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1、5交B锥形基础计算项目名尊日M设计*校对*一、设计依据E建筑地基基础设计规他（GB50007-20U）E混凝土结构设计规范GB50010-2010（2015年版）简明高层钢筋混凝土结构设计手册?李国胜（第二版）二、示意图三、计年信息构件编号：JCT计算类型：验算截面尺寸1.几何金数走形柱宽bc-90Oa11）矩形柱高hc-90011m基础谓部高度h1.=35O三m旗础根部高度h2=150wn基础长度B1.=1.05011nB2=1050a!基础宽度A1.=100OmnA2-105011m2.WMfSB基础混凝土等级：C25ft_b=1.27Nrrm1fO=11.9NW柱混凝土等级:C25ftc
2、=1.27N11m2fcc=1.1.9N/mn:钢筋级别：HRB-100fy=360N11三,3 .计算信息结构虫要性系数：Yo=I.0基础埋深：dh=1.600纵筋合力点至近边距肉：as40mn基础及其上用土的平均容色：Y=20.OOCkNZm最小配筋率：p三in=O.15O4 .作用在基础顶部荷载标准组合值F=1046.OOOkNMx=2.OOOkN=My=78.OOOkN*mVx=28,OOOkNVy=-1.OOOkNks=1.35Fk=Fks=1046.000/1.35=774.815k、Mxk=Mxks=2.000/1.35=1.481kN*mMyk41.yks=78.000/1.3
3、5-57.778k*mVXk=VXks=28.000,/1.35=20.74IkNVyk=VyZks=-1.OOO/!.35=-0.74IkN5 .脩正后的地基承载力特征假fa=244.400kPa四、计算敷I.茶础总长BX=BI+B2=1.050+1.050=2.100m6 .基础总宽By=A1.+2=1.0501.050=2.100m7 .基础总高Ihh1.*h20.350*0.150-0.500m8 .底板配筋计算高度ho=h1.+h2-as=0.350+0.150-0.(M0=0.WOm9 .施础底面积A=BX*By=2.100*2.100MM1.Of10 Gk=*BxBy*dh=20
4、.0002.1002.100*1.600=141.120kNG=1.35*Gk1.35*141.120=190.512kN五、计算作用在旃底部弯矩值MdXk=MXk-Vyk*H=1.481-(-0.711)*0.500=1.852kN*mYdyk=Myk+Yxk*H=57.778+20.741*0,500=68.148kNmMdx-MxVy*1.1.-2.000(1.000)*0.5002.500kN*三Mdy=MyVx*H=78.000+28.000*0.500=92.W)Okv六、Ift算地基承敏力1 .脸尊轴心荷载作用下地域承栽力pk(FkGk)=(774.815141.120)/4.4
5、1.tk207.695kPa【5.2.2-2】因Yo*pk1.0*207.695=207.695k1.,afa=244.100kPa轴心前我作用下地菸承载力海足要求2 .脸笄偏心荷栽作用下的地基承载力exk=Mdyk(Fk+Ck)=68.148/(774.815*141.120)=0.074m因exkBx6=0.350mX方向小(ft心，由公式05,2.2-2和【5.2.2-31推导PkmiI1.X=(FkGkA+6*!MdykI/(BxBy)-(774.815H41.120)/4.410*6*68.148/(2.1002.100)=251.847kPaPkmin_x=(Fk+GkA-6*Md
6、yk/(Bx-By)=(771.815+141.120)/4.410-6168.148/(2.1002.100)=163.543kPaeyk=Mdxk(Fk+)=1.852/(774.815+1.11.120)=0.002m因IeykBy6=0.350my方向小偏心PkmiIX_y=(FhGk)A+6*iMdxk(ByBx)-(774.815H41.120)/4.410*6*11.8521/(2.100i2.100)=208.895kPaPkmin_y=(Fk+Gk)A-6*MdxkI/(By-Bx)=(774.815+141.120)/4.410-6*11.8521/(2.10012,100
