課程設(shè)計24米屋架鋼結(jié)構(gòu)

鋼結(jié)構(gòu)課程設(shè)計一一24m跨鋼屋架設(shè)計計算書目錄設(shè)計資料……………………2結(jié)構(gòu)形式與布置……………3荷載計算……………………5內(nèi)力計算……………………6桿件設(shè)計……………………8節(jié)點(diǎn)設(shè)計……………………12附件pf程序數(shù)據(jù)…………………18鋼結(jié)構(gòu)課程設(shè)計一一24m跨鋼屋架設(shè)計計算書一、設(shè)計資料：某單層單跨工業(yè)廠房，跨度24m，長度102m。廠房柱距6m,鋼筋混凝土柱，混凝土強(qiáng)度C20,上柱截面尺寸400x400mm,鋼屋架支承在柱頂。吊車一臺50T，一臺20T，中級工作制橋式吊車（軟鉤），吊車平臺標(biāo)高12.000m。荷載標(biāo)準(zhǔn)值1）永久荷載三氈四油（上鋪綠豆沙）防水層0.4KN/m2水泥砂漿找平層0.3KN/m2保溫層0.6KN/m2一氈二油隔氣層0.05KN/m2預(yù)應(yīng)力混凝土大型屋面板1.4KN/m2屋架（包括支撐）自重0.12+0.011L=0.384KN/m22）可變荷載屋面活載標(biāo)準(zhǔn)值0.7KN/m2雪荷載標(biāo)準(zhǔn)值0.35KN/m2積灰荷載標(biāo)準(zhǔn)值0.3KN/m25.屋架結(jié)構(gòu)形式、計算跨度及幾何尺寸見圖1（屋面坡度為1:10）。DM7\」7\/VIF7V]/\/\/\/?\/\/\/\IED 屮 .4幻5兀 亠門刊]bQ圖1梯形屋架示意圖（單位：mm）6?鋼材選用Q235鋼，角鋼，鋼板各種規(guī)格齊全，有各種類型的焊條和C級螺栓可供選用。7.鋼屋架的制造、運(yùn)輸和安裝條件：在金屬結(jié)構(gòu)廠制造，運(yùn)往工地安裝，最大運(yùn)輸長度16m,運(yùn)輸高度3.85m，工地有足夠的起重安裝設(shè)備。二、結(jié)構(gòu)形式與布置（1）屋架形式及幾何尺寸如圖2所示。圖2屋架形式及幾何尺寸（單位mm）（2）屋架支撐的種類有橫向支撐、縱向支撐、垂直支撐和系桿。橫向支撐：根據(jù)其位于屋架上弦平面或者下弦平面，又可分為上弦橫向支撐和下弦橫向支撐，上弦平面橫向支撐對保證上弦桿的側(cè)向穩(wěn)定性有著重要作用。設(shè)計人無數(shù)種屋架跨度為24m,室內(nèi)有懸掛吊車，因此上弦與下弦都需在第一個柱間設(shè)置橫向支撐，又因為長度為102m，所以應(yīng)該在跨中增設(shè)一道橫向支撐，保證橫向支撐之間小于60m?？