第12頁(yè)共14頁(yè)鋼結(jié)構(gòu)設(shè)計(jì)原理與施工課程設(shè)計(jì)――鋼結(jié)構(gòu)廠房屋架指導(dǎo)教師：班級(jí)：學(xué)生姓名：學(xué)號(hào)：設(shè)計(jì)時(shí)間：力學(xué)與建筑工程學(xué)院力學(xué)系目錄

一、設(shè)計(jì)資料………………2

1.1結(jié)構(gòu)形式……………2

1.2屋架形式及荷載……………………2

1.3屋蓋結(jié)構(gòu)及荷載……………………2

1.4荷載計(jì)算……………2

2荷載組合………………2

3內(nèi)力計(jì)算………………3

4桿件設(shè)計(jì)………………5

4.1上弦桿………………5

4.2其余桿件……………7

5、節(jié)點(diǎn)設(shè)計(jì)……………7

5.1下弦節(jié)點(diǎn)c…………7

5.2上弦節(jié)點(diǎn)B…………9

5.3上弦節(jié)點(diǎn)C…………10

5.4屋脊節(jié)點(diǎn)G…………10

5.5支座節(jié)點(diǎn)A…………12

梯形鋼屋架課程設(shè)計(jì)一、設(shè)計(jì)資料某廠房總長(zhǎng)度90m，跨度為24m.地震設(shè)防烈度為7度，采用1.5×6.0m預(yù)應(yīng)力混凝土屋板.屋面坡度i=1/10,雪荷載的基本雪壓標(biāo)準(zhǔn)值為S0=0.35KN/m2，積灰荷載標(biāo)準(zhǔn)值1.0KN/m2，鋼筋混凝土柱，梯形鋼屋架。柱的混凝土強(qiáng)度等級(jí)為C30，鋼材采用Q235。焊條采E43型。二、桁架幾何尺寸及計(jì)算簡(jiǎn)圖三、荷載取值1.屋面永久荷載見(jiàn)表一屋面永久荷載載項(xiàng)目標(biāo)準(zhǔn)值（kN∕m2）分項(xiàng)系數(shù)設(shè)計(jì)值（kkN∕m2）防水層（三氈氈四油）0.401.20.48水泥砂漿找平平層0.401.20.48保溫層0.701.20.84一氈二油隔氣氣層0.051.20.06預(yù)應(yīng)力混凝土土層面板1.451.21.74屋架和支撐自自重0.381.20.46合計(jì)3.384.062.屋面活荷載見(jiàn)表二屋面活荷載項(xiàng)目標(biāo)準(zhǔn)值（kN∕m2）分項(xiàng)系數(shù)設(shè)計(jì)值（kkN∕m2）雪載或活載0.71.40.98灰荷載1.01.41.40合計(jì)1.72.38 表二因屋架屋面坡度較小，故對(duì)所有荷載均按水平投影計(jì)算（風(fēng)荷載為風(fēng)吸力，且本例為重屋蓋，故不考慮）四、荷載組合a.全跨永久荷載+全跨可變荷載F=1.5×6×（4.06+2.38）=57.96KNb.全跨永久荷載+半跨可變荷載全跨永久荷載F1=1.5×6×4.06=36.54KN半跨可變荷載F2=1.5×6×2.38=21.42KN全跨屋架和支撐重+半跨屋面板重+半跨屋面活荷載全跨屋架和支撐重F3=1.5×6×0.46=4.14KN半跨屋面板重和半跨屋面活荷載F4=1.5×6×（1.74+0.7）=21.96KN五、桁架支撐布置由于廠房長(zhǎng)度90m,跨度及荷載情況，設(shè)置上弦橫向水平支撐3道，由于L=24m，故可不設(shè)下弦橫向水平支撐。桁架及支撐平面布置見(jiàn)圖、內(nèi)力分析計(jì)算簡(jiǎn)圖如下 用圖解法或數(shù)乘法皆可解出在全跨荷載作用下屋架桿件的內(nèi)力，屋架桿件內(nèi)力圖和內(nèi)力屋架構(gòu)件內(nèi)力組合表?xiàng)U件名稱(chēng)桿件編號(hào)單位荷載F＝1靜載作用（KKN/m22）活載（KN//m2）2.666桿件內(nèi)力計(jì)算內(nèi)力在左在右全跨全部恒載2..381屋架支撐0..461大型屋面板11.02在左在右全部組合一組合二組合三在左在右全部上弦桿AB0.