钢筋混凝土楼板计算模板Word文档格式.docx
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120mm厚钢筋砼楼板0.12×
25=3.0KN/
板底抹灰:
20mm厚混合砂浆刷乳胶漆0.02×
17=0.34KN/
g=1.2×
(0.2+0.4+3.0+0.34)=4.728KN/
g+q=4.728+2.8=7.528KN/
求各区格板跨内正弯矩时,按恒载满布及活荷载棋盘式布置计算,取荷载:
=g+=4.728+1.4=6.128KN/
==1.4KN/
(走廊因为板厚为100mm,所以恒载为3.44KN/,g=1.2×
3.44=4.128KN/,=4.128+1.4=5.528KN/)
在作用下,各支座均可视为固定;
在作用下,各区格板四边均可视为简支,跨内最大正弯矩在中心点处,取二者之和作为跨内最大正弯矩。
在求各支座最大负弯矩时,按恒荷载及活荷载均满布各区格板计算,取荷载:
g+q=4.728+2.8=7.528KN/2.2.2A、B区格楼板弯矩及配筋计算(取1m宽板带计算)
区格
A
B
0.75
跨
中
计算简图
µ
=0
(0.0331×
6.128+0.062×
1.4)×
=3.75KN·
m/m
(0.0296×
=3.48KN·
(0.0109×
6.128+0.0317×
=1.44KN·
(0.0130×
=1.61KN·
=0.2
3.75+0.2×
1.44=4.04KN·
3.48+0.2×
1.61=4.04KN·
1.44+0.2×
3.75=2.19KN·
1.61+0.2×
3.48=2.31KN·
支
座
g+q
-0.075×
7.528×
=-7.32KN·
-0.0701×
=-6.84KN·
-0.0572×
=-5.58KN·
-0.0565×
=-5.51KN·
C
D
0.42
(0.0366×
=4.03KN·
(0.0234×
6.128+0.0965×
=0.63KN·
(0.0088×
=1.27KN·
(0.0798×
6.128+0.0174×
=1.16KN·
4.03+0.2×
1.27=4.28KN·
0.63+0.2×
1.16=0.86KN·
1.27+0.2×
4.03=2.01KN·
1.16+0.2×
0.63=1.29KN·
-0.0799×
=-7.80KN·
-0.1191×
=-2.02KN·
E
F
(0.0099×
=0.44KN·
(0.04×
=0.86KN·
(0.0534×
=0.79KN·
(0.0038×
=0.11KN·
0.44+0.2×
0.79=0.60KN·
0.86+0.2×
0.11=0.88KN·
0.79+0.2×
0.44=0.88KN·
0.11+0.2×
0.86=0.28KN·
-0.0784×
=-1.33KN·
-0.0829×
=-1.40KN·
-0.1146×
=-1.94KN·
-0.057×
=-0.97KN·
G
H
0.8
(0.0356×
6.128+0.0561×
=0.43KN·
(0.031×
6.128+0.09561×
=0.39KN·
(0.0204×
6.128+0.0334×
=0.25KN·
(0.0124×
=0.18KN·
0.43+0.2×
0.25=0.480KN·
0.39+0.2×
0.18=0.43KN·
0.25+0.2×
0.43=0.34KN·
0.18+0.2×
0.39=0.26KN·
-0.0883×
=-0.96KN·
-0.0722×
=-0.78KN·
-0.0748×
=-0.81KN·
=-0.62KN·
J
K
0.57
(0.0516×
6.128+0.08631×
(0.0392×
6.128+0.0863×
=0.52KN·
(0.0114×
6.128+0.0223×
=0.15KN·
(0.0049×
=0.09KN·
0.15=0.66KN·
0.52+0.2×
0.09=0.54KN·
0.15+0.2×
0.63=0.28KN·
0.09+0.2×
0.52=0.10KN·
-0.1122×
=-1.22KN·
-0.0822×
=-0.89KN·
L
M
0.67
(0.0183×
5.528+0.0723×
=1.17KN·
(0.0361×
=1.73KN·
(0.0429×
5.528+0.0281×
=1.59KN·
(0.0083×
=0.49KN·
1.17+0.2×
1.59=1.49KN·
1.73+0.2×
0.49=1.74KN·
1.59+0.2×
1.17=1.82KN·
0.49+0.2×
1.73=0.84KN·
-0.0756×
6.928×
=-3.02KN·
-0.0787×
=-3.14KN·
-0.0943×
=-3.76KN·
=-2.28KN·
N
P
(0.0447×
=2.01KN·
(0.0335×
=1.65KN·
(0.0159×
=0.73KN·
(0.0102×
=0.55KN·
2.01+0.2×
0.73=2.16KN·
1.65+0.2×
0.55=1.76KN·
0.73+0.2×
2.01=1.13KN·
0.55+0.2×
1.65=0.88KN·
-0.1034×
=-4.13KN·
-0.0754×
=-3.01KN·
-0.0774×
=-3.09KN·
-0.0571×
Q
R
1
0.48
(0.0285×
5.528+0.0368×
=1.2KN·
=4.93KN·
(0.0158×
=0.8KN·
=0.62KN·
1.2+0.2×
0.8=1.36KN·
4.93+0.2×
0.62=5.05KN·
0.8+0.2×
1.2=1.04KN·
0.62+0.2×
4.93=1.62KN·
-0.0513×
=-2.05KN·
=-8.09KN·
=-5.56KN·
A-B支座:
A-E支座:
A-L支座:
A-N支座:
A-P支座:
B-B支座:
B-F支座:
-5.51KN·
B-M支座:
B-P支座:
C-D支座:
C-L支座:
D-G支座:
D-J支座:
E-F支座:
=-1