1、Q235-B; fy = 235.0N/mm2; f = 215.0N/mm2; fv = 125.0N/mm2梁跨度:l0 = 2.83 m梁截面:C5强度计算净截面系数:1.00自动计算构件自重二、设计依据建筑结构荷载规范(GB 50009-2001)钢结构设计规范(GB 50017-2003)三、截面参数A = 6.924526cm2Yc = 2.500000cm; Zc = 1.346291cmIx = 26.014368cm4; Iy = 8.334926cm4ix = 1.938258cm; iy = 1.097124cmW1x = 10.405747cm3; W2x = 10.4
2、05747cm3W1y = 6.191027cm3; W2y = 3.541188cm3四、单工况作用下截面内力:(轴力拉为正、压为负)恒载(支吊架自重):单位(kN.m)位置(m)0.000.350.711.061.421.772.132.682.83弯矩(kN.m)0.040.01-0.01-0.020.02剪力(kN)-0.08-0.06-0.040.070.08轴力(kN)0.14挠度(mm)0.00.10.2恒载(管重):0.13-0.00-0.09-0.130.39-0.122.260.85-0.00.40.70.9注:支吊架的活荷载取值为0。五、荷载组合下最大内力:组合(1):1
3、.2x恒载 + 1.4x活载组合(2):1.35x恒载 + 0.7x1.4x活载最大弯矩Mmax = 0.57kN.m;位置:2.83;组合:(2)最大弯矩对应的剪力V = 3.16kN;对应的轴力N = 1.33kN最大剪力Vmax = 3.16kN;最大轴力Nmax = 1.33kN;0.00;六、受弯构件计算:梁按照受弯构件计算,计算长度系数取值:ux=1.00,uy=1.00强度计算1)、抗弯强度按照GB50017-2003公式4.1.1:其中:x = 1.05,y = 1.20 = 52.02 215.0N/mm2, 强度满足要求。2)、抗剪强度按照GB50017-2003公式4.1
4、.2: = 16.98 125.0N/mm2, 强度满足要求。3)、梁上翼缘受集中荷载按照GB50017-2003公式4.1.3-1验算局部承压强度:c = 1.77 215.0N/mm2, 强度满足要求。4)、折算应力按照GB50017-2003公式4.1.4-1验算:折算应力 = 40.02 258.0N/mm2, 强度满足要求。稳定验算稳定验算按照GB50017-2003公式4.2.2验算:Mx = 0.57kN.mb = 0.799Wx = 0.000010面内稳定应力 = 68.33 215.0N/mm2, 平面内稳定满足要求。挠度验算挠度按照标准组合:1.0恒载+1.0活载验算,挠
5、度容许限值取l/200:计算挠度: = 1.1mm = 14.2mm,挠度满足要求。3端节点验算:截面尺寸:H = 50mm,B = 37mm,tf = 7mm,tw = 5mm节点处组合内力弯矩M = 0.217kN.m,剪力V = -0.265kN,轴力N = 1.330kN。采用E43型手工焊。焊缝的强度设计值ff=160.0 N/mm2。节点焊缝形式:顶接单面角焊缝。考虑竖向剪力由腹板角焊缝独立承担。节点处受力:弯矩:0.22kN.m;剪力:-0.26kN;轴力:1.33kN。焊缝最小尺寸hfmin=4.1mm,最大尺寸hfmax=6.0mm焊缝尺寸hf=5mm弯矩产生的应力按照如下公
6、式计算:M = 0.22kN.m,Wx = 5780.17 mm3M = 37.60N/mm2 fff = 160.0N/mm2,满足要求。 剪力产生的应力按照如下公式计算:V = -0.26kN,he = 3.5mm,lw = 50mmV = 1.51N/mm2 ff = 160.0N/mm2,满足要求。轴力产生的应力按照如下公式计算:N = 1.33kN,he = 3.5mm,lw = 114mmN = 3.33N/mm2 折算应力按照如下公式计算:折算应力 = 40.96N/mm2 4端节点验算:节点处组合内力弯矩M = 0.568kN.m,剪力V = 3.156kN,轴力N = 1.3
