柱间支撑计算

1、柱间支撑计算项目名称_日 期_设 计 者_校 对 者_一、示意图支撑类型: 双层格构斜杆受力假定：受拉斜杆截面示意图：撑杆截面示意图：二、依据规范钢结构设计规范（GB 500172003）三、计算信息1荷载信息剪力设计值：F1 = 150.000 kN;F2 = 150.000 kN;2杆件参数双肢间距：k=300mm;斜杆：参数名称参数值型号L75X8b(mm)75t(mm)8A(mm2)1150.00Ixo(mm4).00Iyo(mm4).00ixo(mm)22.80iyo(mm)22.80撑杆：参数名称参数值型号L90X8b(mm)90t(mm)8A(mm2)1394.00Ixo(mm4

2、)1.06106Iyo(mm4)1.06106ixo(mm)27.60iyo(mm)27.603几何尺寸h2 = 4500mm; h3 = 4500mm; B = 6000mm; b1 = 200mm;b2 = 200 mm4连接信息肢尖焊缝高度: hf1=8.0mm;肢背焊缝高度: hf2=8.0mm;焊缝长度: LHf1 = 300mm; LHf2 = 300mm; LHf3 = 200mm; 安装螺栓直径: d=16mm;节点板厚度: = 8.0 mm;5容许长细比拉杆容许长细比1400;压杆容许长细比22006材料信息钢材等级:Q235钢材强度:f = 215N/mm2四、内力计算上斜

3、杆长度 Lsx = (h32(Bb1b2)2)1/2= (45002(6000200200)2)1/2 = 7184.0 mm下斜杆长度 Lxx = (h22(Bb1b2)2)1/2= (45002(6000200200)2)1/2 = 7184.0 mm水平宽度Lc = Bb1b2 = 6000200200 = 5600 mm上斜杆拉力 Nsl = F1Lsx/Lc= 150.0007184.0/5600.0 = 192.429 kN下斜杆拉力 Nxl = (F1F2)Lxx/Lc= (150.000150.000)7184.0/5600.0 = 384.858 kN撑杆压力 Nc = F1

4、F2 = 150.000150.000 = 300.000 kN五、截面验算1强度验算依据钢结构设计规范（GB500172003）1)斜杆杆件的净截面面积：An = Ad0t = 1150.00(161.5)8.0 = 1010.00 mm2截面应力 = Nl/An f(5.1.1-1) = 384.861000/(1010.002) = 190.524 N/mm2 f = 215 N/mm2,满足要求！2)撑杆杆件的净截面面积：An = Ad0t = 1394.00(161.5)8 = 1254.00 mm2截面应力 = Nl/An f(5.1.1-1) = 300.001000/(1254

5、.002) = 119.617 N/mm2 f = 215 N/mm2,满足要求！2长细比验算 = l0/i 1) 斜杆受拉：组合截面惯性矩: Ix = 2(IyoA(k/2-xo)2) =2(.001150.00(300.00/2-21.50)2)= 3.918107 mm4Iy = 2Ixo = 2.00 = 1.199106 mm4组合截面回转半径: ix = (Ix/(2A)1/2 = (3.92107/(21150.00)1/2 = 130.513 mmiy = (Iy/(2A)1/2 = (1.20106/(21150.00)1/2 = 22.834 mmx = l0/ix = 7

6、184.01/130.51 = 55.044 400.000,y = l0/iy = 7184.01/22.83 = 314.619 400.000,满足要求！2) 撑杆：组合截面惯性矩: Ix = 2(IyoA(k/2-xo)2) =2(1.061061394.00(300.00/2-25.20)2)= 4.555107 mm4Iy = 2Ixo = 21.06106 = 2.129106 mm4组合截面回转半径: ix = (Ix/(2A)1/2 = (4.56107/(21394.00)1/2 = 127.823 mmiy = (Iy/(2A)1/2 = (2.13106/(21394.

7、00)1/2 = 27.636 mmx = l0/ix = 5600.00/127.82 = 43.811 200.000,y = l0/iy = 5600.00/27.64 = 202.631 换算长细比: 0y = sqrt(y2(595/iy)2) = sqrt(202.632(595/27.64)2) = 203.772 200.000, 不满足要求！3稳定验算撑杆受压稳定：根据规范表查得X轴为b类截面，Y轴为b类截面x = 0.883，y = 0.180。取 = 0.180截面正应力 = N/(A)f(5.1.21)=.000/(0.1802788.000)=598.081N/mm2

8、f = 215 N/mm2, 不满足要求！六、连接验算依据：钢结构设计规范（GB500172003）Lhf1焊缝验算：肢尖：hf1= 8mmV = 0.3max(Nxl,Nsl)/2 = 0.3max(384.86,192.43)/2 = 57.729 kNlw = Lhf1-2hf1 = 300-28 = 284.0he = 0.7hf1 = 0.78 = 5.6 mm查表得：ffw = 160N/mm2 = V/(lwhe) = 57.729103/(284.05.6) = 36.298 N/mm2 ffw = 160N/mm2,满足要求！肢背：hf2= 8mmV = 0.7max(Nxl

9、,Nsl)/2 = 0.7max(384.86,192.43)/2 = 134.700 kNlw = Lhf1-2hf2 = 300-28 = 284.0he = 0.7hf2 = 0.78 = 5.6 mm查表得：ffw = 160N/mm2 = V/(lwhe) = 134.700103/(284.05.6) = 84.696 N/mm2 ffw = 160N/mm2,满足要求！Lhf2焊缝验算：肢尖：hf1= 8mmlw = Lhf2-2hf1 = 300-28 = 284.0he = 0.7hf1 = 0.78 = 5.6 mm查表得：ffw = 160N/mm2 = V/(lwhe)

10、 = 57.729103/(284.05.6) = 36.298 N/mm2 ffw = 160N/mm2,满足要求！肢背：hf2= 8mm查表得：ffw = 160N/mm2 = V/(lwhe) = 134.700103/(284.05.6) = 84.696 N/mm2 ffw = 160N/mm2,满足要求！Lhf3焊缝验算：肢尖：hf1= 8mmV = 0.5NC/2 = 0.5300.00/2 = 75.000 kNlw = Lhf3-2hf1 = 200-28 = 184.0he = 0.7hf1 = 0.78 = 5.6 mm查表得：ffw = 160N/mm2 = V/(lwhe) = 45.000103/(184.05.6) = 43.672 N/mm2