钢结构课程屋架设计计算书

钢屋架计算书目录一．设计资料二．屋架几何尺寸及檩条设置三．支撑布置及屋架编号四．杆件内力计算五．屋架节点板厚度确定，杆件截面选择和填板设置六．节点设计七．说明八．设计总结一．设计资料及有关规定1.车间平面尺寸为96m×30m，柱距6m，跨度为30m，柱网采用封闭结合。车间内有两台15t/3t中级工作制软钩桥式吊车。2.屋面采用长尺复合屋面板，板厚50mm，檩距不大于1800mm。檩条采用冷弯薄壁卷边槽钢C200×70×20×2.5，屋面坡度i=l/20～l/8。3.钢屋架简支在钢筋混凝土柱顶上，柱顶标高9.000m，柱上端设有钢筋混凝土连系梁。上柱截面为400mm×400mm，所用混凝土强度等级为C30，轴心抗压强度设计值fc＝14.3N/mm2。抗风柱的柱距为6m，上端与屋架上弦用板铰连接。4.钢材用Q235-B，焊条用E43系列型。5.屋架采用平坡梯形屋架，无天窗，外形尺寸如下图（图1）所示。屋架编号为A5H4，腹杆布置形式为A5，坡度为1/10,端部高度H0为1950mm。 图16.该车间建于杭州近郊。7.屋盖荷载标准值：(l)屋面活荷载0.5kN/m2(2)基本雪压s00.45kN/m2(3)基本风压w00.45kN/m2(4)复合屋面板自重0.15kN/m2(5)檩条自重7.05kg/m(6)屋架及支撑自重0.01lkN/m28.运输单元最大尺寸长度为15m，高度为二．屋架几何尺寸及檩条设置1）该屋架为有檩屋盖体系，i=1/10，采用平坡梯形屋架。屋架计算跨度为L0=L-300=29700mm，端部高度取H0=1950mm，中部高度为H=3435mm 图2：屋架杆件几何长度及设计内力2）檩条间距及拉条和撑杆布置图该屋架为有檩屋盖体系，檩条间距为1500mm（端部为1350mm），檩条长度6000mm（两端为5500mm），见下图3檩条布置和间距图；由于檩条跨度小于6m，只在跨中位置设置一拉条，在屋脊处设撑杆，见下图3拉条和撑杆布置图。图3：檩条间距及拉条和撑杆布置图三．支撑布置及屋架编号根据车间长度、屋架跨度和荷载情况，为保证结构的整体稳定性、刚度及结构安装时的稳定与方便并承担和传递荷载需设置上、下、弦横向水平支撑、垂直支撑和系杆，见附图4。图4：屋面支撑布置示意图四．杆件内力计算1.荷载计算檩条414.5N/根÷(1.5m×6m)=46.1N/m2取qLT=0.05KN/m2复合屋面板0.15/cosα=0.15×10/1011/2=0.151KN/m2取qWB=0.151KN/m2屋架及支撑0.01l=0.01×30=0.3KN/m2 取qwj=0.3KN/m2恒载总和 qG,K=0.501KN/m2活荷载（取屋面活荷载和雪荷载中的大者） qq,k=0.5KN/m2 风荷载p3=-0.6×0.45×1.4×6×1.5/cosα=-3.42KN（迎风面） P4=-0.5×0.45×1.4×6×1.5/cosα=-2.85KN(背风面)当屋面夹角较小时风载为吸力，起卸载作用，一般不做考虑。2、荷载组合及节点荷载设计值计算一般考虑全跨荷载，对跨中部分斜杆（一般为跨中每侧各两根斜腹杆）可考虑半跨组合。由于组合值（1.2×0.501+1.4×0.5）×6×1.5=11.71KN＞(1.35×0.501+0.7×1.4×0.5)×6×1.5=10.50KN,可见活载效应起控制作用。为了便于组合内力，通常先求出内力系数，然后用内力系数乘以某种荷载下的节点荷载，节点荷载取Fd=11.71KN，支座反力Rd=10Fd=117.1KN,即得该荷载下各杆的内力。3.内力计算荷载规范规定屋面活荷载和雪荷载不同时考虑，取大者。由于该设计中活载（0.5KN/mm2）大于雪荷载(0.45KN/mm2),故只需考虑恒载和活荷载的组合，该组合可分为全跨活荷载和半跨活荷载两种情形，求这两种情形的内力系数的单位荷载见图5，相应的内力系数及内力组合结果见表1，其中，“恒+全”一栏所列数值表示恒载与全跨活载的组合值，“恒+半”一栏所列数值表示恒载与半跨活载的组合值。上弦杆：由计算简图得知AB为0杆BC杆内力系数：由ΣMC=0得FBC×10/√101×（1950+1357.7/10）+FBC×1/√101×1500+(10-0.5)×2850-1×1500=0得FBC=-11.5同理可得各上弦杆内力系数，由结构力学求解器求得列于表1；下弦杆：屋架内力组合表杆件内力系数单项荷载内力内力组合不利组合恒载活载全跨半跨全跨半跨恒+全恒+半上弦杆1AB000000002BC-11.5000254-8.32533168-62.2151-72.4502-52.4496-134.665-114.665-134.6653CD-11.5000254-8.32533168-62.2151-72.4502-52.4496-134.665-114.665-134.6654DE-18.4644164-12.7191204-99.8925-116.326-80.1305-216.218-180.023-216.2185EF-18.4644164-12.7191204-99.8925-116.326-80.1305-216.218-180.023-216.2186FG-21.8279044-14.0560489-118.089-137.516-88.5531-255.605-206.642-255.6057GH-21.8279044-14.0560489-118.089-137.516-88.5531-255.605-206.642-255.6058HI-22.6242415-13.2136848-122.397-142.533-83.2462-264.93-205.643-264.939IJ-23.1050968-13.6945401-124.999-145.562-86.2756-270.561-211.274-270.56110JK-