课程设计24米屋架钢结构

钢结构课程设计一一24m跨钢屋架设计计算书目录设计资料……………………2结构形式与布置……………3荷载计算……………………5内力计算……………………6杆件设计……………………8节点设计……………………12附件pf程序数据…………………18钢结构课程设计一一24m跨钢屋架设计计算书一、设计资料：某单层单跨工业厂房，跨度24m，长度102m。厂房柱距6m,钢筋混凝土柱，混凝土强度C20,上柱截面尺寸400x400mm,钢屋架支承在柱顶。吊车一台50T，一台20T，中级工作制桥式吊车（软钩），吊车平台标高12.000m。荷载标准值1）永久荷载三毡四油（上铺绿豆沙）防水层0.4KN/m2水泥砂浆找平层0.3KN/m2保温层0.6KN/m2一毡二油隔气层0.05KN/m2预应力混凝土大型屋面板1.4KN/m2屋架（包括支撑）自重0.12+0.011L=0.384KN/m22）可变荷载屋面活载标准值0.7KN/m2雪荷载标准值0.35KN/m2积灰荷载标准值0.3KN/m25.屋架结构形式、计算跨度及几何尺寸见图1（屋面坡度为1:10）。DM7\」7\/VIF7V]/\/\/\/?\/\/\/\IED 屮 .4幻5兀 亠门刊]bQ图1梯形屋架示意图（单位：mm）6•钢材选用Q235钢，角钢，钢板各种规格齐全，有各种类型的焊条和C级螺栓可供选用。7.钢屋架的制造、运输和安装条件：在金属结构厂制造，运往工地安装，最大运输长度16m,运输高度3.85m，工地有足够的起重安装设备。二、结构形式与布置（1）屋架形式及几何尺寸如图2所示。图2屋架形式及几何尺寸（单位mm）（2）屋架支撑的种类有横向支撑、纵向支撑、垂直支撑和系杆。横向支撑：根据其位于屋架上弦平面或者下弦平面，又可分为上弦横向支撑和下弦横向支撑，上弦平面横向支撑对保证上弦杆的侧向稳定性有着重要作用。设计人无数种屋架跨度为24m,室内有悬挂吊车，因此上弦与下弦都需在第一个柱间设置横向支撑，又因为长度为102m，所以应该在跨中增设一道横向支撑，保证横向支撑之间小于60m。纵向支撑：设于屋架的上弦与下弦平面，布置在沿柱列的各屋架端部节间部位，它可以与横向支撑一起形成水平刚性盘，增加房屋的整体刚度，减轻受荷较大的框架所受水平荷载和产生的水平变形对于梯形屋架，纵向支撑设在屋架的下弦的平面。垂直支撑：位于两屋架端部或跨间某处的竖向平面或者斜向平面内，它可以保证屋架侧向整体稳定性，传递纵向所受纵向荷载，对于梯形屋架跨度小于30m，因此只需在屋架两端和跨度中点设置垂直支撑。系杆：在屋架上弦平面，屋架跨中和两端各布置一道通长的刚性系杆，其他结点设通长的柔性系杆；下弦平面，仅在跨中和两端布置通长的柔性系杆。具体支撑形式如图3：下弦平面图3.1-垂直支撑；2—系杆；3—上弦横向支撑；4—下弦横向支撑；5—下弦纵向支三、荷载计算屋面活荷载与雪荷载不会同时出现，从资料可知屋面活荷载大于雪荷载，故取屋面活荷载计算。屋架沿水平投影面积分布的自重（包括支撑）按经验公式计算，跨度单位为m。由于坡度为1:10,所以COSa约等于1,因此按水平投影面积计算的自重与规范给定的q值基本相同。荷载永久荷载：预应力混凝土大型屋面板1.4x1.2=1.68kN/m2屋架及支撑自重(0.12+0.011x24)x1.2=0.461kN/m2三毡四油（上铺绿豆砂）防水层0.4x1.2=0.48kN/m2水泥砂浆找平层0.3x1.2=0.36kN/m2保温层0.6x1.2=0.72kN/m2一毡二油隔汽层0.05x1.2=0.06kN/m2总计 3.761kN/m2可变荷载：屋面活荷载0.7x1.4=0.98kN/m2积灰荷载0.3x1.4=0.42kN/m2总计 1.4kN/m2设计屋架时,应考虑以下3种荷载组合：（1）全跨永久荷载+全跨可变荷载全跨节点永久荷载及可变荷载：F=（3.761+1.4）x1.5x6=46.449kN（2）全跨永久荷载+半跨可变荷载全跨节点永久荷载：F=3.761x1.5x6=33.849kN1半跨节点可变荷载：F=1.4x1.5x6=12.6kN2（3）全跨屋架包括支撑+半跨屋面板自重+半跨屋面活荷载全跨节点屋架自重：F3=0.461x1.5x6=4.149kN半跨节点屋面板自重及活荷载：F4=（1.68+1.4）X1.5X6=27.72kN（1）、（2）为使用阶段荷载情况，（3）为施工阶段荷载情况。四、内力计算屋架在上述3种荷载组合作用下的计算简图见图4所示。由已知得F=1的屋架各杆件的内力系数（F=1作用于全跨、左半跨和右半跨）,全跨永久荷载与半跨可变荷载（F2可左可右）（C）全跨屋架包括支撑、半跨屋面板自重、半跨屋面活荷载（F4可左可右）