7、30kN。0.57kN.m;3.16kN;M = 0.57kN.m,Wx = 5780.17 mm3M = 98.33N/mm2 V = 3.16kN,he = 3.5mm,lw = 50mmV = 18.04N/mm2 折算应力 = 103.25N/mm2 60.482.48-0.050.060.25-0.07-0.030.03-0.67-0.830.5最大弯矩Mmax = 0.39kN.m;最大弯矩对应的剪力V = -1.01kN;对应的轴力N = -1.29kN最大剪力Vmax = -1.01kN;最大轴力Nmax = -1.29kN; = 35.58 215.0N/mm2, 强度满足要
8、求。 = 5.43 125.0N/mm2, 强度满足要求。c = 0.24 215.0N/mm2, 强度满足要求。折算应力 = 20.36 258.0N/mm2, 强度满足要求。Mx = 0.39kN.m面内稳定应力 = 46.74 215.0N/mm2, 平面内稳定满足要求。 = 0.7mm 2端节点验算:节点处组合内力弯矩M = 0.389kN.m,剪力V = -1.010kN,轴力N = -1.289kN。0.39kN.m;-1.01kN;-1.29kN。M = 0.39kN.m,Wx = 5780.17 mm3M = 67.26N/mm2 V = -1.01kN,he = 3.5mm,
9、lw = 50mmV = 5.77N/mm2 N = -1.29kN,he = 3.5mm,lw = 114mmN = 3.23N/mm2 折算应力 = 70.73N/mm2 5端节点验算:节点处组合内力弯矩M = 0.081kN.m,剪力V = 0.157kN,轴力N = -1.289kN。0.08kN.m;0.16kN;M = 0.08kN.m,Wx = 5780.17 mm3M = 14.01N/mm2 V = 0.16kN,he = 3.5mm,lw = 50mmV = 0.89N/mm2 折算应力 = 17.27N/mm2 立柱构件计算:1柱长度:l0 = 1.22 m柱截面:C6.
10、3A = 8.446951cm2Yc = 3.150000cm; Zc = 1.392081cmIx = 51.236583cm4; Iy = 11.895020cm4ix = 2.462862cm; iy = 1.186677cmW1x = 16.265582cm3; W2x = 16.265582cm3W1y = 8.544778cm3; W2y = 4.561115cm30.150.300.460.610.760.911.220.180.190.200.210.220.230.240.260.79最大弯矩Mmax = 0.04kN.m;1.22;最大弯矩对应的剪力V = 0.04kN;对
11、应的轴力N = 1.42kN最大剪力Vmax = 0.04kN;最大轴力Nmax = 1.42kN;六、压弯、拉弯构件计算:立柱构件按照压弯、拉弯构件计算,计算长度系数按照GB50017-2003附录D表D-2有侧移框架柱计算。计算长度系数取值:ux=6.02,uy=1.00截面分类X轴:b类截面分类Y轴:1)、压弯、拉弯强度按照GB50017-2003公式5.2.1: = 3.98 215.0N/mm2, 强度满足要求。长细比验算:构件绕x轴长细比x=296.969,绕y轴长细比y=102.387,换算长细比yz=299.586。构件的最大长细比max = 297.0 容许长细比 = 300
12、.0,长细比满足要求。构件为拉弯构件,不需要计算平面内、平面外稳定支座反力支座节点编号:(1),弯矩(kN/m):0.04,轴力(kN):1.42,剪力(kN):H = 63mm,B = 40mm,tf = 8mm,tw = 5mm节点处组合内力弯矩M = 0.039kN.m,剪力V = 0.041kN,轴力N = 1.422kN。0.04kN.m;0.04kN;1.42kN。焊缝最小尺寸hfmin=4.2mm,最大尺寸hfmax=6.0mmM = 0.04kN.m,Wx = 8517.83 mm3M = 4.60N/mm2 V = 0.04kN,he = 3.5mm,lw = 63mmV = 0.18N/mm2 N = 1.42kN,he = 3.5mm,lw = 133mmN = 3.05N/mm2 折算应力 = 7.65N/mm2 2l0 = 0.45 m0.110.170.280.340.450.090.100.16