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.000BC-6.2500-2.4700-8.7200-186.8861-36.1779-57.3775-22.6775-80.0550-149.6625-59.1332-208.7757-511.8847-452.7715-243.1179-511.8847CD-6.2500-2.4700-8.7200-186.8861-36.1779-57.3775-22.6775-80.0550-149.6625-59.1332-208.7757-511.8847-452.7715-243.1179-511.8847DE-9.0400-4.4900-13.5330-289.9934-56.1336-82.9887-41.2118-124.2205-216.4418-107.4491-323.9908-794.1184-686.6693-355.5541-794.1184EF-9.0400-4.4900-13.5330-289.9934-56.1336-82.9887-41.2118-124.2205-216.4418-107.4491-323.9908-794.1184-686.6693-355.5541-794.1184FG-9.1700-6.0900-15.2660-327.0007-63.3114-84.1881-55.9006-140.0087-219.5530-145.7795-365.3324-895.7731-749.9937-367.0024-895.7731GH-9.1700-6.0900-15.2660-327.0007-63.3114-84.1881-55.9006-140.0087-219.5530-145.7795-365.3324-895.7731-749.9937-367.0024-895.7731HI-7.3800-7.3800-14.7110-315.2221-61.0332-67.7448-67.7448-135.0038-176.6677-176.6677-352.1157-863.4448-687.9967-305.4457-863.4448下弦桿ab3.4801.2504.730101.355919.625531.946611.475543.421183.311129.9255113.2336277.6442247.7117134.8882277.6442bc8.0003.53011.5300247.077647.838873.440032.4055105.8445191.522084.5088276.0228676.7888592.2880312.7998676.7888cd9.3405.31014.6500313.933560.783385.741148.7466134.4887223.6000127.1221350.7221859.9226732.8004370.1224859.9226de8.4406.73015.1700325.077862.940077.479961.7811139.2661202.0554161.1116363.1770890.4449729.3332342.4773890.4449斜腹桿aB-6.5300-2.3400-8.8700-190.0075-36.8002-59.9445-21.4881-81.4227-156.3328-56.0220-212.3348-520.6651-464.6632-253.0075-520.6651Bb4.7602.1206.880147.433228.545543.697719.462263.1588113.955450.7533164.7007403.8442353.0889186.1996403.8442bD-3.1400-2.0300-5.4400-116.5574-22.5771-28.8225-18.6335-49.9339-75.1772-48.5998-130.2234-319.3317-264.2255-126.5567-319.3317Dc1.9001.8003.70079.287715.351117.442216.524433.966645.486643.092288.5788217.1883174.099178.2799217.1883Cf0.710-1.7500-2.4600-52.7115-10.20076.518-16.0665-22.588316.9977-41.8995-58.8992-144.3397-68.500713.3099-144.3397Fd-0.45001.5601.11023.78664.605-4.131114.321110.1900-10.777337.346626.573365.155527.8088-10.299965.1555dH1.550-1.53000.0200.4290.08314.2299-14.04450.18437.1077-36.62280.4791.17437.802251.419951.4199He-2.47001.390-1.0800-23.1443-4.4811-22.677512.7600-9.9144-59.133233.2777-25.8555-63.3994-96.6770-86.2887-96.6770豎桿Aa-0.50000.000-0.5000-10.7115-2.0755-4.59000.000-4.5900-11.97