图4荷载组合

内力计算表格（表1）全跨左半跨右半跨F=46.449KNF1=33.849KNF2=12.60KNF3=4.149KNF4=27.72KN内力控制值FXaFlXa+F2XbFlXa+F2XeF3Xa+F4XbF3Xa+F4XeabeKNKNKNKNKNKNAB000000000BC-9.141-6.549-2.593-424.59-391.931-342.086-219.464-109.804-424.590CD-9.141-6.549-2.593-424.59-391.931-342.086-219.464-109.804-424.590上DE-14.104-9.425-4.679-655.117-596.161-536.362-319.778-188.219-655.117弦杆EF-14.104-9.425-4.679-655.117-596.161-536.362-319.778-188.219-655.117FG-15.833-9.516-6.316-735.427-655.833-615.513-329.475-240.771-735.427GH-15.833-9.516-6.316-735.427-655.833-615.513-329.475-240.771-735.427HI-15.27-7.635-7.635-709.276-613.075-613.075-274.997-274.997-709.276ac4.9753.6631.312231.0838214.5526184.93122.179657.00992231.0838下弦杆ce12.0458.363.685559.4782513.0472454.1422281.7139152.1229559.4782eg15.2289.7115.517707.3254637.8112584.9668332.3699216.1122707.3254gi15.7168.7416.975729.9925642.1075619.8559307.5062258.5527729.9925aB-9-6.627-2.373-418.041-388.141-334.541-221.041-103.121-418.041Be6.9454.8082.137322.5883295.6621262.0075162.092688.05245322.5883cD-5.456-3.412-2.044-253.426-227.671-210.435-117.218-79.2966-253.426斜腹杆De3.681.8831.797170.9323148.2901147.206567.4650865.08116170.9323eF-2.412-0.672-1.74-112.035-90.111-103.568-28.6352-58.2402-112.035Fg1.064-0.4891.55349.4217429.8539455.58314-9.1405447.463755.58314gH0.0851.6-1.5153.94816523.03717-16.211844.70467-41.643144.70467Hi-1.145-2.5131.368-53.1841-70.4209-21.5203-74.41133.17036-74.411Aa-0.5-0.50-23.2245-23.2245-16.9245-15.9345-2.0745-23.2245竖Ce-1-10-46.449-46.449-33.849-31.869-4.149-46.449腹杆Ee-1-10-46.449-46.449-33.849-31.869-4.149-46.449Gg-1-10-46.449-46.449-33.849-31.869-4.149-46.449Ii2.0391.0191.01994.7095181.8575181.8575136.7064936.7064994.70951五、 杆件设计支座斜杆最大内力设计值N=-418041N，选取中间节点板厚t=10mm，支座结点板厚t=12mm。（1）上弦杆整个上弦采用等截面，按照FG、GH杆件之最大设计内力设计。最大内力：N=-735427N,上弦杆计算长度在屋架平面内：l0x=1507.48mm在屋架平面外：根据支撑布置和内力变化情况1=2x1507.48=3014.96mm。oy因为l因为l=21，假设九=九=X=75，yoyoxi则亠=2，故截面宜选用两个等边角钢相ix并。查附表1.20得，申=0.72，==4750.82mm2，山N_735427田A= =pf0.72x215丄=空些=2.01cmX75x1 301.496i=冲= =4.02cmyX75y考虑到板厚度为t<16mm,且单个面积大于23.75cm2，节点板厚度为10mm，由此，查附表2.1得：考虑选用2Z110X10等边角钢。所以截面特性为:1x1=150cmA=2x21.261=42.522cm2，i=3.38cm，i=4.93cmxy1x1=150cm1 150.748-ox= =44.6cm<i3.41xX= =xX= =yiy301.4964.86=61.15cm<IXL150cm由X=61.15cm 查附表1.20得，p=0.802y故―履=0.802x42.52.2=215.65N皿2>f= N皿2，不可。考虑选取2Z125X10等边角钢，截面特性为:A=2x24.373=48.746cm2，i=3.85cm，i=5.52cmxy

