18米跨度钢结构带节点详图

一、设计资料：1.某厂房总长度60m，跨度为18m.，柱距6m。车间内设有两台30/5吨中级工作制吊车。屋架端高1900mm,屋面坡度为1/10,置于钢筋混凝土柱上，上柱截面400x400，柱的混凝土强度等级为C25，无檩屋盖体系，采用1.5×6.0m。计算最低温度-200C。采用1.5×6.0m预应力混凝土大型屋面板和卷材屋面。二、结构形式与布置图：屋架支撑布置图如下图所示。199013502290259028902613286431242530286431241507.51507.51507.51507.51507.51507.5150AacegBCDFGAa+3.4700.000-6.221-8.993-9.102-9.102-6.502-3.382-0.690-0.462+4.739+1.884-0.462-1.0-1.0+0.812-0.5+7.962+9.279+9.279cegBCDEFG0.51.01.01.01.01.01.0a.18米跨屋架(几何尺寸)b.18米跨屋架全跨单位荷载作用下各杆件的内力值Aacege'c'a'+2.5370.000-4.371-5.636-4.551-3.357-1.8500.00-4.754-1.862+0.615+1.170+1.344+1.581+3.158+0.540-1.632-1.305-1.520-1.748-1.0-1.0+0.4060.000.00-0.5+5.325+5.312+3.967+2.637+0.933BCDEFGF'E'D'C'B'A'0.51.01.01.01.01.01.0c.18米跨屋架半跨单位荷载作用下各杆件的内力值四、荷载计算与组合1、荷载计算预应力混凝土大型屋面板1.40kN/㎡×1.35=1.89kN/m2三毡四油防水层0.4kN/㎡×1.35=0.54kN/m2找平层（20mm厚）0.4kN/㎡×1.35=0.54kN/m2泡沫混凝土保温层（80mm）0.48kN/㎡×1.35=0.648kN/m2钢屋架和支撑自重（0.12+0.011×30）×1.35=0.608kN/㎡管道荷载0.1×0.35=0.135kN/㎡永久荷载总和4.361kN/㎡屋面活荷载0.5×1.4=0.7kN/㎡积灰荷载0.5×1.4=0.7kN/㎡可变荷载总和1.4kN/㎡0061280022、荷载组合计算屋架杆内力时，应考虑如下三种荷载组合：1全跨永久荷载+全跨可变荷载F=（4.361+1.4）×1.5×6=51.849kN2全跨永久荷载+半跨可变荷载全跨节点永久荷载：F1=4.361×1.5×6=39.249kN半跨节点可变荷载：F2=1.4×1.5×6=12.6kN3全跨屋架（包括支撑）自重+半跨屋面板自重+半跨屋面活荷载全跨节点屋架自重：F3=0.608×1.5×6=5.47kN半跨节点屋面板自重及活荷载：F4=（1.89+0.5）×1.5×6=21.51kN四、杆件截面设计腹杆最大内力，N=448.43kN（压），由屋架节点板厚度参考可知：支座节点板刚度取12mm；其余节点板与垫板厚度取10mm。屋架杆件内组合表注：表内负责表示压力：正值表示拉力。表1杆件名称内力系数(F=1)第一种组合F×○1第二种组合第三种组合计算杆件内力/KN全跨○1左半全跨○2右半全跨○3F1×○1+F2×○2F1×○1+F2×○3F3×○1+F4×○2F3×○1+F4×○3上弦AB0.000.000.000.000.000.000.000.000.00BCD-6.22-4.37-1.85-332.82-300.19-255.72-126.17-65.81-332.82DEF-8.99-5.64-3.36-481.13-421.91-381.71-166.04-111.48-481.13FG-9.10-4.55-4.55-486.96-406.68-406.68-140.44-140.44-486.96下弦a-c3.472.540.93185.65169.19140.8972.7434.34185.65c-e7.965.332.64425.97379.45332.03155.0390.68425.97e-g9.285.313.97496.43426.45402.72159.27127.08496.43斜腹杆aB-6.50-4.75-1.75-347.86-317.02-264.00-136.31-64.34-347.86Bc4.743.161.58253.54225.65197.8392.0054.25253.54cD-3.38-1.86-1.52-180.94-154.12-148.09-56.28-48.09-180.94De1.880.541.34100.7977.0991.2719.4538.69100.79eF-0.690.62-1.31-36.92-13.89-47.7612.34-33.63-47.7612.34Fg-0.46-1.631.17-24.72-45.364.07-40.6726.41-45.364.07竖杆Aa-0.50-0.500.00-26.75-26.75-17.93-13.70-1.73-26.75Cc-1.00-1.00-1.00-53.50-53.50-53.50-27.40-27.40-53.50Ee-1.00-1.00-1.00-53.50-53.50-53.50-27.40-27.40-53.50Gg0.810.460.4143.4437.2336.2813.8212.5343.441、上弦杆(FG杆)；整个上弦杆采用相同一截面，按最大内力计算，N=486.96kN（压）。