-1.80-1.672.754518.0213.342.751.806.36-2.754618.024.322.751.8012.09-2.7547-18.0213.34-2.75-1.806.362.7548-18.024.32-2.75-1.8012.092.754931.4858.338.2127.65-38.63-8.215031.0148.618.0126.65-32.19-8.0151-31.4858.33-8.21-27.65-38.638.2152-31.0148.61-8.01-26.65-32.198.0153-28.7062.54-6.99-21.63-42.846.9954-28.7052.12-6.99-21.63-35.706.995528.7054.116.9921.63-34.42-6.995628.7045.106.9921.63-28.68考虑腹板屈曲后强度，强度计算控制组合号:49,M=31.48,N=58.33,M=27.65,N=-38.63考虑屈曲后强度强度计算应力比=0.035TOC\o"1-5"\h\z抗剪强度计算控制组合号:49,V=8.21抗剪强度计算应力比=0.006平面内稳定计算最大应力对应组合号:51,M=-31.48,N=58.33,M=-27.65,N=-38.63平面内稳定计算最大应力（N/mm*mm）=9.05平面内稳定计算最大应力比=0.044平面外稳定计算最大应力（N/mm*mm）=10.22平面外稳定计算最大应力比=0.050门规CECS102:2002腹板容许高厚比[H0/TW]=250.00翼缘容许宽厚比[B/T]=15.00考虑屈曲后强度强度计算应力比=0.035<1.0抗剪强度计算应力比=0.006<1.0平面内稳定计算最大应力<f=205.00平面外稳定计算最大应力<f=205.00腹板高厚比H0/TW=25.50<[H0/TW]=250.00TOC\o"1-5"\h\z翼缘宽厚比B/T=8.25<[B/T]=15.00压杆,平面内长细比入=62.W[入]=180压杆,平面外长细比入=92.W[入]=180构件重量（Kg）=1367.78截面类型=16;布置角度=90;计算长度：Lx=6.60,Ly=6.60;长细比:Xx=165.3,Xy=45.5构件长度=6.60;计算长度系数:Ux=1.00Uy=1.00抗震等级：三级截面参数：B1=180,B2=180,H=350,Tw=6,T1=8,T2=8轴压截面分类:X轴:b类,Y轴:c类构件钢号：Q235验算规范：门规CECS102:2002抗风柱类型1:仅承担山墙风荷载山墙风压力作用，柱中最大弯矩My1=-18.87TOC\o"1-5"\h\z山墙风吸力作用，柱中最大弯矩My2=18.87组合号MyNV(柱底)10.004.100.002-26.413.6416.013-15.853.649.60426.413.64-16.01515.853.64-9.60TOC\o"1-5"\h\z强度计算控制组合号：2,M=-26.41,N=3.64强度计算应力比=0.247平面内稳定计算最大应力(N/mm*mm)=71.61平面内稳定计算最大应力比=0.333平面外稳定计算最大应力(N/mm*mm)=45.82平面外稳定计算最大应力比=0.213门规CECS102:2002腹板容许高厚比[H0/TW]=250.00翼缘容许宽厚比[B/T]=15.00抗风柱挠度风吸力控制，挠度值v(mm)-4.0强度计算最大应力<f=215.00平面内稳定计算最大应力<f=215.00平面外稳定计算最大应力<f=215.00腹板高厚比H0/TW=55.67<[H0/TW]=250.00TOC\o"1-5"\h\z翼缘宽厚比B/T=10.88<[B/T]=15.00压杆,平面内长细比入=165.W[入]=180压杆,平面外长细比入=45.W[入]=180抗风柱的挠度v/H=1/1643.<[v/H]=1/400抗风柱柱顶梁的最大竖向位移：向下：2mm;向上：1mm构件重量（Kg）=253.04钢柱5截面类型=27;布置角度二0;计算长度：Lx=11.86,Ly=6.00;长细比:Xx=58.1*=76.4构件长度=6.00;计算长度系数:Ux=1.98Uy=1.00抗震等级：三级变截面H形截面H:B1=350,B2=350,H1=500,H2=600T1=20T2=20T3=20轴压截面分类:X轴:b类,Y轴:b类构件钢号：Q235验算规范：门规CECS102:2002柱下端柱上端组合号MNVMN