l 150.748-0x=一i3.85l 150.748-0x=一i3.85=39.2cm<R]=150九yl 301.496-0^=i5.52=54.6<[l]=150=54.6cm查附表1.20得，p=0.833故c=——= =181.1N/mm2<f=215N/mm2可。pA0.833x4874.6 ，2）下弦杆下弦杆属于轴心受拉杆件，截面按受力最大的部位g-i节间选用最大内力为：F=729992.5N在屋架平面内：l=3000mmox在屋架平面外：l=3000mmoyi假设X=X=X=120，则亠=1，故截面宜选用两个不等边角钢长边相并。xy ix截面选择A=-截面选择A=-729992.52B=3395.31mm2，考虑到板厚度为t<16mm,且单个面积大于16.97cm2，节点板厚度为10mm，由此，查附表2.3得：考虑选用2Z125X80X10等边角钢。所以截面特性为：A=39.424A=39.424cm2，ix=3.98cmi=3.31cmx諜=5諜=5皿150cm=—oxix==-300=90.6cm<k]=150cmi3.31y729992.5=185.16N/mm2<f=215N/mm2，可。A3942.43）端斜杆aB最大内力：N=-418041N，上弦杆计算长度在屋架平面内：l0x=0.8X2442.1=1953.68mm在屋架平面外：l0y=2442.1mm。因为l=21，假设九=九因为l=21，假设九=九=X=65,yoyoxi则亠=2，故截面宜选用两个等边角钢相ix并。查附表1.20得，申=0.78,N418041田A= =” 0.78x215=2492.71mm2,厶195.368=3.01cmX65x1 244.21i=右= =3.757cmyX65y考虑到板厚度为t<16mm,且单个面积大于12.46cm2，节点板厚度为12mm,由此，查附表2.1得：考虑选用2Z100X8等边角钢。所以截面特性为:A=2x15.638=31.276cm2,i=3.08cm,i=4.56cmxy1 195.368小“ is=^x= =63.43cm<IX」=150cmi3.68x1 244.221 R」=~^y= =53.55cm<LX」=150cmi4.56y由X=63.43cmy由X=63.43cmy查附表1.20得，p=0.791故-竺=pA4180410.791x3127.6=168.98N/mm2<f=215N/mm2，可。（4）斜腹杆Bc最大内力：N=322588.3N上弦杆计算长度在屋架平面内：l0x=0.8X2528.1=2022.48mm在屋架平面外：l0y=2528.1mm。i假设X=X=X=100，则^=1.25，故截面宜选用两个等边角钢相并。xy ixN322588.3 1 202.248由A== =1500.41mm2，1=*= =2.02cmf215 xX 100x1252.81iy=X= =2.5281cm100

考虑到板厚度为t<16mm，且单个面积大于7.50cm2，节点板厚度为10mm，由此，查附表2.1得：考虑选用2Z70X6等边角钢。所以截面特性为：A=A=2x15.638=16.32cm2,i=2.15cm，i=3.26cmxy=202.248=202.248=94.06cm<DJ=350cm2.15=—oxixl 252.81 R]== =77.55cm<1A」=350cmi 3.26yN322588.3故c= = =197.66N/mm2<f=215N/mm2，可。A1632.00（5）竖腹杆Ii最大内力：N=94709.51N上弦杆计算长度在屋架平面内：l在屋架平面内：l0x=0.8X3085=2468mm在屋架平面外：l在屋架平面外：l0y=3085mm。彳假设九=彳假设九=九xi=100，贝V亠=1.25，ix故截面宜选用两个等边角钢相并。94709.51=94709.51=440.51mm2,215=・=兰68=2.468cm100lili=-oy=y九y3085=3.085cm100考虑到板厚度为t<16mm,且单个面积大于2.2025cm2，节点板厚度为10mm,又因为在钢结构受力构件中及其连接中不宜采用厚度小于4mm的钢板，截面不得小于Z45X4或者Z56X36X4等，为了方便配料，也选用2Z70X6等边角钢。所以截面特性为：A=2x15.638=16.32cm2，i=2.15cm，i=3.26cmxy=246.88=246.88=114.79cm<R]=350cm2.15=—oxixl308.5 R],== =94.63cm<!A」=350cmi3.26yN94709.51故c= = =58.03N/mm2<f=215N/mm2，可。A1632.00其它几根竖向腹杆斜向腹杆的截面选择可根据同样的方法求算出来，如下表