v向支撐：設(shè)于屋架的上弦與下弦平面，布置在沿柱列的各屋架端部節(jié)間部位，它可以與橫向支撐一起形成水平剛性盤，增加房屋的整體剛度，減輕受荷較大的框架所受水平荷載和產(chǎn)生的水平變形對于梯形屋架，縱向支撐設(shè)在屋架的下弦的平面。垂直支撐：位于兩屋架端部或跨間某處的豎向平面或者斜向平面內(nèi)，它可以保證屋架側(cè)向整體穩(wěn)定性，傳遞縱向所受縱向荷載，對于梯形屋架跨度小于30m，因此只需在屋架兩端和跨度中點(diǎn)設(shè)置垂直支撐。系桿：在屋架上弦平面，屋架跨中和兩端各布置一道通長的剛性系桿，其他結(jié)點(diǎn)設(shè)通長的柔性系桿；下弦平面，僅在跨中和兩端布置通長的柔性系桿。具體支撐形式如圖3：下弦平面圖3.1-垂直支撐；2—系桿；3—上弦橫向支撐；4—下弦橫向支撐；5—下弦縱向支三、荷載計算屋面活荷載與雪荷載不會同時出現(xiàn)，從資料可知屋面活荷載大于雪荷載，故取屋面活荷載計算。屋架沿水平投影面積分布的自重（包括支撐）按經(jīng)驗公式計算，跨度單位為m。由于坡度為1:10,所以COSa約等于1,因此按水平投影面積計算的自重與規(guī)范給定的q值基本相同。荷載永久荷載：預(yù)應(yīng)力混凝土大型屋面板1.4x1.2=1.68kN/m2屋架及支撐自重(0.12+0.011x24)x1.2=0.461kN/m2三氈四油（上鋪綠豆砂）防水層0.4x1.2=0.48kN/m2水泥砂漿找平層0.3x1.2=0.36kN/m2保溫層0.6x1.2=0.72kN/m2一氈二油隔汽層0.05x1.2=0.06kN/m2總計 3.761kN/m2可變荷載：屋面活荷載0.7x1.4=0.98kN/m2積灰荷載0.3x1.4=0.42kN/m2總計 1.4kN/m2設(shè)計屋架時,應(yīng)考慮以下3種荷載組合：（1）全跨永久荷載+全跨可變荷載全跨節(jié)點(diǎn)永久荷載及可變荷載：F=（3.761+1.4）x1.5x6=46.449kN（2）全跨永久荷載+半跨可變荷載全跨節(jié)點(diǎn)永久荷載：F=3.761x1.5x6=33.849kN1半跨節(jié)點(diǎn)可變荷載：F=1.4x1.5x6=12.6kN2（3）全跨屋架包括支撐+半跨屋面板自重+半跨屋面活荷載全跨節(jié)點(diǎn)屋架自重：F3=0.461x1.5x6=4.149kN半跨節(jié)點(diǎn)屋面板自重及活荷載：F4=（1.68+1.4）X1.5X6=27.72kN（1）、（2）為使用階段荷載情況，（3）為施工階段荷載情況。四、內(nèi)力計算屋架在上述3種荷載組合作用下的計算簡圖見圖4所示。由已知得F=1的屋架各桿件的內(nèi)力系數(shù)（F=1作用于全跨、左半跨和右半跨）,全跨永久荷載與半跨可變荷載（F2可左可右）（C）全跨屋架包括支撐、半跨屋面板自重、半跨屋面活荷載（F4可左可右）