23.1050968-13.6945401-124.999-145.562-86.2756-270.561-211.274-270.56111KL-23.1050968-9.41055665-124.999-145.562-59.2865-270.561-184.285-270.56112LM-23.1050968-9.41055665-124.999-145.562-59.2865-270.561-184.285-270.56113MN-22.6242415-9.41055665-122.397-142.533-59.2865-264.93-181.684-264.9314NO-21.8279044-7.77185547-118.089-137.516-48.9627-255.605-167.052-255.60515OP-21.8279044-7.77185547-118.089-137.516-48.9627-255.605-167.052-255.60516PQ-18.4644164-5.74529603-99.8925-116.326-36.1954-216.218-136.088-216.21817QR-18.4644164-5.74529603-99.8925-116.326-36.1954-216.218-136.088-216.21818RS-11.5000254-3.17469378-62.2151-72.4502-20.0006-134.665-82.2157-134.66519ST-11.5000254-3.17469378-62.2151-72.4502-20.0006-134.665-82.2157-134.66520TU00000000下弦杆21ac6.151079144.547089633.2773438.751828.6466672.0291461.92472.0291422ce15.440251510.921955483.5317697.2735868.80832180.8053152.3401180.805323eg20.418994413.6376333110.4668128.639785.91709239.1064196.3838239.106424gi22.386934613.797396121.1133141.037786.92359262.151208.0369262.15125ik21.419213910.7096069115.8779134.94167.47052250.819183.3485250.81926km21.419213910.7096069115.8779134.94167.47052250.819183.3485250.81927mo22.38693468.5895386121.1133141.037754.11409262.151175.2274262.15128oq20.41899446.7813611110.4668128.639742.72257239.1064153.1893239.106429qs15.44025154.5182961783.5317697.2735828.46527180.8053111.997180.805330su6.151079141.6039895433.2773438.751810.1051372.0291443.3824772.02914腹杆31aA-0.5-0.5-2.705-3.15-3.15-5.855-5.855-5.85532aB-11.3174986-8.36628485-61.2277-71.3002-52.7076-132.528-113.935-132.52833Bc9.061474546.398877249.0225857.0872940.31293106.109989.3355106.109934cC-1-1-5.41-6.3-6.3-11.71-11.71-11.7135cD-7.50822069-4.9549067-40.6195-47.3018-31.2159-87.9213-71.8354-87.921336De5.508239713.2570930629.7995834.7019120.5196964.5014950.3192664.5014937eE-1-1-5.41-6.3-6.3-11.71-11.71-11.7138eF-4.19553581-2.01273575-22.6978-26.4319-12.6802-49.1297-35.3781-49.129739Fg2.666701220.714885314.4268516.800224.50377731.2270718.9306331.2270740gG-1-1-5.41-6.3-6.3-11.71-11.71-11.7141gH-1.486291720.4206943-8.04084-9.363642.650374-17.4045-5.39046-17.404542Hi0.27845127-1.446048051.5064211.754243-9.11013.260664-7.603685.01490743iI-1.5-1.5-8.115-9.45-9.45-17.565-17.565-17.56544ij1.661201223.707022658.98709910.4655723.3542419.4526732.3413432.3413445Ij0.658312180.658312183.5614694.1473674.1473677.7088367.7088367.70883646jJ-1-1-5.41-6.3-6.3-11.71-11.71-11.7147jK2.388572314.4343937412.9221815.0480127.9366827.9701840.8588640.8588648kK0