杆件计算内力(KN)截面规格(Z)截面面积(cm2)计算长度(cm)回转半径(cm)长细比容许长细比稳定系数应力名称编号l0xl0yixiy九X九y九oN/mm2上弦杆FG/GH-709.276125x1048.746150.748301.4963.855.5239.254.61500.833181.1下弦杆gi729.9925125x80x1039.424300.000300.0003.983.3175.490.6350185.2腹竖腹杆Aa-23.22556x48.780152.000190.0001.732.7487.969.31500.63541.7Cc-46.44956x48.780174.800218.5001.732.74101.079.71500.54996.4Ee-46.44956x48.780198.800248.5001.732.74114.990.71500.464114.0Gg-46.44956x48.780222.800278.5001.732.74128.8101.61500.392135.00Ii94.7095170X616.320246.800308.5002.153.26114.894.635058.03斜腹杆aB-418.041100x831.276195.368244.2103.084.5663.453.61500.791169.0Be322.588370X616.320202.248252.8102.153.2694.177.6350197.7cD-253.426100x831.276222.023277.5293.084.5672.160.91500.739109.6De170.932370X616.320222.023277.5292.153.26103.385.1350104.7eF-112.035100x831.276242.562303.2033.084.5678.866.51500.69451.6Fg55.5831456x48.780242.562303.2031.732.74140.2110.735063.3gH44.7046756x48.780263.687329.6091.732.74152.4120.335050.9Hi-74.41170x616.320263.687329.6092.153.26122.6101.11500.423107.8六、 节点设计选取下弦端节点及其下弦相邻节点、跨中上弦与下弦节点、其他位置上弦典型受力位置节点(屋脊节点)共5个节点进行设计。(1)节点cBe杆，计算内力N二322.5883KN，采取两面手工焊,h>=1.5Jt=4.74mm角焊缝强度设计值fw=160N/mm2，因为h<=1.2xt=7.2mm所以取ffhf=6mm，则焊缝所需长度：角钢背，0.7N2hf0.7x322588.32x0.7x6x160=168mm<60h=360mm实际长度：168+2x6=180mm，取l=180mm1角钢趾，l0.3N0.3x322588.3= =72.0mm>8h2hfw 2x0.7x6x160ef二48mm可实际长度：72+2x6=84mm，取l=90mm2Cc杆，计算内力N=—46.449KN,角焊缝强度设计值fw=160N/mm2，因为t=4mm，根据构造要求取焊缝h=4mm，则焊缝所需长度：角钢背，lw0.7N0.7x464492x0.7x4x160=36.3mm>8h=32mm实际长度：36.3+2x4=44.3mm，取l1=50mm角钢趾，lw0.3x46449叱20.3N=15.56mm<8h=32mm据构造要求取为32mm40mm实际长度：32+2x4=40mm，取l40mm2Dc杆，计算内力N=—253.426KN,角焊缝强度设计值fw=160N/mm2，h>=1.5\.t=4.74mmf因为h<=t—（1沁2）=7沁6mm焊缝h=6mm，则焊缝所需长度：角钢背：l角钢背：lw=131.99mm<60h=360mm0.7N=0.7x253426巧—2x0.7x6x160实际长度：132+2x6=144mm，取l=150mm1角钢趾：计算长度：0.3N 0.3x253426l= = =56.57mm>8h=48mmw2hfw2x0.7x6x160 fef实际长度：57+2x6=69mm，取l=70mm1ac与cd杆，△N=559.4728-231.0838=328.39kN,根据节点放样，得节点板尺寸为400X300mm。肢背焊缝验算，h>=1.5*t=5.20mmf因为h<=t-（1〜2）=9〜8mm，所以取h=8mm，0.75ANT= =0.75x328.39x1032x0.7hl_2x0.7x6x（400-16）fw=76.35N/mm2<fw=160N/mm2可2）节点FFe杆，计算内力N=-112.035KN，角焊缝强度设计值fw=160N/mm2，h>=1.5\t=4.740mmf因为h<=t-（1〜2）=9〜8mm,所以取h=8mm，则焊缝所需长度：角钢背，l角钢背，l=w二43.76mm<8h二64mm0.7N=0.7x112035巧—2x0.7x8x160实际长度取l=64mm10.3N 0.3x112035角钢趾，l= = =18.75mm<8h=64mmw2hfw2x0.7x8x160 fef实际长度取l=64mm2Fg杆，计算内力N二55.58KN，角焊缝强度设计值fw=160N/mm2，因为t=4mm，所以取件=4mm，贝U焊缝所需长度：角钢背，0.7N2hf0.7x角钢背，0.7N2hf0.7x55.58x1032x0.7x4x160=43.42mm>8h=32mm实际长度：43.32+2*4=51.32，取［=60mm0.3N 0.3x55.58x103角钢趾，l= = =18.6mm<8h=32mm 据构造要w2hfw2x0.7x4x160 fef求取为32mm实际长度：32+2x4=40mm，取/=40mm2

EF,FG杆，计算内力上弦杆与节点板连接焊缝承受两相邻内力之差：△N=735.427-655.117=80.308kN,根据节点放样，得节点板尺寸为260X230mm。考虑搁置屋面板的需要，节点板缩进上弦肢背10mm，用槽焊缝连接，槽焊缝按两条角焊缝计算，取h=t/2=5mm。焊缝设计强度应乘以折减系数0.&假定f集中荷载P与上弦杆垂直，忽略屋架上弦坡度的影响。肢背焊缝验算：也KAN)2+[P/(2x1.22)]2