10.0019.678.4112.27-3.264.3220.0014.267.718.07-0.585.0230.006.00-8.48-23.6010.41-0.6140.000.59-9.18-27.8113.090.0950.0042.066.8841.30-25.65-6.8860.0036.656.1837.10-22.97-6.1870.0043.246.6139.64-24.78-6.6180.0032.043.9323.56-15.63-3.9390.0026.633.2319.36-12.95-3.23100.0036.234.5427.22-17.77-4.54110.0042.076.8340.99-25.66-6.83120.0036.666.1336.78-22.98-6.13130.0043.256.5739.42-24.79-6.57140.0032.043.9823.88-15.62-3.98150.0026.623.2819.67-12.95

160.0036.224.5727.44-17.76-4.57170.0034.389.4133.53-17.97-1.77180.0028.978.7129.32-15.29-1.07190.0026.18-0.7312.00-9.77-4.73200.0020.77-1.437.80-7.09-4.03210.0024.376.4515.79-7.951.19220.0018.955.7511.58-5.281.89230.0016.16-3.69-5.740.25-1.77240.0010.75-4.39-9.952.93-1.07250.0034.399.3633.21-17.98-1.71260.0028.988.6529.00-15.30-1.01270.0026.19-0.7811.69-9.78-4.68280.0020.78-1.487.48-7.10-3.98290.0024.366.5016.10-7.941.14300.0018.945.8011.90-5.27

310.0016.15-3.63-5.420.26-1.83320.0010.74-4.33-9.632.94-1.12330.0026.3910.2923.52-9.972.45340.0020.989.5919.32-7.303.15350.0012.72-6.61-12.353.70-2.49360.007.31-7.31-16.566.37-1.79370.0019.378.2211.10-2.964.52380.0013.967.526.90-0.285.22390.005.70-8.68-24.7710.71-0.42400.000.29-9.38-28.9813.390.28410.0026.3910.2523.30-9.982.48420.0020.989.5519.09-7.303.18430.0012.72-6.64-12.573.69-2.45440.007.31-7.34-16.786.37-1.75450.0019.378.2511.33-2.95

460.0013.967.557.12-0.285.18470.005.70-8.64-24.5510.72-0.46480.000.29-9.34-28.7613.390.24490.0038.227.1142.64-21.81-7.11500.0032.126.2137.28-18.45-6.21510.0030.652.3314.00-14.24-2.33520.0025.271.659.92-11.59-1.65530.0038.227.0842.50-21.81-7.08540.0032.136.2037.17-18.45-6.20550.0030.652.3614.14-14.23-2.36560.0025.271.6710.03-11.59-1.67考虑腹板屈曲后强度，,强度计算控制组合号：5,M=0.00,N=42.06,M=41.30,N=-25.65考虑屈曲后强度强度计算应力比=0.049抗剪强度计算控制组合号:33,V=10.29抗剪强度计算应力比=0.009平面内稳定计算最大应力（N/mm*mm）=10.67平面内稳定计算最大应力比=0.052平面外稳定计算最大应力（N/mm*mm）=11.17平面外稳定计算最大应力比=0.054门规CECS102:2002腹板容许高厚比[H0/TW]=250.00翼缘容许宽厚比[B/T]=15.00考虑屈曲后强度强度计算应力比=0.049<1.0抗剪强度计算应力比=0.009<1.0平面内稳定计算最大应力<f=205.00平面外稳定计算最大应力<f=205.00腹板高厚比H0/TW=25.50<[H0/TW]=250.00TOC\o"1-5"\h\z翼缘宽厚比B/T=8.25<[B/T]=15.00压杆,平面内长细比入=58.W[入]=180压杆,平面外长细比入=76.W[入]=180构件重量（Kg）=1139.82截面类型=16;布置角度二0;计算长度：Lx=12.06,Ly=3.00构件长度=6.03;计算长度系数:Ux=2.00Uy=0.50抗震等级：三级截面参数：B1=300,B2=300,H=550,Tw=10,T1=12,T2=12轴压截面分类:X轴:b类,Y轴:b类构件钢号：Q235验算规范：门规CECS102:2002组合号MNVMN

1-23.60-0.42-10.42-11.962.081.382-27.81-1.39-13.01-15.082.771.21312.27-3.983.674.075.63-1.7548.07-4.941.080.956.32-1.91541.309.4024.8430.48-6.751.15637.108.4422.2427.36-6.060.98739.649.0424.0029.28-6.481.23823.565.4615.1617.56-3.861.40919.364.5012.5714.45-3.171.241027.226.2817.2320.24-4.461.401112.005.689.2512.09-3.031.38127.804.716.668.97-2.341.211333.533.5517.7121.71-0.90-0.491429.322.5815.1118.59-0.21-0.6615-5.741.74-0.42-0.83-0.14