000000049lm1.66120122-2.045821438.98709910.46557-12.888719.45267-3.9015819.4526750lM0.6583121803.5614694.14736707.7088363.5614697.70883651lL-10-5.41-6.30-11.71-5.41-11.7152Kl2.38857231-2.0458214312.9221815.04801-12.888727.970180.03350127.9701853mM-1.50-8.115-9.450-17.565-8.115-17.56554mN0.278451271.724499321.5064211.75424310.864353.26066412.3707712.3707755No-1.48629172-1.90698602-8.04084-9.36364-12.014-17.4045-20.0549-20.054956oO-10-5.41-6.30-11.71-5.41-11.7157oP2.666701221.9518159314.4268516.8002212.2964431.2270726.7232931.2270758Pq-4.19553581-2.18280006-22.6978-26.4319-13.7516-49.1297-36.4495-49.129759qQ-10-5.41-6.30-11.71-5.41-11.7160qR5.508239712.2511466529.7995834.7019114.1822264.5014943.981864.5014961Rs-7.50822069-2.55331399-40.6195-47.3018-16.0859-87.9213-56.7054-87.921362sS-10-5.41-6.30-11.71-5.41-11.7163sT9.061474542.6625973449.0225857.0872916.77436106.109965.79694106.109964Tu-11.3174986-2.95121375-61.2277-71.3002-18.5926-132.528-79.8203-132.52865uU-0.50-2.705-3.150-5.855-2.705-5.855表1：屋架内力组合表ac杆内力系数：由ΣMB=0得Fac×（1950+1357.7/10）-（10-0.5）×1350=0得Fac=6.15同理可得各下弦杆内力系数，由结构力学求解器求得列于表1；腹杆：由结构力学求解器求得列于表1；半跨活载的内力系数求法同理，列于表1。 图5：内力系数设计内力图见图2五．屋架节点板厚度确定，杆件截面选择和填板设置腹杆最大轴力为132.5KN，查《钢结构-原理与设计》P412表9.1，选用中间节点板厚t=6mm，支座节点板厚t=8mm。上弦整个上弦不改变截面，按最大内力计算。Nmax=-270.56KN，lox=150.8cm，loy=150.8cm选用2∠75×6，A=17.6cm2，=2.31cm，=3.31cm由于所以=3.9××（1+）=55.5由λx=65.26查b类截面的Φx=0.778填板每节间放一块（满足范围内不少于两块）下弦整个下弦也不改变截面，按最大内力计算。Nmax=262.25KN，lox=300.0cm，loy=1485cm选用2∠90×56×5（短肢相并），A=14.424cm2，=1.59cm，=4.33cm填板每节间放一块腹杆1）杆件A-a、K-kN=-5.855KN，lox=195cm，loy=195cm由于内力较小，按构造要求配即可。选择2∠63×5，A=12.3cm2，=1.94cm，=2.82cm；由于所以由查b类截面的填板放两块2）杆件B-aN=-132.5KN，lox=248.4cm，loy=248.4cm选用2∠75×6，A=17.59cm2，=2.31cm，=3.31cm由于所以由查b类截面的填板放两块3)杆件B-c、C-c、D-e、E-e、F-g、H-i、i-j、I-j、J-j、K-j上述杆件所受内力较小，按构造要求配筋即可。选择2∠45×4，A=6.97cm2，=1.38cm，=2.08cm；选择内力最大的拉杆进行内力验算:杆件B-c：选择内力最大的压杆进行内力验算:杆件E-e：由于所以由查b类截面的杆件B-c长度l=256.9cm，杆件D-e长度l=281.8cm，各放2块填板小于；杆件C-c长度l=223.5cm，杆件E-e长度l=253.5cm，各放4块填板小于；杆件F-g长度l=307.6cm，杆件H-i长度l=334.1cm，各放2块填板略大于；在实际工程中，节点板宽度较大，故仍可用；杆件i-j长度l=228.0cm，杆件I-j长度l=206.4cm，杆件K-j长度l=228.0cm，各放1块填板略大于；在实际工程中，节点板宽度较大，故仍可用；杆件J-j长度l=164.3cm，放2块填板小于；4）杆件D-c、F-e、G-g、H-g、I-i选择2∠63×3，A=9.96cm2，=1.96cm，=2.8cm；选择内力最大的压杆进行内力验算:由于所以由查b类截面的杆件D-c长度l=281.8cm，杆件F-e长度l=307.6cm，各放3块填板小于；杆件G-g长度l=283.5cm，杆件I-i长度l=313.5cm，各放3块填板等于；杆件H-g长度l=334.1cm，放2块填板略大于在实际工程中，节点板宽度较大，故仍可用；其余杆件截面选择见表2。需注意的是除上面已经计算的杆件外，其余杆件lox=0.8l，loy=l。