I 46449严7x80.308)2+(K2)x0.7h'lx0.7h'l'fw2x0.7x5x(260-10)x10-3=33.9N/mm2<0.8fw=0.8x160=128N/mm2肢尖焊缝验算：((0.3((0.3x80.308)2+(46.449、2x1.22)2..'(KAN)2+[P/(2x1.22)]2T''= 2_f 2x0.7hT'、fw2x0.7x5x(260-10)x10-3=17.5N/mm2<ffw=160N/mm2I节点拼接角钢与受压弦杆的连接可按弦杆中的实际压力设计值N进行计算，每边共h>=1.5 =4.740mm一 f有4条焊缝平均承受此力，因为件<=t-（1沁2）=9沁8mm,所以取hf=6mm,因而得焊缝长度为N4x0.7hfw709.276x10N4x0.7hfw4x0.7x6x160由此可得拼接角钢总长度为：l=2(/+2h)+弦杆杆端空隙=2x(263.9+2x6)+20=571.7mmswf取l=600mms由于屋脊节点的节点板宽度相对较大且焊缝连接需抵抗的力一般不大，故上弦杆与节点板之间槽焊强度足够，不需计算。考虑焊缝必须有一必要的最小承载力，需对此进行补充验算。上弦杆角钢趾部与节点板之间连接焊逢，按上弦杆内力15%计算

设hf二8mm，节点板尺寸取为400X200mm，节点一侧焊缝:l=400-20-10=170mmw2焊缝应力验算：N4x0.7hfw=263.9mm709.276xN4x0.7hfw=263.9mm4x0.7x6x1600.15xNxex6 0.15x709.276x103x68.8x6bm= = =135.7N/mm2/ 2x0.7xhx12 2x0.7x8x1702fw:'(55.9)2+(135.7:'(55.9)2+(135.71.22)2=124.5N/mm2<fw=160N/mm2（4）节点i下弦杆双角钢截面选用同样大小的角钢作为拼接件，为使拼接角钢与原来的角钢相紧贴，对拼接角钢顶部截去棱角，宽度为r（r为角钢内圆弧半径），对其竖直边应割去：A二h+1+5=+10+5二20mm，拼接接头一侧的连接焊缝长度按下fh>=1.5、t=4.740mm弦杆强度计算，因为h<=t-（1沁2）=5沁4mm，所以取h=5mm，每条焊缝所

ff需长度为：A2fA2f4x0.7"hffw3433.4x2154x0.7x5x160=329.54mm由连接焊缝的强度条件可求出拼接角钢的总长度为：l=2(2h+l)+20=8+10+5=699.1mms fw取拼接角钢长度L=700mm，节点板尺寸为450X350mm。节点一侧的连接焊缝按下弦杆内力的15%验算，焊缝长度按构造决定，因此不再计算。（5）支座节点“a”支座反力：R=8R=8x46.449=371.58KN所需底板净面积：A=—=371.58x103=38706.25mm2nf 9.6c设底板尺寸为250X250mm，底板锚栓孔径为50mm底板平面净面积：

A=(2a)(2b)-锚栓孔缺口面积=250x250-2xnnx5024~~58573cm2R371.58x103底板下干均应力：b= = =6.34nx5024~~58573cm2A58573n底板为两相邻边支撑板，单位宽度弯矩为：M=q-a2二250峠=177mma=―^=89mm2b由—=0.5，查表得0=0.058a1所需底板厚度：t=-，6M=「6x11520.30=17.93mm,215=20mm设一个加劲肋承受四分之一屋架支座反力，即N=R=371.58=92.895kN4 4焊缝内力为:V=N=92.895kN1所需底板厚度：t=-，6M=「6x11520.30=17.93mm,215=20mm设一个加劲肋承受四分之一屋架支座反力，即N=R=371.58=92.895kN4 4焊缝内力为:V=N=92.895kN1M=N•e=92.895x103x68.8=6391.176N•m1设焊缝hf=6mm，焊缝计算长度：1=420-15-10=395mmfw70詈jn1105焊缝应力验算：TM)21.22丿928956391.176x6V2x0.7x0.006x0.395丿V2x0.7TM)21.22丿928956391.176x6V2x0.7x0.006x0.395丿V2x0.7x0.006x0.3952x1.22丿=36.86N/mm2<f=160N/mm2底板与节点板、加劲肋板底端的角焊缝连接计算公式：0.7xhxZlfw其中：l=2x(2a—2h)+4x(b—切角宽度wfc—2h),1f=1.22设底板焊缝传递全部支座反力，底板焊缝总长度为：Zl=2x(250—12)+4x(120—15—12)w=848mm设焊缝hf=6mm，底板焊缝验算:371.58x103a=0.7xhxZl0.7x6x848=^33N'2<=195.2N7m2附件内力计算PF程序数据：全跨输入数据：*1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1*K,t*rT*rT*rT*zr* ^r*rT*rT*rTxquankua2013.1.10*1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1*、t*、t*、t*、t*、t*、t*、t*、t*、t*、t*、t*、t*、t**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1*K,t*rT*rT*rT*zr* ^r*rT*rT*rTx2.1E1149263112110E-823110E-834110E-845110E-856110E-867110E-878110E-889110E-8910110E-81011110E-8

