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吊车梁设计计算书

吊车梁设计
(1)设计资料
车。


(2max 1max Q F P αβγ==1..05×1.03×1.4×38=57.54KN
57.54237545.556000
45.55 2.375108.18.57.5445.5511.99B C C C R KN M KN m V V KN
⨯=
==⨯==-=-=左右
2)求max T M
()max 57.54 3.5691.116V KN ⨯+=
= 4)求max T V
max 2.191.11 3.3357.54
T V KN =⨯= (3)截面估算
1)梁高
①按经济条件确定:
6
3
1.2108.181060379521573007300292sh W mm h mm
⨯⨯=====
②按允许挠度值确定:
66min 0.6100.6215600050010387l h fh mm v -⎡⎤=⨯=⨯⨯⨯⨯=⎢⎥⎣⎦
③建筑净空无要求
故取h=500mm 。

2)腹板厚度
①经验公式:
73730.58.5mm w t h =+=+⨯=
②按抗剪要求: 3max min 1.2 1.291.1110 1.75.500125
w V t mm h f ⨯⨯===⨯ ③按局部挤压要求:
52505102134368z y R l a h h mm =++=+⨯+⨯= 3min 1.057.54100.73.368215w z F
t mm l f ψ⨯⨯===⨯ 故取8w t mm =
④局部要求
50062.5808=<= 3)翼缘尺寸
为使截面经济合理,选用上、下翼缘不对称工字形截面,所要翼缘板面积按下列公式近似计算。

16037951.850054165006
w w W A t h mm h =-=-⨯⨯= 取上翼缘A=250×10=25002mm
下翼缘A=200×10=20002mm
即初选上翼缘板-250×10,下翼缘板-200×10
翼缘外伸宽度151510150100
a mm mm
==⨯=>
(4)验算
1)截面特性:
2
1
2
250102001048088340
250105480825020010495
235.3
8340
500235.3264.7
A mm
y mm
y mm
=⨯+⨯+⨯=
⨯⨯+⨯⨯+⨯⨯
==
=-=
()()() 3
222 8480
8480250235.325010235.3520010264.75 12
x
I

=+⨯⨯-+⨯⨯-+⨯⨯-
=3420411914
mm
3
1
1
342041191
1453639
235.3
x
x
I
W mm
y
===
3
2
2
342041191
1292184
264.7
x
x
I
W mm
y
===
33
4
1025010200
19687500
1212
y
I mm
⨯⨯
=+=
3
1
1
19687500
196875
100
y
y
I
W mm
x
===
3
2
2
19687500
157500
125
y
y
I
W mm
x
===
48.59
y
i mm
===
[]
6000
123.5150
48.59
y
λλ
==<=
吊车梁上翼缘:
2250102500A mm =⨯=上
34102501302083312
y I mm ⨯==上 313020833104167125
y W mm ==上 2)强度验算:
①正应力
上翼缘正应力: 66
max 1108.1810 3.95101453639104167
T x y M M W W σ⨯⨯=+=+上上 2274.437.9112.3/215/N mm f N mm =+=<=
下翼缘正应力: 6
21108.181074.4/1426498
x x M N mm W ⨯==<2215/f N mm = ②剪应力
突缘支座处剪应力:3
max 01.2 1.291.1110.4808
w V h t τ⨯⨯==⨯
2228.5/125/v N mm f N mm =<=
③腹板局部稳定
52505102134368z y R l a h h mm =++=+⨯+⨯= 3
22v 1.057.541019.5/<f =125N/mm 8368c w z F
N mm t l ψσ⨯⨯===⨯ 3)稳定性验算:
①整体稳定性
11116000100.482250500
l t b h ξ⨯===<⨯ 0.730.180.730.180.480.816b βξ=+=+⨯=
3
41102501302083312
I mm ⨯== 3
4210200666666712
I mm ⨯== 112130208330.661130208336666667
b I I I α===++ ()0.8(21)0.820.66110.258b b ηα=-=⨯⨯-=
24320235..b b b y x y Ah W f ϕβηλ⎤⎥=⨯⎥⎦
2432083405002350.8160.258123.514536392350.9310.6
⎤⨯⎥=⨯⨯⨯⨯⎥⎦
=> '0.282
0.2821.07 1.070.767 1.00.931
b b ϕϕ=-=-=< '0.767b ϕ∴=
66
'108.1810 3.951097.020.9.0.7671453639 1.2157500
x Y b y y M M W ϕγ⨯⨯+=+=+⨯⨯ 22117.9/<f=215N/mm N mm = 故满足整体稳定性要求。

②局部稳定性 翼缘:1125412.1<1510
b t -== 腹板:
048060808w h t ==< 4)加劲肋计算:
①横向加劲肋的外伸宽度为:
04804040563030
s h b mm ≥+=+=,取100s b mm = 横向加劲肋的厚度为:
100 6.71515
s s b t mm ≥==,取8s t mm = ∴横向加劲肋的尺寸为8100-⨯。

②支座加劲肋
支座加劲肋尺寸采用10100-⨯
20101001000A mm =⨯=
2015100015881960w w A A t t mm =+=+⨯⨯=
3411010083333312
z I mm =⨯⨯=
20.6z i mm =
== 048023.320.6
z z h i λ=== 强度验算:3
22max 091.111091.11/<f=215N/mm 1000
V N mm A σ⨯== 整体稳定验算:3
22max 91.111048.5/<f=215N/mm 0.959960
V N mm A σϕ⨯===⨯ 5)疲劳计算
本吊车为中级工作制吊车,不必进行疲劳验算。

6)刚度验算
6225108.18106000l 1.05 1.4
3.7<121010 2.0610342216763500Ml mm mm EI ω⨯⨯⎡⎤⨯====⎢⎥⨯⨯⨯⎣⎦
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:3125010239.9599750S mm =⨯⨯= 取6f h mm =
52505102134368z y R l a h h mm =++=+⨯+⨯=
32191.111059975019.0/20.720.76342216763
f f x VS N mm h I τ⨯⨯===⨯⨯⨯⨯ 3
21.057.541018.6/20.720.76368f f z F
N mm h l ψσ⨯⨯===⨯⨯⨯⨯
2226.6/160/w f N mm f N mm ==<= ②下翼缘与腹板连接焊缝
下翼缘对中和轴面积矩:3220010260.1520200S mm =⨯⨯=
322291.111052020016.5/160/20.720.76342216763
w f f f x VS N mm f N mm h I τ⨯⨯===<=⨯⨯⨯⨯ ③支座加劲肋与腹板连接焊缝
()3
22max 1.2 1.291.111027.6/<160/20.720.764808w f f f w V N mm f N mm h l τ⨯⨯====⨯⨯⨯⨯-。

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