钢结构厂房设计参数

lo
㈠ 内力计算（单台）
ng
.c om
Vmax =
98.01 (3.5 + 6) = 155.2kN 6
4. 求 VT max
VT max =
4.9 × 155.2 = 7.76kN 98.01
㈡ 截面估算： （ Q 235) 1．梁高：
h = 7 × 3 W sh − 300 = 355mm
②按允许挠度值确定：
2 35.53 w 2 +τ f 2 = + 12.98 = 31.88 N 2 ≤ ff mm 1 . 22 2
保温层 檩 条
4 kg 6 kg 16 kg
m2 m2
活载： 风载：
50 kg 55 kg
m2 m2
ห้องสมุดไป่ตู้
q = (16 × 1.2 + 50 × 1.4) × 1.77 = 157.9 kg q K = (16 + 50 ) × 1.77 = 116.82 kg m
ww
2 235 4320 A ⋅ h λY t 1 1+ ψ b = βb ⋅ 2 ⋅ + ηb × wX 4.4h λy fY
w.
294
= 0.8(2 × 0.633 − 1) = 0.213
zh u
1 × 12 × 300 3 12 η b = 0.8(2α b − 1) = 0.8 2 × − 1 1 1 × 12 × 300 3 + × 12 × 250 3 12 12
Pmax = 63.5kN ， G + g = 55.9kN , B = 3000mm ， W = 2500mm
Fmax = α 1η1rQ Pmax = 1.05 × 1.05 × 1.4 × 63.5 = 98.01kN
Vc左
2. 求 M T max
筑
T = α 2 rQT1 = 1 × 1.4 × M T max =
上翼缘正应力： σ 上 =
M max M T + W1x W 上y
=
147 × 10 6 7.35 × 10 6 + = 64.4 + 40.83 = 105.23 N < f mm 2 2282565 180000
293
w.
1 1 × 12 × 300 3 + × 12 × 250 3 = 42625000mm 4 12 12
zh u
lo
ng
.c om
②剪应力： 突缘支座处剪应力：
1.2Vmax 1.2 × 155.2 × 10 3 τ= = = 33.86 N < fV mm 2 h0 ⋅ t w 550 × 10
③腹板局部稳定：
σc =
ψF 1.0 × 98.01 × 10 3 = = 31.2 N < f mm 2 t w l Z 10 × [50 + 2(120 + 2)]
ww
w.
296
zh u
M = Vmax ⋅ e = 155.2 × 0.5 = 77.6kN ⋅ m
lo
mm 2
Vmax = 155.2kN ， e = 250 + 250 = 500mm ，
2．牛腿焊缝验算： 假设 h f = 8mm
If =
1 × 0.7 × 8 × 576 3 × 2 + 2(0.7 × 8 × 250 × 300 2 12 + 0.7 × 8 × 121 × 288 2 × 2) = 655174194mm 4 65174194 = 2183914mm 3 300
+ 300 × 12 × (261.4 − 6) 2 + 250 × 12 × (288.6 − 6) 2 = 596662459mm 4 w1x = w2 x = Iy =
w2 y = iy =
Iy x2
=
42625000 = 284167mm 3 150
λy =
6000 = 100.1 < 150 59.95
ww
zh u
λz =
lo
ng
.c om
τf =
ψF 1.0 × 98.01 × 103 = = 27.87 N mm 2 2 × 0.7 h f l z 2 × 0.7 × 8 × [2 × (120 + 12) + 50]
mm
2
σ ZS = 21.862 + 27.87 2 = 35.42 N
②下翼缘与腹板连接焊缝
b、整体稳定验算： 此截面属 b 类，查表得 ϕ = 0.996
σ =
Vmax 155.2 × 10 3 = = 20.78 N < f mm 2 ϕA 0.996 × 7500
本吊车为中级工作制吊车，不必进行疲劳验算。 6．刚度
147 × 10 6 × 6000 2 M ⋅l l w= = 1.05 × 1.4 5 = 2.93mm < [ ] = 10mm 10 EI 10 × 2.06 × 10 × 596662459 600
3. 求 Vmax
4.9 × 147 = 7.35kN ⋅ m 98.01
龙 网
Mc =
1 1 F ⋅ l = × 98.01 × 6 = 147 kN ⋅ m 4 4 F = −Vc右 = = 49kN 2
100 + 0.4 × 100 × 0.1 = 4.9kN 2× 2
ww
291
w.
