舒适度分析

梁

1参考资料

[1]ANSI/AISC360-05.Specification for structural steel building,March9,2005

[2]AISC Design Guide 11.

2平面布置图

根据midas 模型中宴会厅楼层梁分布情况，选取宴会厅中间区域梁作为分析对象，如下图所示：

图1 计算平面图

2.1 梁截面表

表1 梁截面表

项目名称：珠海十字门

项目名称：珠海十字门

3

梁舒适度计算

3.1 楼板属性

混凝土：32500/c m kg m = 14.3c f M P a

= 30000c E MPa =

楼板厚度：100mm+50mm=150mm 楼板+压型钢板重量=3.22kPa. 3.2 梁截面属性

表2 梁截面属性

图2 梁截面图

3.3 次梁18#梁舒适度计算

从midas模型中宴会厅楼层梁截面可知，18#梁的截面为最小，所以选取18#梁计算其在楼板自重、钢梁自重、活荷载（0.5kPa）、设备及吊顶荷载（0.2kPa）作用下的舒适度。

3.3.118#组合梁属性

组合梁截面如图所示：

图3 组合梁截面图

with an effective concrete slab width=6.0m＜0.4Lj=0.4X45=18m,considering only the concrete above the steel form deck, and using a dynamic concrete modulus of

项目名称：珠海十字门

项目名称：珠海十字门

elasticity of 1.35 the transformed moment of inertia is:

/1.35 5.08s c n E E ==

424

7.2(501366.1)(6000/5.08)100100/2505.257.2(6000/5.08)100

e y mm e ?-创==+ 104232

4

5.877.2(50136

6.1505.25)6000/5.08100/126000/5.08100(100/2505.25) 1.5511j I e e e mm

=+?-+ +创+=

3.3.2 次梁荷载

6(0.5 3.220.20.92)29.04/j w kN m =+++= 3.3.3 次梁变形

4

455*29.04*4500048.56384384*206000*1.5511j j j S j w L mm E I e D ===

3.3.4 次梁基本频率

2.56j f Hz == Using an average concrete thickness of 125mm, the transformed moment of inertia per unit width in the slab direction is

334/12125/(12*5.08)32039.5s e D d n mm ===

The transformed moment of inertia per unit width in the beam direction is (beam span is 6m):

3/ 1.5511/6000 2.587j j D I S e e mm === The effective beam panel width with 2.0j C =is:

1/41/4(/)2*(32039.5/2.587)*4516.9j j s j j B C D D L e m ===

Which must be less than 2/3times the floor width .the actual floor width is

项目名称：珠海十字门

three times the girder span, 3x36=108m ，2/3*1087216.9m m =>,the effective beam panel width is16.9m.

The weight of beam panel is ：

1.5(/) 1.5(29.04/6)*16.9*455521j j j j W w S B L kN === 3.4 37/38#主梁舒适度计算 3.4.1 主梁属性

取边跨主梁其有效楼板宽度：

0.5*0.5*0.40.5*0.4*367.245j Lg m L m ==<=

Considering the concrete in the deck ribs ,the transformed moment of inertia is found as follows:

Avg. concrete depth =100+50/2=125mm

398700(251500)(7200/5.08)*125*(125/2)

505.5987007200/5.08*125

y mm +-=

=+

232

1.091198700(50/21500505.5)7200/5.08*125/127200/5.08*125*(125/2505.5)

2.711

Ig e e =++-+++=

项目名称：珠海十字门

3.4.2 主梁荷载

0.5(/)7.6116.5/g j j w w S L kN m =+= 3.4.3 主梁变形

4

4

55*116.5*3600045.8384384*206000*2.711g g g S g w L mm E I e D ===

3.4.4 主梁基本频率

2.63g f Hz = 3/ 2.711/4500066g g j D I L e e mm === The effective beam panel width with 1.8g C =is:

1/41/4(/) 1.8*(2.587/66)*3693.3g g j g g B C D D L e e m ===

Which must be less than 2/3times the floor width .the actual floor width is

three times the girder span, 3x36=108m ，

2/3*1087293.3m m =<,the effective beam panel width is72m.

The weight of the girder panel is:

(/)(116.5/45)*72*366710g g j g g W w L B L kN === 3.5 组合模式属性 3.5.1 基本频率 楼板基本频率：

1.83n f Hz =

楼板重量：