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| 屋面板预算手稿实例 |
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| 来源：国勤结构论坛 作者：lvhonghai 日期：[2005-11-12] |
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3#
1、（4200*6200）混凝土C25，HPB235
1、板厚h=l/40=3000/40=75mm,取h=120mm
2、荷载
恒载Gk6.25
活载Qk2.0
q=1.2*6.25+1.4*2.0=10.30
=L2/L1=6200/4200=1.48,=0.46,=1.4,4=0.044
M1=ql=10.30*4.2*4.2*0.044=8.000kn.m/mAs=330mm
M2=M1=0.46*8.000=3.680kn.m/mAs=240mm
MI=MI`=M1=1.4*8.000=11.144kn.m/mAs=450mm10@150(As=524mm)
MII=MII`=M2=1.4*3.680=9.920kn.m/mAs=392mm10@200(As=393mm)
板的最小配筋率=0.45c=0.45*1.27/210=0.0027>0.002
故取=0.0027,=bh=0.0027*120*1000=3248@150(As=335mm)
2、（3000*4800）混凝土C25，HPB235
1、板厚h=l/40=3000/40=75mm,取h=120mm
2、荷载
恒载Gk6.25
活载Qk2.0
q=1.2*6.25+1.4*2.0=10.30
=L2/L1=4800/3000=1.6,=0.39,=1.4,=0.039
M1=ql=10.30*3.0*3.0*0.049=4.54kn.m/mAs=240mm
M2=M1=0.39*4.54=1.77kn.m/mAs=240mm
MI=MI`=M1=1.4*4.54=6.36kn.m/mAs=330mm
MII=MII`=M2=1.4*1.77=2.481kn.m/mAs=240mm
板的最小配筋率=0.45c=0.45*1.27/210=0.0027>0.002
故取=0.0027,=bh=0.0027*120*1000=3248@150(As=335mm)
4#
1、（3900*6600）混凝土C25，HPB235
1、板厚h=l/40=3000/40=75mm,取h=120mm
2、荷载
恒载Gk6.25
活载Qk2.0
q=1.2*6.25+1.4*2.0=10.30
=L2/L1=6600/3900=1.70,=0.35,=1.4,4=0.049
M1=ql=10.30*3.9*3.9*0.049=7.68kn.m/mAs=420mm8/10@150(As=429mm)
M2=M1=0.35*7.68=2.69kn.m/mAs=240mm
MI=MI`=M1=1.4*7.68=10.75kn.m/mAs=540mm10@140(As=561mm)
MII=MII`=M2=1.4*2.69=3.77kn.m/mAs=240mm
板的最小配筋率=0.45c=0.45*1.27/210=0.0027>0.002
故取=0.0027,=bh=0.0027*120*1000=3248@150(As=335mm)
2、（3500*4200）混凝土C25，HPB235
1、板厚h=l/40=3000/40=75mm,取h=120mm
2、荷载
恒载Gk6.25
活载Qk2.0
q=1.2*6.25+1.4*2.0=10.30
=L2/L1=4200/3500=1.2,=0.69,=1.4,=0.027
M1=ql=10.30*3.5*3.5*0.027=3.41kn.m/mAs=240mm
M2=M1=0.69*3.41=2.35kn.m/mAs=240mm
MI=MI`=M1=1.4*3.41=4.77kn.m/mAs=240mm
MII=MII`=M2=1.4*2.35=3.29kn.m/mAs=240mm
板的最小配筋率=0.45c=0.45*1.27/210=0.0027>0.002
故取=0.0027,=bh=0.0027*120*1000=3248@150(As=335mm)分页:[1] [2] |
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