学士米跨梯形钢屋架课程设计

第12页共14页钢结构设计原理与施工课程设计――钢结构厂房屋架指导教师：班级：学生姓名：学号：设计时间：力学与建筑工程学院力学系目录

一、设计资料………………2

1.1结构形式……………2

1.2屋架形式及荷载……………………2

1.3屋盖结构及荷载……………………2

1.4荷载计算……………2

2荷载组合………………2

3内力计算………………3

4杆件设计………………5

4.1上弦杆………………5

4.2其余杆件……………7

5、节点设计……………7

5.1下弦节点c…………7

5.2上弦节点B…………9

5.3上弦节点C…………10

5.4屋脊节点G…………10

5.5支座节点A…………12

梯形钢屋架课程设计一、设计资料某厂房总长度90m，跨度为24m.地震设防烈度为7度，采用1.5×6.0m预应力混凝土屋板.屋面坡度i=1/10,雪荷载的基本雪压标准值为S0=0.35KN/m2，积灰荷载标准值1.0KN/m2，钢筋混凝土柱，梯形钢屋架。柱的混凝土强度等级为C30，钢材采用Q235。焊条采E43型。二、桁架几何尺寸及计算简图三、荷载取值1.屋面永久荷载见表一屋面永久荷载载项目标准值（kN∕m2）分项系数设计值（kkN∕m2）防水层（三毡毡四油）0.401.20.48水泥砂浆找平平层0.401.20.48保温层0.701.20.84一毡二油隔气气层0.051.20.06预应力混凝土土层面板1.451.21.74屋架和支撑自自重0.381.20.46合计3.384.062.屋面活荷载见表二屋面活荷载项目标准值（kN∕m2）分项系数设计值（kkN∕m2）雪载或活载0.71.40.98灰荷载1.01.41.40合计1.72.38 表二因屋架屋面坡度较小，故对所有荷载均按水平投影计算（风荷载为风吸力，且本例为重屋盖，故不考虑）四、荷载组合a.全跨永久荷载+全跨可变荷载F=1.5×6×（4.06+2.38）=57.96KNb.全跨永久荷载+半跨可变荷载全跨永久荷载F1=1.5×6×4.06=36.54KN半跨可变荷载F2=1.5×6×2.38=21.42KN全跨屋架和支撑重+半跨屋面板重+半跨屋面活荷载全跨屋架和支撑重F3=1.5×6×0.46=4.14KN半跨屋面板重和半跨屋面活荷载F4=1.5×6×（1.74+0.7）=21.96KN五、桁架支撑布置由于厂房长度90m,跨度及荷载情况，设置上弦横向水平支撑3道，由于L=24m，故可不设下弦横向水平支撑。桁架及支撑平面布置见图、内力分析计算简图如下 用图解法或数乘法皆可解出在全跨荷载作用下屋架杆件的内力，屋架杆件内力图和内力屋架构件内力组合表杆件名称杆件编号单位荷载F＝1静载作用（KKN/m²²）活载（KN//m²）2.666杆件内力计算内力在左在右全跨全部恒载2..381屋架支撑0..461大型屋面板11.02在左在右全部组合一组合二组合三在左在右全部上弦杆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下弦杆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斜腹杆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竖杆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、上弦杆整个上弦采用等截面，按FG杆件的最大设计内力设计，即N=－406.44kN计算，=150.75cm=150.75cm根据腹杆最大设计杆力NaB＝-290.34kN，取中间节点板厚度t＝8mm，支座节点板厚t＝10mm。假设λ＝50，由附表4-2查得=0.856.=选用2L100×80×7短肢相关T形截面，按所选角钢进行验算：λxlox／ix＝150.75/2.39＝63.07<[]=150,满足要求λy＝loy／iy＝150.75/4.64＝32.49<[]=150,满足要求双角钢T形截面绕对称轴（y轴）应按弯扭屈曲计算长细比，由得下弦杆杆eg整个下弦采用等截面。按最大内力，lox=300cm，loy=885cm.查附表10，选用2L100×80×6,(满足)(满足）腹杆,aB杆N=-290.34kN,lox=253cm，loy=253cm选用2L100×80×6.长肢相并，查附表10，=3.16cm，=3.37cm（满足）（满足）==89.6.