700.000-11.9770-29.3449-29.3449-18.6335-29.3449Cb-1.00000.000-1.0000-21.4229-4.1499-9.18000.000-9.1800-23.94400.000-23.9440-58.6998-58.6998-37.2669-58.6998Ec-1.00000.000-1.0000-21.4229-4.1499-9.18000.000-9.1800-23.94400.000-23.9440-58.6998-58.6998-37.2669-58.6998Gd1.0000.000-1.0000-21.4229-4.14999.1800.000-9.180023.94000.000-23.9440-58.6998-10.811828.9711-58.6998Ie0.9700.9700.97020.78664.0258.9058.9058.90523.222223.222223.222256.937756.937736.151156.93771、上弦桿整個(gè)上弦采用等截面，按FG桿件的最大設(shè)計(jì)內(nèi)力設(shè)計(jì)，即N=－406.44kN計(jì)算，=150.75cm=150.75cm根據(jù)腹桿最大設(shè)計(jì)桿力NaB＝-290.34kN，取中間節(jié)點(diǎn)板厚度t＝8mm，支座節(jié)點(diǎn)板厚t＝10mm。假設(shè)λ＝50，由附表4-2查得=0.856.=選用2L100×80×7短肢相關(guān)T形截面，按所選角鋼進(jìn)行驗(yàn)算：λxlox／ix＝150.75/2.39＝63.07<[]=150,滿(mǎn)足要求λy＝loy／iy＝150.75/4.64＝32.49<[]=150,滿(mǎn)足要求雙角鋼T形截面繞對(duì)稱(chēng)軸（y軸）應(yīng)按彎扭屈曲計(jì)算長(zhǎng)細(xì)比，由得下弦桿桿eg整個(gè)下弦采用等截面。按最大內(nèi)力，lox=300cm，loy=885cm.查附表10，選用2L100×80×6,(滿(mǎn)足)(滿(mǎn)足）腹桿,aB桿N=-290.34kN,lox=253cm，loy=253cm選用2L100×80×6.長(zhǎng)肢相并，查附表10，=3.16cm，=3.37cm（滿(mǎn)足）（滿(mǎn)足）==89.6.查附表1.2得Bc桿N=211.62kN,lox=0.8×261.3=209.04m，loy=261.3cm選用2L70×6.查附表9A=2×8.16=16.32，=2.15cm，=3.26cm（滿(mǎn)足）（滿(mǎn)足）cD桿N=-1511.02kkN，lox==,0.88*2866.4=2229.112cm，loy==286..4cm..選用2L700×6,AA=2×88.16==16.332，=2.155cm，=3.266cm(滿(mǎn)足）（滿(mǎn)足）查表表得（滿(mǎn)足）De桿N=84.113kN，lox==,0.88*2866.4=2229.112cm，loy==286..4cm..選用2L566×5,AA=2×55.42==10.884，=1.722cm，=2.699cm（滿(mǎn)足）（滿(mǎn)足）（滿(mǎn)足）Fg桿N=-36..54kNN，lox==,0.88*3122.4=2249.992cm，loy==312..4cm..選用2L633×5.查附表9A=2××6.144=12..28，=1.944cm，=2.977cm（滿(mǎn)足）（滿(mǎn)足）查表表得（滿(mǎn)足）豎桿（1）Aa桿桿N=-22..53kNN，lox==,0.88*1999=1599.2cmm，loy==199ccm.選用2L500×5.查附表9A=9..606，=1.533cm，=2.533cm（滿(mǎn)足）（滿(mǎn)足）查附附表（滿(mǎn)足）（2）Cc桿桿N=－44..65kNN計(jì)算，=00.8*2229=1183.22cm,=229ccm選用2L633×5.查附表9AA=12..28，=1.944cm，=2.977cm(滿(mǎn)足）（滿(mǎn)足）差附附表(滿(mǎn)足）Gg桿N=44.337kN計(jì)算，=00.8*2289=2231.22cm,=289ccm.選用2L633×5.