1112110E-81213110E-81314110E-81415110E-81516110E-81617110E-8181110E-8182110E-8192110E-8193110E-8194110E-8204110E-8205110E-8206110E-8216110E-8217110E-8218110E-8228110E-8229110E-82210110E-82310110E-82311110E-82312110E-82412110E-82413110E-82414110E-82514110E-82515110E-82516110E-82616110E-82617110E-81819110E-81920110E-82021110E-82122110E-82223110E-82324110E-82425110E-82526110E-80190013502035285021854350233558502485

7350263588502785103502935118503085133502935148502785163502635178502485193502335208502185223502035237001900002850058500885001185001485001785002085002370001810182026201710-0.520-1030-1040-1050-1060-1070-1080-1090-10100-10110-10120-10130-10140-10150-10160-10170-0.50全跨输出数据：^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx***quankua2013.1.10****1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1*^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^TxTheInputDataTheGeneralInformationENMNJNSNLC2.100E+11492631TheInformationofMembersmemberstartendAI1121.000000E+001.000000E-072231.000000E+001.000000E-073341.000000E+001.000000E-074451.000000E+001.000000E-075561.000000E+001.000000E-076671.000000E+001.000000E-077781.000000E+001.000000E-078891.000000E+001.000000E-0799101.000000E+001.000000E-071010111.000000E+001.000000E-071111121.000000E+001.000000E-071212131.000000E+001.000000E-071313141.000000E+001.000000E-071414151.000000E+001.000000E-071515161.000000E+001.000000E-071616171.000000E+001.000000E-07171811.000000E+001.000000E-07181821.000000E+001.000000E-07191921.000000E+001.000000E-07201931.000000E+001.000000E-07211941.000000E+001.000000E-07222041.000000E+001.000000E-07232051.000000E+001.000000E-07242061.000000E+001.000000E-07252161.000000E+001.000000E-07262171.000000E+001.000000E-07272181.000000E+001.000000E-07282281.000000E+001.000000E-07

292291.000000E+001.000000E-073022101.000000E+001.000000E-073123101.000000E+001.000000E-073223111.000000E+001.000000E-073323121.000000E+001.000000E-073424121.000000E+001.000000E-073524131.000000E+001.000000E-073624141.000000E+001.000000E-073725141.000000E+001.000000E-073825151.000000E+001.000000E-073925161.000000E+001.000000E-074026161.000000E+001.000000E-074126171.000000E+001.000000E-074218191.000000E+001.000000E-074319201.000000E+001.000000E-074420211.000000E+001.000000E-074521221.000000E+001.000000E-074622231.000000E+001.000000E-074723241.000000E+001.000000E-074824251.000000E+001.000000E-074925261.000000E+001.000000E-07TheJointCoordinatesjointXY1.0000001900.00000021350.0000002035.00000032850.0000002185.00000044350.0000002335.00000055850.0000002485.00000067350.0000002635.00000078850.0000002785.000000810350.0000002935.000000911850.0000003085.0000001013350.0000002935.0000001114850.0000002785.0000001216350.0000002635.0000001317850.0000002485.0000001419350.0000002335.0000001520850.0000002185.0000001622350.0000002035.0000001723700.0000001900.00000018.000000.000000192850.000000.000000

205850.000000.000000218850.000000.0000002211850.000000.0000002314850.000000.0000002417850.000000.0000002520850.000000.0000002623700.000000.000000TheInformationofSupportsISVS181.000000182.000000262.000000(NA=1425)(NW=3962)LoadingCase1TheLoadingsatJointsNLJ=17ILJPXPYPM1.0000-.5000.000002.0000-1.0000.000003.0000-1.0000.000004.0000-1.0000.000005.0000-1.0000.000006.0000-1.0000.000007.0000-1.0000.000008.0000-1.0000.000009.0000-1.0000.0000010.0000-1.0000.0000011.0000-1.0000.0000012.0000-1.0000.0000013.0000-1.0000.0000014.0000-1.0000.0000015.0000-1.0000.0000016.0000-1.0000.0000017.0000-.5000.00000TheLoadingsatMembers