屋架杆件截面选择杆件杆件编号计算内力（N）几何长度（mm）计算长度截面规格截面面积（cm2）回转半径长细比容许长细比稳定系数验算强度N/An或稳定性N/（ΨA）l0x(mm)loy(mm)ix(cm)iy(cm)λxλyzλy[λ]Ψmin上弦杆AB0.001356.731356.731356.732∠75*617.592.313.3158.7354.240.991500.8140.00BC-134.671507.481507.481507.4817.592.313.3165.2655.545.541500.77898.38CD-134.671507.481507.481507.4817.592.313.3165.2655.545.541500.77898.38DE-216.221507.481507.481507.4817.592.313.3165.2655.545.541500.778157.96EF-216.221507.481507.481507.4817.592.313.3165.2655.545.541500.778157.96FG-255.601507.481507.481507.4817.592.313.3165.2655.545.541500.778186.73GH-255.601507.481507.481507.4817.592.313.3165.2655.545.541500.778186.73HI-264.931507.481507.481507.4817.592.313.3165.2655.545.541500.778193.55IJ-270.561507.481507.481507.4817.592.313.3165.2655.545.541500.778197.66JK-270.561507.481507.481507.4817.592.313.3165.2655.545.541500.778197.66KL-270.561507.481507.481507.4817.592.313.3165.2655.545.541500.778197.66LM-270.561507.481507.481507.4817.592.313.3165.2655.545.541500.778197.66MN-264.931507.481507.481507.4817.592.313.3165.2655.545.541500.778193.55NO-255.601507.481507.481507.4817.592.313.3165.2655.545.541500.778186.73OP-255.601507.481507.481507.4817.592.313.3165.2655.545.541500.778186.73PQ-216.221507.481507.481507.4817.592.313.3165.2655.545.541500.778157.96QR-216.221507.481507.481507.4817.592.313.3165.2655.545.541500.778157.96RS-134.671507.481507.481507.4817.592.313.3165.2655.545.541500.77898.38ST-134.671507.481507.481507.4817.592.313.3165.2655.545.541500.77898.38TU0.001356.731356.731356.7317.592.313.3158.7354.240.991500.8140.00下弦杆ac72.032850.002850.00loy-ak=loy-ku=148502∠90*56*5短肢相连14.421.594.33179.25342.96342.96350拉杆稳定性不起控制作用49.94ce180.813000.003000.0014.421.594.33188.68342.96342.96350125.35eg239.113000.003000.0014.421.594.33188.68342.96342.96350165.77gi262.153000.003000.0014.421.594.33188.68342.96342.96350181.75ik250.823000.003000.0014.421.594.33188.68342.96342.96350173.89km250.823000.003000.0014.421.594.33188.68342.96342.96350173.89mo262.153000.003000.0014.421.594.33188.68342.96342.96350181.75oq239.113000.003000.0014.421.594.33188.68342.96342.96350165.77qs180.813000.003000.0014.421.594.33188.68342.96342.96350125.35su72.032850.002850.0014.421.594.33179.25342.96342.9635049.94腹杆aA-5.861950.001950.001950.002∠63*512.291.942.82100.5274.5069.151500.5528.63aB-132.532483.902483.902483.902∠75*617.592.313.31107.5380.1275.041500.508148.28Bc106.112568.512054.812568.512∠45*46.971.382.08148.90129.10123.49350拉杆152.19cC-11.712235.001788.002235.002∠45*46.971.382.08129.57110.00107.451500.38943.18cD-87.922817.492253.992817.492∠63*39.961.962.8115.00111.20100.621500.464190.32De64.502817.492253.992817.492∠45*46