16-9.950.77-3.02-3.940.551.471715.79-0.398.038.792.00-0.241811.58-1.365.445.682.68-0.4119-12.352.11-3.93-3.710.241.4920-16.561.15-6.52-6.830.931.322123.52-1.4410.1712.323.79-1.642219.32-2.417.579.214.48-1.8023-24.77-0.65-10.70-12.752.271.6624-28.98-1.61-13.29-15.872.961.502511.10-4.203.403.285.82-1.46266.90-5.160.800.176.51-1.632742.647.1521.2024.22-5.432.722837.285.9317.9420.26-4.562.552935.035.4617.0517.73-3.83-0.503030.954.5214.4914.69-3.16

3133.077.7822.4523.93-5.183.553228.866.8219.8620.81-4.503.383333.877.9122.3324.69-5.382.913431.807.0817.5524.12-5.43-1.003527.596.1214.9521.00-4.74-1.163632.987.4118.9024.82-5.55-0.28373.774.066.865.53-1.463.7838-0.443.104.272.42-0.773.613925.291.9315.3215.150.671.914021.090.9712.7312.041.361.74412.503.361.965.73-1.70-0.7742-1.712.39-0.632.61-1.01-0.934324.021.2310.4215.350.43-2.644419.820.267.8212.231.12-2.8145-18.120.98-5.60-8.301.34

46-22.320.01-8.19-11.412.033.004717.76-2.578.507.744.890.044813.55-3.545.904.625.58-0.1249-19.010.48-9.03-8.161.17-0.0250-23.21-0.48-11.62-11.281.86-0.185116.87-3.075.077.874.72-3.145212.66-4.032.474.765.41-3.315339.116.4620.1820.45-4.400.425434.345.3517.0916.96-3.640.085538.566.1618.0820.53-4.50-1.535633.895.1015.3417.03-3.72-1.55---梁的弯矩包络---梁下部受拉：截面1234567弯矩-28.98-14.53-7.68-15.03-22.35-25.50-30.48

梁上部受拉:截面1234567弯矩42.6421.787.784.587.6910.4715.87考虑屈曲后强度强度计算应力比=0.097抗剪强度计算应力比=0.038平面外稳定最大应力(N/mm*mm)=18.54平面外稳定计算最大应力比=0.086考虑屈曲后强度计算应力比=0.097<1.0抗剪强度计算应力比=0.038<1.0平面外稳定最大应力<f=215.00腹板高厚比H0/TW=52.60<[H0/TW]=250.00(CECS102:2002)翼缘宽厚比B/T=12.08<[B/T]=15.00---(恒+活)梁的相对挠度(mm)---截面1234567挠度值0.000.380.831.271.631.851.92最大挠度值=1.92最大挠度/梁跨度=1/6290.斜梁坡度初始值：1/10.00变形后斜梁坡度最小值:1/10.05变形后斜梁坡度改变率=0.005<1/3构件重量（构件重量（Kg）=589.79钢梁2截面类型=16;布置角度二0;计算长度：Lx=12.06,Ly=3.00构件长度=6.03;计算长度系数:Ux=2.00Uy=0.50抗震等级：三级截面参数：B1=300,B2=300,H=550,Tw=10,T1=12,T2=12轴压截面分类:X轴:b类,Y轴:b类构件钢号：Q235验算规范：门规CECS102:2002组合号MNVMNV111.96-2.08-1.387.003.73-7.67215.08-2.77-1.2113.204.15-10.593-4.07-5.631.758.807.290.184-0.95-6.321.9115.007.70-2.755-17.563.86-1.40-37.19-2.4717.546-14.453.17-1.24-30.99-2.0614.627-20.244.46-1.40-41.84-2.7819.748-30.486.75-1.15-58.44-3.88