NLM=0TheResultsofCalculationTheJointDisplacementsjointuvphi19.651500E-07-4.523809E-09-5.668388E-1021.046694E-06-8.199672E-07-5.765250E-1031.064347E-06-1.655985E-06-4.993679E-1041.070348E-06-2.375493E-06-4.303502E-1051.028929E-06-2.978812E-06-3.367365E-1069.716762E-07-3.423804E-06-2.467442E-1078.898398E-07-3.747650E-06-1.554280E-1087.912175E-07-3.903637E-06-4.359500E-1196.816404E-07-3.909507E-062.858045E-24105.720632E-07-3.903637E-064.359500E-11114.734409E-07-3.747650E-061.554280E-10123.916045E-07-3.423804E-062.467442E-10133.343520E-07-2.978812E-063.367365E-10142.929323E-07-2.375493E-064.303502E-10152.989339E-07-1.655985E-064.993679E-10163.165864E-07-8.199672E-075.765250E-10173.981308E-07-4.523809E-095.668388E-10183.202962E-36-8.000000E-22-5.329382E-10196.752367E-08-1.645580E-06-4.867039E-10202.395946E-07-2.966979E-06-3.326654E-10214.571332E-07-3.734388E-06-1.596507E-10226.816404E-07-3.939459E-062.068059E-24239.061475E-07-3.734388E-061.596507E-10241.123686E-06-2.966979E-063.326654E-10251.295757E-06-1.645580E-064.867039E-10261.363281E-06-8.000000E-225.329382E-10TheTerminalForcesmemberN(st)Q(st)M(st)N(en)Q(en)M(en)1.000.000.000.000.000.00029.141.000.000-9.141.000.00039.141.000.000-9.141.000.000414.104.000.000-14.104.000.000514.104.000.000-14.104.000.000615.833.000.000-15.833.000.000

715.833.000.000-15.833.000.000815.270.000.000-15.270.000.000915.270.000.000-15.270.000.0001015.833.000.000-15.833.000.0001115.833.000.000-15.833.000.0001214.104.000.000-14.104.000.0001314.104.000.000-14.104.000.000149.141.000.000-9.141.000.000159.141.000.000-9.141.000.00016.000.000.000.000.000.00017.500.000.000-.500.000.000189.000.000.000-9.000.000.00019-6.945.000.0006.945.000.000201.000.000.000-1.000.000.000215.456.000.000-5.456.000.00022-3.680.000.0003.680.000.000231.000.000.000-1.000.000.000242.412.000.000-2.412.000.00025-1.064.000.0001.064.000.000261.000.000.000-1.000.000.00027-.085.000.000.085.000.000281.145.000.000-1.145.000.00029-2.039.000.0002.039.000.000301.145.000.000-1.145.000.00031-.085.000.000.085.000.000321.000.000.000-1.000.000.00033-1.064.000.0001.064.000.000342.412.000.000-2.412.000.000351.000.000.000-1.000.000.00036-3.680.000.0003.680.000.000375.456.000.000-5.456.000.000381.000.000.000-1.000.000.00039-6.945.000.0006.945.000.000409.000.000.000-9.000.000.00041.500.000.000-.500.000.00042-4.975.000.0004.975.000.00043-12.045.000.00012.045.000.00044-15.228.000.00015.228.000.00045-15.716.000.00015.716.000.00046-15.716.000.00015.716.000.00047-15.228.000.00015.228.000.00048-12.045.000.00012.045.000.00049-4.975.000.0004.975.000.000

(NA=1425)(NW=3962)左半跨输入数据：^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Txzuobankua2013.1.10*1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1*^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx2.1E1149263112110E-823110E-834110E-845110E-856110E-867110E-878110E-889110E-8910110E-81011110E-81112110E-81213110E-81314110E-81415110E-81516110E-81617110E-8181110E-8182110E-8192110E-8193110E-8194110E-8204110E-8205110E-8206110E-8216110E-8217110E-8218110E-8228110E-8229110E-82210110E-82310110E-82311110E-82312110E-82412110E-82413110E-8

2414110E-82514110E-82515110E-82516110E-82616110E-82617110E-81819110E-81920110E-82021110E-82122110E-82223110E-82324110E-82425110E-82526110E-80190013502035285021854350233558502485735026358850278510350293511850308513350293514850278516350263517850248519350233520850218522350203523700190000285005850088500118500148500178500208500237000181018202620

10-0.5020-1030-1040-1050-1060-1070-1080-1090-0.500左半跨输出数据：^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx***zuobankua2013.1.10****1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1**1*^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^Tx^TxTheInputDataTheGeneralInformationENMNJNSNLC2.100E+11492631TheInformationofMembersmemberstartendAI1121.000000E+001.000000E-072231.000000E+001.000000E-073341.000000E+001.000000E-074451.000000E+001.000000E-075561.000000E+001.000000E-076671.000000E+001.000000E-077781.000000E+001.000000E-078891.000000E+001.000000E-0799101.000000E+001.000000E-071010111.000000E+001.000000E-071111121.000000E+001.000000E-071212131.000000E+001.000000E-071313141.000000E+001.000000E-071414151.000000E+001.000000E-071515161.000000E+001.000000E-07