圖4荷載組合

內(nèi)力計算表格（表1）全跨左半跨右半跨F=46.449KNF1=33.849KNF2=12.60KNF3=4.149KNF4=27.72KN內(nèi)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弦桿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下弦桿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斜腹桿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豎Ce-1-10-46.449-46.449-33.849-31.869-4.149-46.449腹桿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、 桿件設(shè)計支座斜桿最大內(nèi)力設(shè)計值N=-418041N，選取中間節(jié)點(diǎn)板厚t=10mm，支座結(jié)點(diǎn)板厚t=12mm。（1）上弦桿整個上弦采用等截面，按照FG、GH桿件之最大設(shè)計內(nèi)力設(shè)計。最大內(nèi)力：N=-735427N,上弦桿計算長度在屋架平面內(nèi)：l0x=1507.48mm在屋架平面外：根據(jù)支撐布置和內(nèi)力變化情況1=2x1507.48=3014.96mm。oy因為l因為l=21，假設(shè)九=九=X=75，yoyoxi則亠=2，故截面宜選用兩個等邊角鋼相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=沖= =4.02cmyX75y考慮到板厚度為t<16mm,且單個面積大于23.75cm2，節(jié)點(diǎn)板厚度為10mm，由此，查附表2.1得：考慮選用2Z110X10等邊角鋼。所以截面特性為: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?？紤]選取2Z125X10等邊角鋼，截面特性為: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）下弦桿下弦桿屬于軸心受拉桿件，截面按受力最大的部位g-i節(jié)間選用最大內(nèi)力為：F=729992.5N在屋架平面內(nèi)：l=3000mmox在屋架平面外：l=3000mmoyi假設(shè)X=X=X=120，則亠=1，故截面宜選用兩個不等邊角鋼長邊相并。xy ix截面選擇A=-截面選擇A=-729992.52B=3395.31mm2，考慮到板厚度為t<16mm,且單個面積大于16.97cm2，節(jié)點(diǎn)板厚度為10mm，由此，查附表2.3得：考慮選用2Z125X80X10等邊角鋼。所以截面特性為：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）端斜桿aB最大內(nèi)力：N=-418041N，上弦桿計算長度在屋架平面內(nèi)：l0x=0.8X2442.1=1953.68mm在屋架平面外：l0y=2442.1mm。因為l=21，假設(shè)九=九因為l=21，假設(shè)九=九=X=65,yoyoxi則亠=2，故截面宜選用兩個等邊角鋼相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考慮到板厚度為t<16mm,且單個面積大于12.46cm2，節(jié)點(diǎn)板厚度為12mm,由此，查附表2.1得：考慮選用2Z100X8等邊角鋼。所以截面特性為: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）斜腹桿Bc最大內(nèi)力：N=322588.3N上弦桿計算長度在屋架平面內(nèi)：l0x=0.8X2528.1=2022.48mm在屋架平面外：l0y=2528.1mm。i假設(shè)X=X=X=100，則^=1.25，故截面宜選用兩個等邊角鋼相并。xy ixN322588.3 1 202.248由A== =1500.41mm2，1=*= =2.02cmf215 xX 100x1252.81iy=X= =2.5281cm100