查附表9AA=12..28，=1.944cm，=2.977cm（滿(mǎn)足）（滿(mǎn)足）（滿(mǎn)足）桿件名稱(chēng)桿件編號(hào)內(nèi)力（KN）計(jì)算長(zhǎng)度cmm截面規(guī)格截面面積（ccm2）回轉(zhuǎn)半徑（ccm）長(zhǎng)細(xì)比容許長(zhǎng)細(xì)比穩(wěn)定系數(shù)計(jì)算應(yīng)力（N/mmm2）上弦FG-406.444150.755150.7551110×800×724.62.394.6463.0752.883500.791209下弦eg414.3443008851000×800×621.282.404.61125191.977150194.700斜腹aB-290.3342532531000×800×621.283.163.3780.0689.61500.621219Bc211.622209.044261.3700×616.322.153.269780350129.666cD-151.002229.122286.4700×616.322.153.26118.10096.451500.447207.011De84.13229.122286.4566×610.841.722.69133.200106.46635077.61ef-38.566249.922312.4633×512.281.942.97128.822105.1881500.39280.10Fg-36.544249.922312.4633×512.281.942.97128.822105.1881500.39272.82豎桿Aa-22.533159.2199500×59.6061.532.53104.05578.651500.52944.34Cc-44.655183.2229633×512.281.942.9794.477.11500.59461.21Ee-44.655207.2259633×512.281..942.97106.80087.21500.51171.14Gg41.37231.2289633×512.281..942.97119.17797.335033.69桿件設(shè)計(jì)（1）屋脊節(jié)節(jié)點(diǎn)豎桿Gg桿端端焊縫按構(gòu)構(gòu)造取hf和lw為5mm和80mmm。上弦節(jié)節(jié)點(diǎn)板的連連接焊縫，角角鋼肢背采采用塞焊縫縫，并假定定僅承受屋屋面板傳來(lái)來(lái)的集中荷荷載，一般般不作計(jì)算算。角鋼肢肢尖焊縫取取上弦內(nèi)力力的15％，即△N=0..15N==0.155×4066.24==60.997kN。其產(chǎn)生生的偏心彎彎矩M=600.97××10000×60==36588200NN·mm設(shè)肢尖焊腳尺尺寸hf2==6mm，則則焊縫計(jì)算算長(zhǎng)度lw2==200--2×6--5=1883mm。驗(yàn)驗(yàn)算肢尖焊焊縫強(qiáng)度√〔6M/（βf×2××0.7hhf2lww22）〕2+〔△N/2××0.7hf2llw2〕2=√〔6×366582000/(11.22××2×0..7×6××18322）〕2+〔60.997×1003/2××0.7××6×1883〕2=711.16N/mmm2＜=1600N/mmm2（滿(mǎn)足）上弦桿起拱后后坡度為1/100.拼接角鋼鋼采用與上上弦相同截截面，熱彎彎成型。拼拼接角鋼一一側(cè)的焊縫縫長(zhǎng)度按弦弦桿所受內(nèi)內(nèi)力計(jì)算。設(shè)設(shè)角焊縫焊焊腳尺寸hf=tt-2=77-2=55mm。則則接頭一側(cè)側(cè)需要的焊焊縫計(jì)算長(zhǎng)長(zhǎng)度為：Lw=N/((4×0..7hf)=4006.444×1033/（4×0..7×5××160）=181..23mmm拼接角鋼總長(zhǎng)長(zhǎng)度為：L=2（lww+2hhf）+a=22×（181..4+2××5）+（7+2//10×880）=405..8mm取L=4100mm拼接角鋼豎肢肢需要的高高度為△=t+hff+5=77+5+55=17mmm取△=20mmm，即豎豎肢余留高高度為600mm。下弦拼接點(diǎn)拼接角鋼采用用下弦相同同截面，拼拼接角鋼一一側(cè)的焊縫縫長(zhǎng)度按與與桿件等強(qiáng)強(qiáng)設(shè)計(jì)。設(shè)設(shè)角焊縫焊焊腳尺寸hf=66-2=44mm.則拼頭一一側(cè)的需要要的焊縫計(jì)計(jì)算長(zhǎng)度為為L(zhǎng)w=Af//(4×00.7hff)=221.288×1000×2155/（4×0..7×6××160）=170..2mm拼接角鋼的總總長(zhǎng)度L=2（lww+2hhf）+a=22×（170..2+2××4）+8=3664.4mmm。取L=3700mm拼接角鋼豎肢肢需要切去去的高度為為△=t+hff+5=66+4+55=15mmm取△=20mmm，即豎豎肢余留高高度為600mm。取兩斜腹桿桿桿端至節(jié)點(diǎn)點(diǎn)中心距離離為2300mm，豎