第12頁共14頁鋼結構設計原理與施工課程設計――鋼結構廠房屋架指導教師：班級：學生姓名：學號：設計時間：力學與建筑工程學院力學系目錄

一、設計資料………………2

1.1結構形式……………2

1.2屋架形式及荷載……………………2

1.3屋蓋結構及荷載……………………2

1.4荷載計算……………2

2荷載組合………………2

3內力計算………………3

4桿件設計………………5

4.1上弦桿………………5

4.2其余桿件……………7

5、節點設計……………7

5.1下弦節點c…………7

5.2上弦節點B…………9

5.3上弦節點C…………10

5.4屋脊節點G…………10

5.5支座節點A…………12

梯形鋼屋架課程設計一、設計資料某廠房總長度90m，跨度為24m.地震設防烈度為7度，采用1.5×6.0m預應力混凝土屋板.屋面坡度i=1/10,雪荷載的基本雪壓標準值為S0=0.35KN/m2，積灰荷載標準值1.0KN/m2，鋼筋混凝土柱，梯形鋼屋架。柱的混凝土強度等級為C30，鋼材采用Q235。焊條采E43型。二、桁架幾何尺寸及計算簡圖三、荷載取值1.屋面永久荷載見表一屋面永久荷載載項目標準值（kN∕m2）分項系數設計值（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預應力混凝土土層面板1.451.21.74屋架和支撐自自重0.381.20.46合計3.384.062.屋面活荷載見表二屋面活荷載項目標準值（kN∕m2）分項系數設計值（kkN∕m2）雪載或活載0.71.40.98灰荷載1.01.41.40合計1.72.38 表二因屋架屋面坡度較小，故對所有荷載均按水平投影計算（風荷載為風吸力，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度90m,跨度及荷載情況，設置上弦橫向水平支撐3道，由于L=24m，故可不設下弦橫向水平支撐。桁架及支撐平面布置見圖、內力分析計算簡圖如下 用圖解法或數乘法皆可解出在全跨荷載作用下屋架桿件的內力，屋架桿件內力圖和內力屋架構件內力組合表桿件名稱桿件編號單位荷載F＝1靜載作用（KKN/m22）活載（KN//m2）2.666桿件內力計算內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、上弦桿整個上弦采用等截面，按FG桿件的最大設計內力設計，即N=－406.44kN計算，=150.75cm=150.75cm根據腹桿最大設計桿力NaB＝-290.34kN，取中間節點板厚度t＝8mm，支座節點板厚t＝10mm。假設λ＝50，由附表4-2查得=0.856.=選用2L100×80×7短肢相關T形截面，按所選角鋼進行驗算：λxlox／ix＝150.75/2.39＝63.07<[]=150,滿足要求λy＝loy／iy＝150.75/4.64＝32.49<[]=150,滿足要求雙角鋼T形截面繞對稱軸（y軸）應按彎扭屈曲計算長細比，由得下弦桿桿eg整個下弦采用等截面。按最大內力，lox=300cm，loy=885cm.查附表10，選用2L100×80×6,(滿足)(滿足）腹桿,aB桿N=-290.34kN,lox=253cm，loy=253cm選用2L100×80×6.長肢相并，查附表10，=3.16cm，=3.37cm（滿足）（滿足）==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（滿足）（滿足）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(滿足）（滿足）查表表得（滿足）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（滿足）（滿足）（滿足）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（滿足）（滿足）查表表得（滿足）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（滿足）（滿足）查附附表（滿足）（2）Cc桿桿N=－44..65kNN計算，=00.8*2229=1183.22cm,=229ccm選用2L633×5.查附表9AA=12..28，=1.944cm，=2.977cm(滿足）（滿足）差附附表(滿足）Gg桿N=44.337kN計算，=00.8*2289=2231.22cm,=289ccm.選用2L633×5.查附表9AA=12..28，=1.944cm，=2.977cm（滿足）（滿足）（滿足）桿件名稱桿件編號內力（KN）計算長度cmm截面規格截面面積（ccm2）回轉半徑（ccm）長細比容許長細比穩定系數計算應力（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桿件設計（1）屋脊節節點豎桿Gg桿端端焊縫按構構造取hf和lw為5mm和80mmm。上弦節節點板的連連接焊縫，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來的集中荷荷載，一般般不作計算算。角鋼肢肢尖焊縫取取上弦內力力的15％，即△N=0..15N==0.155×4066.24==60.997kN。其產生生的偏心彎彎矩M=600.97××10000×60==36588200NN·mm設肢尖焊腳尺尺寸hf2==6mm，則則焊縫計算算長度lw2==200--2×6--5=1883mm。驗驗算肢尖焊焊縫強度√〔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。拼拼接角鋼一一側的焊縫縫長度按弦弦桿所受內內力計算。設設角焊縫焊焊腳尺寸hf=tt-2=77-2=55mm。則則接頭一側側需要的焊焊縫計算長長度為：Lw=N/((4×0..7hf)=4006.444×1033/（4×0..7×5××160）=181..23mmm拼接角鋼總長長度為：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。下弦拼接點拼接角鋼采用用下弦相同同截面，拼拼接角鋼一一側的焊縫縫長度按與與桿件等強強設計。設設角焊縫焊焊腳尺寸hf=66-2=44mm.則拼頭一一側的需要要的焊縫計計算長度為為Lw=Af//(4×00.7hff)=221.288×1000×2155/（4×0..7×6××160）=170..2mm拼接角鋼的總總長度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點點中心距離離為2300mm，豎