墙体高厚比及无筋砌体受压承载力验算计算书

墙体高厚比及无筋砌体受压承载力验算计算书

项目名称_____________日期_____________

设计者_____________校对者_____________

一、构件编号: GHB-1

二、示意图:

三、依据规范

《混凝土结构设计规范》(GB50010-2010)

《砌体结构设计规范》 GB 50003-2001

四、计算信息

1.几何参数

相邻间墙间距s=7500.000 mm

墙厚h=240.000mm

墙高H=11000.000mm

门窗洞口宽度bs=3900.000mm

横墙之间s的个数n=13个

壁柱延墙长方向宽度b1=400.000mm

壁柱下面出墙高度h1=700.000mm

壁柱上面出墙高度h2=0.000mm

2.材料信息

墙体材料:烧结普通砖

砌体强度等级:MU15

砂浆强度等级:M5

fc = 1.830MPa

抗压强度调整系数γa= 1.000

3.荷载信息

轴向压力设计值 N = 100.000kN

弯矩设计值M = 5.000kN·m

4.设计参数

验算类型:有门窗洞口带壁柱整片墙

房屋类型:单层房屋,自承重墙

静力计算方案:弹性方案

五、受压承载力验算

1.计算截面面积

bf = min(b1+H*2/3,s - bs) = min(400.000 +10000.000*2/3,7500.000 - 3900.000) = 3600.000mm

A = bf*h + b1*(h1 + h2) = 3600.000*240.000 + 400.000*(700.000 + 0.000) = 1144000.000mm2

2.计算截面面积的惯性矩

y2 = (bf*h*(h1+h/2)+b1*h1*h1/2)/A

=(3600.000*240.000*(700.000 + 240.000/2)+400.000*700.000*700.000/2)/1144000.000 = 705mm y1 = h + h1 -y2 = 240.000 + 700.000 - 704.965 = 235.035mm

I = bf*h3/12 + bf*h*(y1 - h/2)2 + b1*h13/12 + b1*h1*(y2 - h1/2)2 =

3600.000*240.0003/12 + 3600.000*240.000*(235.035 - 240.000/2)2 + 400.000*700.0003/12 + 400.000*700.000*(704.965 - 700.000/2)2 = 62293931934.732mm4

3.计算截面回转半径

i = sqrt(I/A) = sqrt(62293931934.732/1144000.000) = 233.351mm

4.计算间墙高厚比

h t = 3.5i =3.5*233.351 = 816.729mm

H0 = 1.25H = 13750.000mm

β = γ*H0/h t = 1.000*12500.000/816.729 = 15.305

5.计算轴心受压构件稳定系数

φ0 = 1/(1+α*β2) = 1/(1 + 0.0015*15.3052) = 0.740

e = M/|N| = 5000.000/100.000 = 50.000mm

β = 15.305 > 3

取φ = 1/(1+12*(e/h t+sqrt((1/φ0 - 1)/12))2 =

1/(1+12*(50.000/816.729+sqrt((1/0.740-1)/12))2 = 0.607

6.验算受压承载力

f = γa*f0 = 1.000*1.830 = 1.830MPa

φ*f*A = 0.607*1.830*1144000.000/1000 = 1270.531kN >= |N| = 100.000KN,满足承载力要求。

六、整片墙高厚比验算

H0 = 1.25H = 13750.000mm

自承重墙,μ1 = 1.000

有门窗洞口,μ2= max((1- 0.4*(bs/s),0.7)) = max((1- 0.4*(3900.000/7500.000)),0.7) = 0.792 无构造柱时: μc = 1

砂浆强度等级为M5，根据砌体结构设计规范表6.1.1，墙的容许高厚比[β] = 24.000

β= H0/h = 13750.000/816.729 = 16.835<= μ1*μ2*μc*[β] = 1.000*0.792*1.000*24.000 = 19.008,满足高厚比验算要求.