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1210.湖州邻溪郡项目高大支模专项方案500宽1400高梁计算书.docx500宽1400高梁计算书
设计简图如下:
取1.0m单位宽度计算。计算简图如下:
上海中石化加油站施工组织设计 q=γGΣqGk+1.4ΣqQk=1.35×[0.3+(24+1.5)×1.4]×1.0+1.4×(1+2)×1.0=52.8kN/m
q`=ΣqGk+ΣqQk=[0.3+(24+1.5)×1.4]×1.0+(1+2)×1.0=39kN/m
弯矩图(kN·m)
Mmax=0.088kN·m
剪力图(kN)
Qmax=4.007kN
τmax=3Qmax/(2bh)=3×4.007×103/(2×1000×14)=0.429N/mm2≤[τ]=1.4N/mm2
变形图(mm)
νmax=0.045mm≤[ν]=min[L/150,10]=min[125/150,10]=0.833mm
R1=2.593kN,R2=7.543kN,R3=6.129kN,R4=7.543kN,R5=2.593kN
R`1=1.915kN,R`2=5.571kN,R`3=4.527kN,R`4=5.571kN,R`5=1.915kN
次楞自重荷载:q1=γGQ=1.35×0.01=0.013kN/m
梁左侧楼板传递给次楞荷载:
q2=γGΣNGk+1.4ΣNQk=
梁右侧楼板传递给次楞荷载:
q3=γGΣNGk+1.4ΣNQk=
q=max[2.593/1.0+0.013+0.65+0.864,7.543/1.0+0.013,2.593/1.0+0.013+0.65+0.864]=7.556kN/m
q`=max[1.915/1.0+0.01+0.473+0.64,5.571/1.0+0.01,1.915/1.0+0.01+0.473+0.64]=5.581kN/m
计算简图如下:
Mmax=0.125ql2=0.125×7.556×0.2672=0.067kN·m
σmax=Mmax/W=0.067×106/42667=1.574N/mm2≤[f]=13N/mm2
Qmax=0.625ql=0.625×7.556×0.267=1.259kN
τmax=3Qmax/(2bh0)=3×1.259×1000/(2×40×80)=0.59N/mm2
τmax=0.59N/mm2≤[τ]=1.3N/mm2
νmax=0.521q`l4/(100EI)=0.521×5.581×266.6674/(100×9000×1706670)=0.01mm
νmax=0.01mm≤[ν]=min[L/150,10]=min[266.667/150,10]=1.778mm
4、支座反力计算
梁底次楞依次最大支座反力为:
R1=1.25×(2.593+0.013+0.65+0.864)×0.267=1.374kN
R2=1.25×(7.543+0.013)×0.267=2.519kN
R3=1.25×(6.129+0.013)×0.267=2.047kN
R4=1.25×(7.543+0.013)×0.267=2.519kN
R5=1.25×(2.593+0.013+0.65+0.864)×0.267=1.374kN
R`1=1.25×(1.915+0.01+0.473+0.64)×0.267=1.013kN
R`2=1.25×(5.571+0.01)×0.267=1.86kN
R`3=1.25×(4.527+0.01)×0.267=1.512kN
R`4=1.25×(5.571+0.01)×0.267=1.86kN
R`5=1.25×(1.915+0.01+0.473+0.64)×0.267=1.013kN
主楞自重荷载:q1=γGq=1.35×0.034=0.046kN/m
计算简图如下:
主楞弯矩图(kN·m)
Mmax=0.112kN·m
σmax=Mmax/W=0.112×106/4550=24.546N/mm2≤[f]=205N/mm2
主楞剪力图(kN)
Qmax=3.196kN
τmax=2Qmax/A=2×3.196×1000/427=14.968N/mm2
τmax=14.968N/mm2≤[τ]=125N/mm2
主楞变形图(mm)
νmax=0.028mm≤[ν]=min[L/150,10]=min[316.667/150三级公路改建工程施工组织设计,10]=2.111mm
支座反力依次为R1=0.711kN,R2=4.223kN,R3=4.223kN,R4=0.711kN
支座反力依次为R`1=0.525kN,R`2=3.118kN,R`3=3.118kN,R`4=0.525kN
R=max[R2,R3]=max[4.223,4.223]=4.223kN
主楞自重荷载:q1=γGq=1.35×0.034=0.046kN/m
景观照明设计中各灯具设计要求.pdf 计算简图如下:
2号主楞弯矩图(kN·m)
Mmax=0.903kN·m