查附表1.2得Bc杆N=211.62kN,lox=0.8×261.3=209.04m，loy=261.3cm选用2L70×6.查附表9A=2×8.16=16.32，=2.15cm，=3.26cm（满足）（满足）cD杆N=-1511.02kkN，lox==,0.88*2866.4=2229.112cm，loy==286..4cm..选用2L700×6,AA=2×88.16==16.332，=2.155cm，=3.266cm(满足）（满足）查表表得（满足）De杆N=84.113kN，lox==,0.88*2866.4=2229.112cm，loy==286..4cm..选用2L566×5,AA=2×55.42==10.884，=1.722cm，=2.699cm（满足）（满足）（满足）Fg杆N=-36..54kNN，lox==,0.88*3122.4=2249.992cm，loy==312..4cm..选用2L633×5.查附表9A=2××6.144=12..28，=1.944cm，=2.977cm（满足）（满足）查表表得（满足）竖杆（1）Aa杆杆N=-22..53kNN，lox==,0.88*1999=1599.2cmm，loy==199ccm.选用2L500×5.查附表9A=9..606，=1.533cm，=2.533cm（满足）（满足）查附附表（满足）（2）Cc杆杆N=－44..65kNN计算，=00.8*2229=1183.22cm,=229ccm选用2L633×5.查附表9AA=12..28，=1.944cm，=2.977cm(满足）（满足）差附附表(满足）Gg杆N=44.337kN计算，=00.8*2289=2231.22cm,=289ccm.选用2L633×5.查附表9AA=12..28，=1.944cm，=2.977cm（满足）（满足）（满足）杆件名称杆件编号内力（KN）计算长度cmm截面规格截面面积（ccm²）回转半径（ccm）长细比容许长细比稳定系数计算应力（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竖杆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杆件设计（1）屋脊节节点竖杆Gg杆端端焊缝按构构造取hf和lw为5mm和80mmm。上弦节节点板的连连接焊缝，角角钢肢背采采用塞焊缝缝，并假定定仅承受屋屋面板传来来的集中荷荷载，一般般不作计算算。角钢肢肢尖焊缝取取上弦内力力的15％，即△N=0..15N==0.155×4066.24==60.997kN。其产生生的偏心弯弯矩M=600.97××10000×60==36588200NN·mm设肢尖焊脚尺尺寸hf2==6mm，则则焊缝计算算长度lw2==200--2×6--5=1883mm。验验算肢尖焊焊缝强度√〔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（满足）上弦杆起拱后后坡度为1/100.拼接角钢钢采用与上上弦相同截截面，热弯弯成型。拼拼接角钢一一侧的焊缝缝长度按弦弦杆所受内内力计算。设设角焊缝焊焊脚尺寸hf=tt-2=77-2=55mm。则则接头一侧侧需要的焊焊缝计算长长度为：Lw=N/((4×0..7hf)=4006.444×10³³/（4×0..7×5××160）=181..23mmm拼接角钢总长长度为：L=2（lww+2hhf）+a=22×（181..4+2××5）+（7+2//10×880）=405..8mm取L=4100mm拼接角钢竖肢肢需要的高高度为△=t+hff+5=77+5+55=17mmm取△=20mmm，即竖竖肢余留高高度为600mm。下弦拼接点拼接角钢采用用下弦相同同截面，拼拼接角钢一一侧的焊缝缝长度按与与杆件等强强设计。设设角焊缝焊焊脚尺寸hf=66-2=44mm.则拼头一一侧的需要要的焊缝计计算长度为为Lw=Af//(4×00.7hff)=221.288×1000×2155/（4×0..7×6××160）=170..2mm拼接角钢的总总长度L=2（lww+2hhf）+a=22×（170..2+2××4）+8=3664.4mmm。取L=3700mm拼接角钢竖肢肢需要切去去的高度为为△=t+hff+5=66+4+55=15mmm取△=20mmm，即竖竖肢余留高高度为600mm。取两斜腹杆杆杆端至节点点中心距离离为2300mm，竖