.971.382.08163.33151.00135.46350拉杆92.52eE-11.712535.002028.002535.002∠45*46.971.382.08146.96124.20121.881500.31852.82eF-49.133075.592460.473075.592∠63*39.961.962.8125.53119.50109.841500.409120.65Fg31.233075.592460.473075.592∠45*46.971.382.08178.30149.76147.86350拉杆44.79gG-11.712835.002268.002835.002∠63*39.961.962.8115.71111.70101.251500.4625.57gH-17.403340.692672.553340.692∠63*39.961.962.8136.35128.20119.311500.3648.56Hi5.013340.692672.553340.692∠45*46.971.382.08193.66162.40160.61350拉杆7.19iI-17.573135.002508.003135.002∠63*39.961.962.8127.96121.50111.961500.39744.44ij32.342280.312280.31loy-iK=4213.322∠45*46.971.382.08165.24——202.56350拉杆46.39Ij7.712063.811651.052063.812∠45*46.971.382.08119.64——99.22350拉杆11.06jJ-11.711642.501314.001642.502∠45*46.971.382.0895.2282.6078.971500.58728.61jK40.862280.312280.31loy-iK=4213.322∠45*46.971.382.08165.24202.56350拉杆58.60kK0.003435.003091.503091.502∠63*512.291.942.82159.36——109.63————0.00lm19.452280.312280.31loy-Km=4213.322∠45*46.971.382.08165.24——202.56350拉杆27.90lM7.712063.811651.052063.812∠45*46.971.382.08119.64——99.22350拉杆11.06lL-11.711642.501314.001642.502∠45*46.971.382.0895.2282.6078.971500.58728.61Kl27.972280.312280.31loy-Km=4213.322∠45*46.971.382.08165.24——202.56350拉杆40.12mM-17.573135.002508.003135.002∠63*39.961.962.8127.96121.50111.961500.39744.44mN12.373340.692672.553340.692∠45*46.971.382.08193.66162.40160.61350拉杆17.74No-20.053340.692672.553340.692∠63*39.961.962.8136.35128.20119.311500.3655.95oO-11.712835.002268.002835.002∠63*39.961.962.8115.71111.70101.251500.4625.57oP31.233075.592460.473075.592∠45*46.971.382.08178.30149.76147.86350拉杆44.79Pq-49.133075.592460.473075.592∠63*39.961.962.8125.53119.50109.841500.409120.65qQ-11.712535.002028.002535.002∠45*46.971.382.08146.96124.20121.881500.31852.82qR64.502817.492253.992817.492∠45*46.971.382.08163.33151.00135.46350拉杆92.52Rs-87.922817.492253.992817.492∠63*39.961.962.8115.00111.20100.621500.464190.32sS-11.712235.001788.002235.002∠45*46.971.382.08129.57110.00107.451500.38943.18sT106.112568.512054.812568.512∠45*46.971.382.08148.90129.10123.49350拉杆152.19Tu-132.532483.902483.902483.902∠75*617.592.313.31107.5380.1275.041500.508148.28uU-5.861950.001950.001950.002∠63*512.291.942.82100.5274.5069.151500.5528.63表2：屋架杆件截面选择表每根杆件填板设置数量及验算过程见上杆件截面选择计算过程中，填板应比角钢肢宽伸出10-15mm以便焊接。六．节点设计1.下弦节点“c”（附图6）先计算腹板与节点板的连接焊缝：B-c杆肢背及肢尖焊脚尺寸取hf1=4mm，则所需焊缝长度：肢背：用100mm肢尖：用60mm腹杆C-c和D-c的杆端焊缝同理计算，由于C-c杆件内力较小，焊缝按构造采用，取lw=40mm；D-c杆，取hf1=4mm，肢背焊接长度取80mm，肢尖取40mm。其次验算下弦杆与节点板的连接焊缝，内力差ΔN=Nec-Nac=180.8-72.0=108.8KN