9-27.366.06-0.98-52.24-3.4724.6410-29.286.48-1.23-56.72-3.7726.75110.830.14-1.63-10.681.252.42123.94-0.55-1.47-4.481.66-0.5113-8.79-2.000.24-9.603.387.1214-5.68-2.680.41-3.403.794.2015-12.093.03-1.38-31.92-0.1612.4316-8.972.34-1.21-25.720.259.5117-21.710.900.49-30.841.9717.1418-18.590.210.66-24.652.3814.221912.75-2.27-1.667.003.73-7.672015.87-2.96-1.5013.204.15-10.5921-3.28-5.821.468.807.290.1822-0.17-6.511.6315.007.70-2.75233.71-0.24-1.49-7.872.75

246.83-0.93-1.32-1.673.16-3.5825-12.32-3.791.64-6.076.307.1926-9.21-4.481.800.136.714.2727-17.731.740.71-26.38-0.2015.6728-14.691.070.90-20.180.2112.7529-23.262.980.81-35.48-0.8119.9630-19.302.110.99-27.77-0.2916.3231-24.525.371.01-47.77-2.7724.9932-21.414.691.18-41.57-2.3622.0733-25.115.520.29-49.25-2.9924.9534-23.525.24-3.56-47.86-3.5820.1135-20.414.55-3.40-41.67-3.1717.1936-24.415.42-2.92-49.31-3.5621.5437-6.131.650.78-21.250.959.8638-3.020.960.95-15.051.36

39-15.75-0.482.66-20.173.0814.5740-12.64-1.172.82-13.973.4911.6541-5.131.51-3.79-21.350.144.9942-2.020.82-3.63-15.150.562.0643-14.75-0.62-1.92-20.272.279.6944-11.64-1.31-1.75-14.072.696.77457.88-1.210.03-0.403.52-2.454610.99-1.900.195.803.94-5.3847-8.15-4.763.151.407.075.3948-5.04-5.453.327.607.492.47498.58-1.30-3.18-0.472.96-5.875011.70-1.99-3.015.733.37-8.7951-7.45-4.85-0.051.336.511.9852-4.34-5.540.117.536.92-0.9553-20.712.391.74-30.91-0.33

54-17.181.611.76-23.950.1015.4055-20.282.33-0.22-30.95-0.6816.7756-16.821.560.13-23.99-0.1913.66---梁的弯矩包络---梁下部受拉：截面1234567弯矩-30.48-23.36-17.84-11.21-10.62-9.59-15.00梁上部受拉:截面1234567弯矩15.8713.7313.7911.8812.9829.2358.44考虑屈曲后强度强度计算应力比=0.137抗剪强度计算应力比=0.042平面外稳定最大应力(N/mm*mm)=25.64平面外稳定计算最大应力比=0.119考虑屈曲后强度计算应力比=0.137<1.0抗剪强度计算应力比=0.042<1.0平面外稳定最大应力<f=215.00腹板高厚比H0/TW=52.60<[H0/TW]=250.00(CECS102:2002)TOC\o"1-5"\h\z翼缘宽厚比B/T=12.08<[B/T]=15.00截面1---（恒+活）梁的相对挠度（mm）---234567挠度值1.921.761.471.080.640.240.00最大挠度值=1.92最大挠度/梁跨度=1/6290.TOC\o"1-5"\h\z斜梁坡度初始值：1/10.00变形后斜梁坡度最小值：1/9.96变形后斜梁坡度改变率=0.004<1/3构件重量（Kg）=589.79钢梁3截面类型=16;布置角度二0;计算长度：Lx=12.06,Ly=3.00构件长度=6.03;计算长度系数:Ux=2.00Uy=0.50抗震等级：三级截面参数：B1=300,B2=300,H=550,Tw=10,T1=12,T2=12轴压截面分类:X轴:b类,Y轴:b类构件钢号：Q235验算规范：门规CECS102:2002组合号MNVMN

1-4.07-5.63-1.75-12.273.983.672-0.95-6.32-1.91-8.074.941.08311.96-2.081.3823.600.42-10.42415.08-2.771.2127.811.39-13.015-17.563.861.40-23.56-5.4615.166-14.453.171.24-19.36-4.5012.577-20.244.461.40-27.22-6.2817.238-30.486.751.15-41.30-9.4024.849-27.366.060.98-37.10-8.4422.2410-29.286.481.23-39.64-9.0424.0011-8.79-2.00-0.24-15.790.398.0312-5.68-2.68-0.41-11.581.365.44130.830.141.635.74-1.74-0.42143.94-0.551.479.95-0.77-3.0215-21.710.90-0.49-33.53-3.55

