7567平米五层局部四层职业学院教学楼计算书、建筑结构图第九章

第九章础图9- c钢筋混凝土柱下独立基础,正方形,混凝土等级C40fctyf=1.71 钢筋 f=300ty基础埋深1.80m,根据土层可知fak=200Kpa,,基底土为中砂，厚度为1.0m，其下无软弱层。b3.0，d=4.4，m=20KN/㎡， fa=fakbb3dmd

=200+0+4.4×20×(1.8-=334.4KN/A

fa

3766.5

（9-AB A

AB2BH23.52.82

C4.2.1825框架房屋可不进行基础抗震承载力计算5。所以水平荷载取风荷载来计算基础。对于底层基础顶面截面控制内力为：Nmax及相应的①1.35＋0.7×1.4②1.2＋1.4③1.2＋1.4④1.2＋0.7×1.4＋1.4⑤1.2＋1.4+0.6×1.4M1=23.774(16.86)kNm M2=1.442(16.56)kNmN1=2818.288(2343.1)kN N2=3321.701(2550.09)kNV1=-7.96(-5.64)kN V2=-0.599(-5.47)kN7200fak300的建筑可不作地基变形验算。基础自重（取基础与土平均密度为20KNm31.8m）

Ad202.82(1.80.6)

由基础至基础顶面的墙重G1k=[(4.6-0.7-0.5)(6.9-0.5)+(4.6-0.75-0.5)(7.5-0.5)-1.02.7]2.6=110.526基础梁截面bh300500mm2

0.30.5[(6.93.0)10.5(7.50.5)]252基础至基础顶面的荷载MkM1kV1kh16.865.640.821.372KNme

0.00742.86

Nk

2872.92621.3722239.2KNm21.2

401.28KN（9-4

Nk

208.58KN

（9-MkM2kV2kh16.565.470.820.936KNNkN2kG0kGk2550.09376.32157.506eMk

0.006392.8a a

Nk

251.753.62255.37KNm21.2

401.28KNP

248.13KNm2

f334.4KNaaF fah hptmFlPj

aatab

P

N1M12818.28823.774224.86KN

P

N2M23321.9011.442270.84KN

j j2

取P 293.30KN jbc2h00.520.762.02mbA(lach)b(bbch)2

（9-FlPjAl270.840.817当h800mmhp当h2000mm时hphpaatab0.62.02 0.7hpftamFla3.50.5 a'MM1V1h23.7147.960.830.082KNNN1G0G2818.288376.32153.506

（9-（9-

NM

3348.11430.082279.88KN

（9-

266.72KN

（9-P

)266.721.50.5(366.72

（9-

M1a2[(2la'

P2G)

11.52[(22.80.5)(279.88276.322 570.6KNmMM2V2h1.4420.5490.81.881KNNN2G0G3321.7011.2376.321.2110.60 NM3905.91.881360.16KN

N

318.44KN P

)318.441.50.5(319.26

M1a2[(2la'

P2G)

11.52[(22.80.5)(319.26