zh u
1．求 M max
2
取 A = 250 × 12 = 3000mm
∴ 10t 吊车梁断面尺寸为： I 550 × 300 ~ 250 × 10 × 12 ㈢ 验算： 1．截面特性：
A = 300 × 12 + 250 × 12 + 526 × 10 = 11860mm 2 300 × 12 × 6 + 250 × 12 × 544 + 526 × 10 × 275 y1 = = 261.4mm 11860 y 2 = 550 − 261.4 = 288.6mm Ix = 1 × 10 × 526 3 + 10 × 526 × (275 − 261.4) 2 12 I x 596662459 = = 2282565mm 3 ， y1 261.4 I X 596662459 = = 2067437 mm 3 y2 288.6
筑
龙 网
M 77.6 × 10 6 σ= = = 36.04 N mm 2 W 2153393 V ⋅ S 155.2 × 10 3 × 1213776 τ= = = 36.45 N mm 2 I ⋅t 646017984 × 8
σ 2 + 3τ 2 = 36.04 2 + 3 × 36.45 2 = 72.69 N
③建筑净空无要求 ∴ 取 h = 550mm 2．腹板厚度 ①按经验公式：
t w = 7 + 3h = 7 + 3 × 0.55 = 8.65mm
t w min =
1.2Vmax 1.2 × 155.2 × 10 3 = = 1.57mm h⋅ f 550 × 215
③按局部挤压要求：
t w min =
第九章 应用实例
一、工程资料：
筑龙网 www.zhulong.com
某单层工业厂房，跨度为 18m，长度为 108m，柱距 6m，檐高 8m。内设一台 10T 单梁吊车，中级工作 制，牛腿面标高 4.5m。 1 ~ 3 轴无吊车，且檐高为 10m。屋面和墙面均为 EPS 夹芯板，彩板外天沟。 二、吊车梁设计 10T 吊车资料：
b1 150 − 5 = = 12.08 < 15 t 12 h 526 b)腹板： 0 = = 52.6 < 80 tw 10
4．加劲肋计算：
lo
mm 2
ng
< f
β b = 0.73 + 0.18ξ = 0.73 + 0.18 × 0.44 = 0.81
.c om
①横向加劲肋的外伸宽度为：
bS ≥
吊车梁上翼缘： A上 = 300 × 12 = 3600mm
筑
龙 网
IY = 59.95mm A
ww
2
w1 y =
I Y 42625000 = = 341000mm 3 x1 125
I 上y = W上y
2．强度验算： ①正应力：
1 × 12 × 300 3 = 27000000mm 4 12 27000000 = = 180000mm 3 150
②局部稳定： a)翼缘：
筑
龙 网
2 235 100.1 × 12 4320 11860 × 550 × = 0.81 × × 1 + + 0 . 213 2282565 4.4 × 550 100.12 235
4320 11860 × 550 × × 1.329 = 1.326 2282565 100.12
Wf =
A f = 0.7 × 8 × 576 × 2 + 2(0.7 × 8 × 250 + 0.7 × 8 × 121 × 2) = 11961mm 2
ng
.c om
σf = τf =
σ f β f
四、檩条计算 1．屋面檩条： （@1770）
77.6 × 10 6 = 35.53 N mm 2 2183914 V 155.2 × 10 3 = = 12.98 N mm 2 Af 11961
ψ ⋅F 1.5 × 98.01 × 10 3 = = 1.85mm l Z ⋅ f [2(15 + 2) + 5] × 10 × 0.95 × 215
∴ 取 t w = 10mm ④局部要求：
550 235 = 55 < 80 10 fy
3．翼缘尺寸：
筑
龙 网
②按抗剪要求：
ww
292
w.
zh u
lo
τf =
1.2Vmax 1.2 × 155.2 × 103 w = = 32.2 N 2 < ff mm 2 × 0.7 h f lw 2 × 0.7 × 8 × (526 − 10)
三、牛腿设计：
1．牛腿根部断面验算：
I 600 × 250 × 8 × 12 1 I x = × 8 × 576 3 + 250 × 12 × 294 2 × 2 = 646017984mm 4 12 646017984 Wx = = 2153393mm 3 300 288 S x = 8 × 288 × + 250 × 12 × 294 = 1213776mm 3 2
l hmin = 0.6 f ⋅ l ⋅ × 10 − 6 = 0.6 × 215 × 6000 × 600 × 10 − 6 = 464.4mm v
ng
.c om
①按经济条件确定： W sh =
1.2 × 147 × 10 6 = 820465mm 3 215
A= b×t =
W 1 820465 1 − t w hw = − × 10 × 550 = 575mm 2 550 6 h 6
h0 526 + 40 = + 40 = 57.5mm ，取 bS = 100mm 30 30
横向加劲肋的厚度为：
bS 100 = = 6.7mm 15 15 ∴横向加劲肋的尺寸为： − 8 × 100 tS ≥
②支座加劲肋 采用 − 20 × 300
A0 = 20 × 300 = 6000mm 2 A = A0 + 15t wt w = 6000 + 15 × 10 × 10 = 7500mm 2 Iz = iz = 1 × 20 × 3003 = 45000000mm 4 12 Iz = 77.46mm A h0 = 6.79 iz
3．稳定性验算： ①整体稳定性：
ξ=
l1t1 6000 × 12 = = 0.44 < 2 b1 h1 300 × 550
= 0.81 ×
∴
ϕ b' = 0.832
My Mx 147 × 10 6 7.35 × 10 6 + = + ϕ b' wx ryW y 0.832 × 2282565 1.2 × 284167 = 77.4 + 21.55 = 98.95 N
< f fw
下翼缘对中和轴面积矩： S 2 = 250 × 12 × 288.6 = 865800mm
3
τf =
Vmax S 2 155.2 × 103 × 865800 w = = 20.1 N 2 < ff mm 2 × 0.7 h f I z 2 × 0.7 × 8 × 596662459
③支座加劲肋与腹板连接焊缝
2
7．焊缝连接计算 ①上翼缘与腹板连接焊缝 上翼缘对中和轴面积矩： S1 = 300 × 12 × 261.4 = 941040mm 取 h f = 8mm
295
3
筑
5．疲劳计算：
龙 网
ww
Vmax 155.2 × 10 3 σ = = = 25.87 N < f mm 2 A0 6000
w.
a、强度验算：