1616171.000000E+001.000000E-07171811.000000E+001.000000E-07181821.000000E+001.000000E-07191921.000000E+001.000000E-07201931.000000E+001.000000E-07211941.000000E+001.000000E-07222041.000000E+001.000000E-07232051.000000E+001.000000E-07242061.000000E+001.000000E-07252161.000000E+001.000000E-07262171.000000E+001.000000E-07272181.000000E+001.000000E-07282281.000000E+001.000000E-07292291.000000E+001.000000E-073022101.000000E+001.000000E-073123101.000000E+001.000000E-073223111.000000E+001.000000E-073323121.000000E+001.000000E-073424121.000000E+001.000000E-073524131.000000E+001.000000E-073624141.000000E+001.000000E-073725141.000000E+001.000000E-073825151.000000E+001.000000E-073925161.000000E+001.000000E-074026161.000000E+001.000000E-074126171.000000E+001.000000E-074218191.000000E+001.000000E-074319201.000000E+001.000000E-074420211.000000E+001.000000E-074521221.000000E+001.000000E-074622231.000000E+001.000000E-074723241.000000E+001.000000E-074824251.000000E+001.000000E-074925261.000000E+001.000000E-07TheJointCoordinatesjointXY1.0000001900.00000021350.0000002035.00000032850.0000002185.00000044350.0000002335.00000055850.0000002485.00000067350.0000002635.000000

78850.0000002785.000000810350.0000002935.000000911850.0000003085.0000001013350.0000002935.0000001114850.0000002785.0000001216350.0000002635.0000001317850.0000002485.0000001419350.0000002335.0000001520850.0000002185.0000001622350.0000002035.0000001723700.0000001900.00000018.000000.000000192850.000000.000000205850.000000.000000218850.000000.0000002211850.000000.0000002314850.000000.0000002417850.000000.0000002520850.000000.0000002623700.000000.000000TheInformationofSupportsISVS181.000000182.000000262.000000(NA=1425)(NW=3962)LoadingCase1TheLoadingsatJointsNLJ=9ILJPXPYPM1.0000-.5000.000002.0000-1.0000.000003.0000-1.0000.000004.0000-1.0000.000005.0000-1.0000.000006.0000-1.0000.00000

7.0000-1.0000.000008.0000-1.0000.000009.0000-.5000.00000TheLoadingsatMembersNLM=0TheResultsofCalculationTheJointDisplacementsmemberN(st)Q(st)M(st)N(en)Q(en)1.000.000.000.000.000M(en)memberN(st)Q(st)M(st)N(en)Q(en)1.000.000.000.000.000M(en).000jointuvphi15.588501E-07-4.523809E-09-3.368472E-1026.079782E-07-4.958046E-07-3.441062E-1036.101143E-07-9.896156E-07-2.841187E-1046.027123E-07-1.388045E-06-2.330364E-1055.667117E-07-1.707977E-06-1.655099E-1065.185412E-07-1.906209E-06-1.037627E-1074.623953E-07-2.031275E-06-4.228306E-1183.939979E-07-2.033825E-062.818241E-1193.310087E-07-1.954753E-065.144531E-11102.844207E-07-1.869812E-067.177741E-11112.541959E-07-1.716375E-061.131450E-10122.285054E-07-1.517595E-061.429815E-10132.194234E-07-1.270835E-061.712266E-10142.140042E-07-9.874474E-071.973138E-10152.274078E-07-6.663689E-072.152491E-10162.429242E-07-3.241625E-072.324188E-10172.753405E-072.642478E-162.299916E-10181.981727E-36-6.022152E-22-3.122402E-10194.971680E-08-9.792108E-07-2.767789E-10201.691500E-07-1.696144E-06-1.663426E-10213.078749E-07-2.018013E-06-5.108645E-11224.327436E-07-1.969729E-064.164400E-11235.323821E-07-1.716375E-061.085642E-10246.111958E-07-1.270835E-061.663228E-10256.638335E-07-6.663689E-072.099250E-10266.816404E-07-1.977848E-222.206980E-10TheTerminalForces

26.549.000.000-6.549.000.00036.549.000.000-6.549.000.00049.425.000.000-9.425.000.00059.425.000.000-9.425.000.00069.516.000.000-9.516.000.00079.516.000.000-9.516.000.00087.635.000.000-7.635.000.00097.635.000.000-7.635.000.000106.316.000.000-6.316.000.000116.316.000.000-6.316.000.000124.679.000.000-4.679.000.000134.679.000.000-4.679.000.000142.593.000.000-2.593.000.000152.593.000.000-2.593.000.00016.000.000.000.000.000.00017.500.000.000-.500.000.000186.627.000.000-6.627.000.00019-4.808.000.0004.808.000.000201.000.000.000-1.000.000.000213.412.000.000-3.412.000.00022-1.883.000.0001.883.000.000231.000.000.000-1.000.000.00024.672.000.000-.672.000.00025.489.000.000-.489.000.000261.000.000.000-1.000.000.00027-1.600.000.0001.600.000.000282.513.000.000-2.513.000.00029-1.019.000.0001.019.000.00030-1.368.000.0001.368.000.000311.515.000.000-1.515.000.00032.000.000.000.000.000.00033-1.553.000.0001.553.000.000341.740.000.000-1.740.000.00035.000.000.000.000.000.00036-1.797.000.0001.797.000.000372.044.000.000-2.044.000.00038.000.000.000.000.000.00039-2.137.00