16-18.590.21-0.66-29.32-2.5815.1117-12.093.031.38-12.00-5.689.2518-8.972.341.21-7.80-4.716.6619-3.28-5.82-1.46-11.104.203.4020-0.17-6.51-1.63-6.905.160.802112.75-2.271.6624.770.65-10.702215.87-2.961.5028.981.61-13.2923-12.32-3.79-1.64-23.521.4410.1724-9.21-4.48-1.80-19.322.417.57253.71-0.241.4912.35-2.11-3.93266.83-0.931.3216.56-1.15-6.5227-17.733.83-0.50-35.03-5.4617.0528-14.693.16-0.69-30.95-4.5214.4929-24.225.432.72-21.61-7.5217.8730-20.264.562.55-16.25-6.29

31-23.935.183.55-33.07-7.7822.4532-20.814.503.38-28.86-6.8219.8633-24.695.382.91-33.87-7.9122.3334-24.125.43-1.00-31.80-7.0817.5535-21.004.74-1.16-27.59-6.1214.9536-24.825.55-0.28-32.98-7.4118.9037-15.15-0.671.90-25.29-1.9315.3238-12.04-1.361.74-21.09-0.9712.7339-5.531.463.78-3.77-4.066.8640-2.420.773.610.44-3.104.2741-15.35-0.43-2.64-24.02-1.2310.4242-12.23-1.12-2.81-19.82-0.267.8243-5.731.70-0.77-2.50-3.361.9644-2.611.01-0.931.71-2.39-0.6345-7.74-4.890.04-17.762.5746-4.62-5.58-0.12-13.553.545.90478.30-1.343.1718.12-0.98-5.604811.41-2.033.0022.32-0.01-8.1949-7.87-4.72-3.14-16.873.075.0750-4.76-5.41-3.31-12.664.032.47518.16-1.17-0.0219.01-0.48-9.035211.28-1.86-0.1823.210.48-11.6253-21.414.763.75-18.08-6.8216.8554-17.924.003.40-13.31-5.7213.7655-21.494.871.80-17.53-6.5214.7556-17.994.091.78-12.86-5.4612.01梁下部受拉：截面12---梁的弯矩包络-34-567弯矩-30.48-25.50-22.35-17.20-8.89-14.53梁上部受拉：截面12345715.55弯矩15.8710.477.694.587.4141.3015.55考虑屈曲后强度强度计算应力比=0.097抗剪强度计算应力比=0.038平面外稳定最大应力(N/mm*mm)=18.54平面外稳定计算最大应力比=0.086考虑屈曲后强度计算应力比=0.097<1.0抗剪强度计算应力比=0.038<1.0平面外稳定最大应力<f=215.00腹板高厚比H0/TW=52.60<[H0/TW]=250.00(CECS102:2002)翼缘宽厚比B/T=翼缘宽厚比B/T=12.08<[B/T]=15.00,---(恒+活)梁的相对挠度(mm)---截面123457挠度值1.921.851.631.270.830.00最大挠度值=1.92最大挠度/梁跨度=1/斜梁坡度初始值：1/10.00变形后斜梁坡度最小值:1/10.05变形后斜梁坡度改变率=0.005<1/36290.0.38构件重量（构件重量（Kg）=589.79钢梁4截面类型=16;布置角度二0;计算长度：Lx=12.06,Ly=3.00构件长度=6.03;计算长度系数:Ux=2.00Uy=0.50抗震等级：三级截面参数：B1=300,B2=300,H=550,Tw=10,T1=12,T2=12轴压截面分类:X轴:b类,Y轴:b类构件钢号：Q235验算规范：门规CECS102:2002组合号MNVMNV1-8.80-7.290.184.075.631.752-15.00-7.70-2.750.956.321.913-7.00-3.73-7.67-11.962.08-1.384-13.20-4.15-10.59-15.082.77-1.21558.443.8827.5630.48-6.75-1.15652.243.4724.6427.36-6.06-0.98756.723.7726.7529.28-6.48-1.23837.192.4717.5417.56-3.86

930.992.0614.6214.45-3.17-1.241041.842.7819.7420.24-4.46-1.401130.84-1.9717.1421.71-0.900.491224.65-2.3814.2218.59-0.210.661331.920.1612.4312.09-3.03-1.381425.72-0.259.518.97-2.34-1.21159.60-3.387.128.792.000.24163.40-3.794.205.682.680.411710.68-