3上弦杆计算长度：在桁架平面内，为节间轴线长度：cmlox75.150在桁架平面外，根据支撑布置和内力变化情况，取：cmcmlox5.30175.1502因为oxoyll2，故截面宜选用两个不等肢角钢，短肢相并(详见图3)。腹杆最大内力N=347.86KN，查表9.6.4，节点板厚度选用10mm，支座节点板厚度用12mm。设λ=60，查附录4得807.0需要截面积2232807/215807.01096.486mmmmNNfNA需要回转半径：cmcmlioxx51.26075.150，cmcmlioyy03.5605.301根据需要A、xi、Yi的查角钢型钢规格表(附录8)，选2L125×80×10，A=39422mm，xi=2.26cm、Yi=6.11cm，按所选角钢进行验算：yxxycmcmcmilxoxx70.6626.275.150，cmcmcmilxoyy35.4911.65.301满足允许长细比：[λ]=150的要求。截面在x和y平面皆属b类，由于yx，只需求x。查(附录4)轴心受力稳定系数表得771.0x。2223/215/22.1603942771.01096.486mmNmmNmmNANy，所选截面合适。2、下弦杆整个下弦杆采用同一截面，按最大的内力eg杆计算:N=496.43kN（拉）计算长度：屋架平面内取节点间轴线长度：,30000mmlx屋架平面外根据支撑布置取：,60000mmly计算所需要净截面面积为：4cmmmNNfNAn09.23/2151043.49623选用2L125×80×7。因为yxll00，故用不等肢角钢，短肢相并(见图4)所示。A=28.19cm223.09cm2,cmicmiyx04.6,298.2。按所选角钢进行截面验算，取AAncmcmcmilxoxx150][55.130298.2300，cmcmcmcmilxoyy150][34.9904.6600，2223/215/10.17628191043.496mmNmmNmmNANn所选取的截面满足要求。3、端斜杆(aB杆)：杆件轴力：N=347.86KN(压)，计算长度:,25300cmllyx因为yxll00，故采用不等肢角钢，长肢相并，使yxii。选用角钢2L×125×80×7，详见图5所示。yyxxA=28.19cm2,cmicmiyx33.3,02.4。xyx5截面刚度和稳定性验算：cmcmcmilxoxx150][94.6202.4253，cmcmcmcmilxoyy150][98.7533.3253，因为xy，只求y：714.0miny2223/215/83.1722819714.01086.347mmNmmNmmNANy，所需截面合适。4、斜腹杆(eF、fg)杆件内力：KNKNNKNKNNFgeF07.436.45,34.1276.47二杆可以选择内力较大杆件进行计算。计算长度：cmcmllx92.2494.3128.08.00,cmlly4.3120内力较小，按150][选择，需要的回转半径为：cmcmlicmcmliyyxx083.21504.312][,67.115092.249][00。查型钢表(附录8)，选项截面的xi和yi比上述计算的xi和yi略大些。选用2L63×5，得截面几何特性：A=12.286cm2,cmicmiyx96.2,94.1cmcmcmilxoxx150][82.12894.192.249，cmcmcmcmilxoyy150][54.10596.24.312，因为yx，只求x：查附表4.2得393.0x2223/215/88.981229393.01076.47mmNmmNmmNANxeF，2223/215/04.1012291034.12mmNmmNmmNANeF2223/215/91.931229393.01036.45mmNmmNmmNANxFg，所需截面合适。5、中竖杆(Ee杆)：杆件轴力：N=53.50KN(压)，计算长度:cmcmllx2.2072598.08.00,cmlly25906内力较小，按150][选择，需要的回转半径为：cmcmlicmcmliyyxx73.1150259][,38.11502.207][00。查型钢表(附录8)，选项截面的xi和yi比上述计算的xi和yi略大些,选用2L56×5，得截面几何特性：A=10.83cm2,cmicmiyx69.2,72.1cmcmcmilxoxx150][47.12072.12.207，cmcmcmcmilxoyy150][28.9569.2259，因为yx，只求x：查附表4.2得435.0x2223/215/56.1131083435.0105.53mmNmmNmmNANx，所需截面合适。其余各杆件的截面选择计算过程不作一一列出，计算结果详见表2。杆件截面选择表表2杆件内力/KN截面规格面积/cm2计算长度/cm回转半径/cmmax][max应力/(N/mm2)oxLoyLxiyi上弦-486.96短肢相并2L125X80X1039.42150.75301.52.266.11132.741500.771160.22下弦496.43短肢相并2L125X80X728.19300.00600.002.2986.04130.55150-176.1aB-347.86长肢相并2L125X80X728.19253.00253.004.023.3375.981500.714172.83Bc253.54T形截面2L63X512.29209.04261.301.942.96107.75150-206.30cD-180.94T形截面2L75X514.82229.12286.402.323.4390.101500.620