考慮到板厚度為t<16mm，且單個面積大于7.50cm2，節(jié)點(diǎn)板厚度為10mm，由此，查附表2.1得：考慮選用2Z70X6等邊角鋼。所以截面特性為：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）豎腹桿Ii最大內(nèi)力：N=94709.51N上弦桿計算長度在屋架平面內(nèi)：l在屋架平面內(nèi)：l0x=0.8X3085=2468mm在屋架平面外：l在屋架平面外：l0y=3085mm。彳假設(shè)九=彳假設(shè)九=九xi=100，貝V亠=1.25，ix故截面宜選用兩個等邊角鋼相并。94709.51=94709.51=440.51mm2,215=?=蘭68=2.468cm100lili=-oy=y九y3085=3.085cm100考慮到板厚度為t<16mm,且單個面積大于2.2025cm2，節(jié)點(diǎn)板厚度為10mm,又因為在鋼結(jié)構(gòu)受力構(gòu)件中及其連接中不宜采用厚度小于4mm的鋼板，截面不得小于Z45X4或者Z56X36X4等，為了方便配料，也選用2Z70X6等邊角鋼。所以截面特性為：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其它幾根豎向腹桿斜向腹桿的截面選擇可根據(jù)同樣的方法求算出來，如下表

桿件計算內(nèi)力(KN)截面規(guī)格(Z)截面面積(cm2)計算長度(cm)回轉(zhuǎn)半徑(cm)長細(xì)比容許長細(xì)比穩(wěn)定系數(shù)應(yīng)力名稱編號l0xl0yixiy九X九y九oN/mm2上弦桿FG/GH-709.276125x1048.746150.748301.4963.855.5239.254.61500.833181.1下弦桿gi729.9925125x80x1039.424300.000300.0003.983.3175.490.6350185.2腹豎腹桿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斜腹桿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、 節(jié)點(diǎn)設(shè)計選取下弦端節(jié)點(diǎn)及其下弦相鄰節(jié)點(diǎn)、跨中上弦與下弦節(jié)點(diǎn)、其他位置上弦典型受力位置節(jié)點(diǎn)(屋脊節(jié)點(diǎn))共5個節(jié)點(diǎn)進(jìn)行設(shè)計。(1)節(jié)點(diǎn)cBe桿，計算內(nèi)力N二322.5883KN，采取兩面手工焊,h>=1.5Jt=4.74mm角焊縫強(qiáng)度設(shè)計值fw=160N/mm2，因為h<=1.2xt=7.2mm所以取ffhf=6mm，則焊縫所需長度：角鋼背，0.7N2hf0.7x322588.32x0.7x6x160=168mm<60h=360mm實(shí)際長度：168+2x6=180mm，取l=180mm1角鋼趾，l0.3N0.3x322588.3= =72.0mm>8h2hfw 2x0.7x6x160ef二48mm可實(shí)際長度：72+2x6=84mm，取l=90mm2Cc桿，計算內(nèi)力N=—46.449KN,角焊縫強(qiáng)度設(shè)計值fw=160N/mm2，因為t=4mm，根據(jù)構(gòu)造要求取焊縫h=4mm，則焊縫所需長度：角鋼背，lw0.7N0.7x464492x0.7x4x160=36.3mm>8h=32mm實(shí)際長度：36.3+2x4=44.3mm，取l1=50mm角鋼趾，lw0.3x46449叱20.3N=15.56mm<8h=32mm據(jù)構(gòu)造要求取為32mm40mm實(shí)際長度：32+2x4=40mm，取l40mm2Dc桿，計算內(nèi)力N=—253.426KN,角焊縫強(qiáng)度設(shè)計值fw=160N/mm2，h>=1.5\.t=4.74mmf因為h<=t—（1沁2）=7沁6mm焊縫h=6mm，則焊縫所需長度：角鋼背：l角鋼背：lw=131.99mm<60h=360mm0.7N=0.7x253426巧—2x0.7x6x160實(shí)際長度：132+2x6=144mm，取l=150mm1角鋼趾：計算長度：0.3N 0.3x253426l= = =56.57mm>8h=48mmw2hfw2x0.7x6x160 fef實(shí)際長度：57+2x6=69mm，取l=70mm1ac與cd桿，△N=559.4728-231.0838=328.39kN,根據(jù)節(jié)點(diǎn)放樣，得節(jié)點(diǎn)板尺寸為400X300mm。肢背焊縫驗算，h>=1.5*t=5.20mmf因為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）節(jié)點(diǎn)FFe桿，計算內(nèi)力N=-112.035KN，角焊縫強(qiáng)度設(shè)計值fw=160N/mm2，h>=1.5\t=4.740mmf因為h<=t-（1?2）=9?8mm,所以取h=8mm，則焊縫所需長度：角鋼背，l角鋼背，l=w二43.76mm<8h二64mm0.7N=0.7x112035巧—2x0.7x8x160實(shí)際長度取l=64mm10.3N 0.3x112035角鋼趾，l= = =18.75mm<8h=64mmw2hfw2x0.7x8x160 fef實(shí)際長度取l=64mm2Fg桿，計算內(nèi)力N二55.58KN，角焊縫強(qiáng)度設(shè)計值fw=160N/mm2，因為t=4mm，所以取件=4mm，貝U焊縫所需長度：角鋼背，0.7N2hf0.7x角鋼背，0.7N2hf0.7x55.58x1032x0.7x4x160=43.42mm>8h=32mm實(shí)際長度：43.32+2*4=51.32，?。?60mm0.3N 0.3x55.58x103角鋼趾，l= = =18.6mm<8h=32mm 據(jù)構(gòu)造要w2hfw2x0.7x4x160 fef求取為32mm實(shí)際長度：32+2x4=40mm，取/=40mm2

EF,FG桿，計算內(nèi)力上弦桿與節(jié)點(diǎn)板連接焊縫承受兩相鄰內(nèi)力之差：△N=735.427-655.117=80.308kN,根據(jù)節(jié)點(diǎn)放樣，得節(jié)點(diǎn)板尺寸為260X230mm?？紤]擱置屋面板的需要，節(jié)點(diǎn)板縮進(jìn)上弦肢背10mm，用槽焊縫連接，槽焊縫按兩條角焊縫計算，取h=t/2=5mm。焊縫設(shè)計強(qiáng)度應(yīng)乘以折減系數(shù)0.&假定f集中荷載P與上弦桿垂直，忽略屋架上弦坡度的影響。肢背焊縫驗算：也KAN)2+[P/(2x1.22)]2

