柱间支撑计算书

柱间支撑计算书

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 50017－2003）

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;

3．几何尺寸

h2 = 4500mm; h3 = 4500mm; B = 6000mm; b1 = 200mm;b2 = 200 mm 4．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: δ= 10.0 mm;

5．容许长细比

拉杆容许长细比[λ1]＝400; 压杆容许长细比[λ2]＝200 6．材料信息

钢材等级: Q345 钢材强度:f = 310N/mm2

四、内力计算

上斜杆长度L sx = (h32＋(B－b1－b2)2)1/2

= (45002＋(6000－200－200)2)1/2 = 7184.0 mm

下斜杆长度L xx = (h22＋(B－b1－b2)2)1/2

= (45002＋(6000－200－200)2)1/2 = 7184.0 mm

水平宽度L c = B－b1－b2 = 6000－200－200 = 5600 mm

上斜杆拉力N sl = F1×L sx/L c

= 150.000×7184.0/5600.0 = 192.429 kN

下斜杆拉力N xl = (F1＋F2)×L xx/L c

= (150.000＋150.000)×7184.0/5600.0 = 384.858 kN

撑杆压力N c = F1＋F2 = 150.000＋150.000 = 300.000 kN

五、截面验算

1．强度验算

依据《钢结构设计规范》（GB50017－2003）

1) 斜杆

杆件的净截面面积：An = A－d0×t = 1166.00－(16＋1.5)×10 = 991.00 mm2截面应力σ= Nl/An ≤f (5.1.1-1)

σ = 384.86×1000/(991.00×2) = 194.176 N/mm2≤f = 310 N/mm2,满足要求！

1) 撑杆

杆件的净截面面积：An = A－d0×t = 2437.00－(16＋1.5)×10 = 2262.00 mm2截面应力σ= Nl/An ≤f (5.1.1-1)

σ = 300.00×1000/(2262.00×2) = 66.313 N/mm2≤f = 310 N/mm2,满足要求！

2．长细比验算

λ= l0/i ≤[λ]

1) 斜杆受拉：

组合截面惯性矩: Ix = 2·(Iyo＋A·(k/2-xo)2) =

2×(410900.00＋1166.00×(300.00/2-19.30)2)

= 4.066×107 mm4

Iy = 2·Ixo = 2×410900.00 = 821800.000 mm4

组合截面回转半径: ix = (Ix/(2·A))1/2 = (4.07×107/(2×1166.00))1/2 = 132.041 mm

iy = (Iy/(2·A))1/2 = (821800.00/(2×1166.00))1/2 = 18.772 mm λx = l0/ix = 7184.01/132.04 = 54.407 ≤400.000,

λy = l0/iy = 7184.01/18.77 = 382.690 ≤400.000,满足要求！

2) 撑杆：

组合截面惯性矩: Ix = 2·(Iyo＋A·(k/2-xo)2) =

2×(3.62×106＋2437.00×(300.00/2-34.50)2)

= 7.233×106 mm4

Iy = 2·Iyo = 2×3.62×106 = 7.225×107 mm4

组合截面回转半径: ix = (Ix/(2·A))1/2 = (7.23×106/(2×2437.00))1/2 = 121.755 mm

iy = (Iy/(2·A))1/2 = (7.23×107/(2×2437.00))1/2 = 38.524 mm λx = l0/ix = 5600.00/2/121.76 = 45.994 ≤200.000,

λy = l0/iy = 5600.00/2/38.52 = 145.365

换算长细比: λ0y= sqrt(λy2＋(595/iy)2)

= sqrt(145.372＋(595/38.52)2)

= 146.183 ≤200.000,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

Фx = 0.829，Фy = 0.231。取Ф= 0.231

截面正应力σ= N/(Ф·A)≤f (5.1.2－1)

=300000.000/(0.231×4874.000)

=266.134N/mm2≤f = 310 N/mm2,满足要求！六、连接验算

依据：《钢结构设计规范》（GB50017－2003）

Lhf1焊缝验算：

肢尖：hf1= 8mm

V = 0.3·max(N xl,N sl)/2 = 0.3×max(384.86,192.43)/2 = 57.729 kN

l w = Lhf1-2·hf1 = 300-2×8 = 284.0

he = 0.7·hf1 = 0.7×8 = 5.6 mm 查表得：f f w = 200N/mm2

τ = V/(l w·h e) = 57.729×103/(284.0×5.6)

= 36.298 N/mm2≤f f w = 200N/mm2,满足要求！

肢背：hf2= 8mm

V = 0.7·max(N xl,N sl)/2 = 0.3×max(384.86,192.43)/2 = 134.700 kN

l w = Lhf1-2·hf2 = 300-2×8 = 284.0

he = 0.7·hf2 = 0.7×8 = 5.6 mm 查表得：f f w = 200N/mm2

τ = V/(l w·h e) = 134.700×103/(284.0×5.6)

= 84.696 N/mm2≤f f w = 200N/mm2,满足要求！

Lhf2焊缝验算：

肢尖：hf1= 8mm

l w = Lhf2-2·hf1 = 300-2×8 = 284.0

he = 0.7·hf1 = 0.7×8 = 5.6 mm 查表得：f f w = 200N/mm2

τ = V/(l w·h e) = 57.729×103/(284.0×5.6)

= 36.298 N/mm2≤f f w = 200N/mm2,满足要求！

肢背：hf2= 8mm

查表得：f f w = 200N/mm2

τ = V/(l w·h e) = 134.700×103/(284.0×5.6)

= 84.696 N/mm2≤f f w = 200N/mm2,满足要求！

Lhf3焊缝验算：

肢尖：hf1= 8mm

V = 0.5·N C/2 = 0.5×300.00/2 = 75.000 kN

l w = Lhf3-2·hf1 = 200-2×8 = 184.0

he = 0.7·hf1 = 0.7×8 = 5.6 mm 查表得：f f w = 200N/mm2

τ = V/(l w·h e) = 45.000×103/(184.0×5.6)

= 43.672 N/mm2≤f f w = 200N/mm2,满足要求！

肢背：hf2= 8mm

V = 0.7·N c/2 = 0.7×300.00/2 = 105.000 kN

查表得：f f w = 200N/mm2

τ = V/(l w·h e) = 105.000×103/(184.0×5.6)

= 101.902 N/mm2≤f f w = 200N/mm2,满足要求！