I 46449嚴(yán)7x80.308)2+(K2)x0.7h'lx0.7h'l'fw2x0.7x5x(260-10)x10-3=33.9N/mm2<0.8fw=0.8x160=128N/mm2肢尖焊縫驗算：((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節(jié)點(diǎn)拼接角鋼與受壓弦桿的連接可按弦桿中的實(shí)際壓力設(shè)計值N進(jìn)行計算，每邊共h>=1.5 =4.740mm一 f有4條焊縫平均承受此力，因為件<=t-（1沁2）=9沁8mm,所以取hf=6mm,因而得焊縫長度為N4x0.7hfw709.276x10N4x0.7hfw4x0.7x6x160由此可得拼接角鋼總長度為：l=2(/+2h)+弦桿桿端空隙=2x(263.9+2x6)+20=571.7mmswf取l=600mms由于屋脊節(jié)點(diǎn)的節(jié)點(diǎn)板寬度相對較大且焊縫連接需抵抗的力一般不大，故上弦桿與節(jié)點(diǎn)板之間槽焊強(qiáng)度足夠，不需計算?？紤]焊縫必須有一必要的最小承載力，需對此進(jìn)行補(bǔ)充驗算。上弦桿角鋼趾部與節(jié)點(diǎn)板之間連接焊逢，按上弦桿內(nèi)力15%計算

設(shè)hf二8mm，節(jié)點(diǎn)板尺寸取為400X200mm，節(jié)點(diǎn)一側(cè)焊縫:l=400-20-10=170mmw2焊縫應(yīng)力驗算：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）節(jié)點(diǎn)i下弦桿雙角鋼截面選用同樣大小的角鋼作為拼接件，為使拼接角鋼與原來的角鋼相緊貼，對拼接角鋼頂部截去棱角，寬度為r（r為角鋼內(nèi)圓弧半徑），對其豎直邊應(yīng)割去：A二h+1+5=+10+5二20mm，拼接接頭一側(cè)的連接焊縫長度按下fh>=1.5、t=4.740mm弦桿強(qiáng)度計算，因為h<=t-（1沁2）=5沁4mm，所以取h=5mm，每條焊縫所

ff需長度為：A2fA2f4x0.7"hffw3433.4x2154x0.7x5x160=329.54mm由連接焊縫的強(qiáng)度條件可求出拼接角鋼的總長度為：l=2(2h+l)+20=8+10+5=699.1mms fw取拼接角鋼長度L=700mm，節(jié)點(diǎn)板尺寸為450X350mm。節(jié)點(diǎn)一側(cè)的連接焊縫按下弦桿內(nèi)力的15%驗算，焊縫長度按構(gòu)造決定，因此不再計算。（5）支座節(jié)點(diǎn)“a”支座反力：R=8R=8x46.449=371.58KN所需底板凈面積：A=—=371.58x103=38706.25mm2nf 9.6c設(shè)底板尺寸為250X250mm，底板錨栓孔徑為50mm底板平面凈面積：

A=(2a)(2b)-錨栓孔缺口面積=250x250-2xnnx5024~~58573cm2R371.58x103底板下干均應(yīng)力：b= = =6.34nx5024~~58573cm2A58573n底板為兩相鄰邊支撐板，單位寬度彎矩為：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設(shè)一個加勁肋承受四分之一屋架支座反力，即N=R=371.58=92.895kN4 4焊縫內(nèi)力為:V=N=92.895kN1所需底板厚度：t=-，6M=「6x11520.30=17.93mm,215=20mm設(shè)一個加勁肋承受四分之一屋架支座反力，即N=R=371.58=92.895kN4 4焊縫內(nèi)力為:V=N=92.895kN1M=N?e=92.895x103x68.8=6391.176N?m1設(shè)焊縫hf=6mm，焊縫計算長度：1=420-15-10=395mmfw70詈jn1105焊縫應(yīng)力驗算：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底板與節(jié)點(diǎn)板、加勁肋板底端的角焊縫連接計算公式：0.7xhxZlfw其中：l=2x(2a—2h)+4x(b—切角寬度wfc—2h),1f=1.22設(shè)底板焊縫傳遞全部支座反力，底板焊縫總長度為：Zl=2x(250—12)+4x(120—15—12)w=848mm設(shè)焊縫hf=6mm，底板焊縫驗算:371.58x103a=0.7xhxZl0.7x6x848=^33N'2<=195.2N7m2附件內(nèi)力計算PF程序數(shù)據(jù)：全跨輸入數(shù)據(jù)：*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全跨輸出數(shù)據(jù)：^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)左半跨輸入數(shù)據(jù)：^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左半跨輸出數(shù)據(jù)：^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