7、)三206.495kPa3.确定基础底面反力设计值PkmaX=(Pk三ax-pk)+(Pk三ax-y-pk)+pk=(251.847-207.695)+(208.895-207.695)-207.695=253.046kPayo*Pkmax=1.()*253.(M6=253.016k1.,aI.2fa=1.2*244.400=293.28OkPa偏心荷我作用下地就承领力涵足要求七、基砒冲切破算1 .计灯基础底面反力设计值1.1 1计算X方向基础底面反力设计值ex=M1.y(F+G)=92.000/(1046.000+190.512)=0.074m因exWBx/6.0=0.350mX方向小俏心P
8、aaxX-(FG)/A6*MdyI/(Bz*By)=(1016.000+190.512)/4.410-6*92.(K)O/(2.100*2.100)=339.993kPaPmir1.X=(F+G)A-6*iM=三ax(1.0500.90020.460)*(0.900*2*0.160)*(1.0500.9000.460)72,(1.050-0.900/2-0.460)*(0.900+2*0.460)+(1.050-0.900-0.460)72)=三ax(0.274,0.274)=0.274m:X冲切截面上的地基净反力设计值F1.x-1.xPjmax-0.274*298.413=81.884kNy
9、2FIX=I.0*81.884=81.88kN因o*F1.x0.70hp*ft-b*am*ho(6.5.5-1)=0.7*1.0001.27*1360.000*160=556.16kNX方向柱对基础的冲切满足规范要求3 .2y方向柱对艇础的冲切除算y冲切面枳A1y=max(A1-hc2-h)(bc+2*ho)+(A1-hc2-ho)*(A1-hc2-ho),(A2-hc2-ho)*(bc+2*ho)(A2-hc2-ho)*(B2-hc2-ho)=max(1.050-0.!J()02-0.160)(0.900+2*0.460)+(1.050-0.900/2-0.460)(1.050-0.900/
10、2-0.-160),*(0.900-2*0.160)+(1.050-0.900/2-0.-160)*(1.,050-0.900/2-0.460)Anax(0.274,0.274)=0.274n2y冲切板面上的地鹤净反力设计值F1.y=A1.y*Pjmax=0.271*298.-113=81.881kNyM1.y=1.0*81.884=81.88kN因o*F1.y0.7*hpft-b*bn*ho(6.5.5-1)=0.7*1.000*1.27*1360*460=556.16kNy方向柱对基础的冲切满足规范要求八、基11受剪承武力险第I,计算剪力pk=(Fk+Ck)=(774.8+141.1)/4
11、.1=207.7kPaA,=(A1.+2)*c)=(1050+1050)*(nax(1050.1050)-0.5*900)=1.26三2Vs=A*pk=1.26*207.7=261.7kN基础底面短边尺寸大于柱宽加两倍基础有效高度，不需脸蚱受剪承载力！九、柱下基砒的局部受压IMr因为基础的混凝十.强度等级大于等于柱的混凝土.强度等级，所以不用验算柱下扩展基础员面的局部受压承我力.十、IMI爻穹计算双向受弯.根据中751页条目4(3)中公式因exBx6=0.350mX方向小偏心a=(B-bc)2=(2.100-0.900)/2=0.600mPj1=(B-a*(Pax,-Pnin,x)/Bx+Pm
12、in_x-G/A-(2.1000.600)*(339.993-220.783)/2.100*220.783190.512/4.410=262.733kPa因eyBy6=0.350my方向小儡心a=(Byhc)/2=(2.100-0.900)/2=0.600mPJ2=(Bya)*(P三ax-yPnin-y)By+Pmin_y-GA=(2.100-0.6(X)*(282.008-278.769)/2.100*278.769-190.512/4.410=237.882kPa=1.025y=1.022MI=1/48*x*(Bx-bc)(2*By+hc)*(PjI+Pjax.x=118*1.025*(2
13、.100-0.900)(2*2.100+0.900)*(262.733-296.793)=87.77kN*三MII=1.48*y*(By-hc),(2*Bxbc)*Qj2*Pjmaxy)=I/48*1.022*(2.10Q-0.900),*(2*2.100-0.900)*(237.882+238.808)=71.52kN*m十一、计算配筋1 .计灯基础底板X方向钢筋Asx=yo*MI0.9*ho*fy)=1.0*87.77*IOV(0.9*160.000*360)=588.876mfsx1.=AsxBy=588.9/2.100=280.41711n7msx1.=aax(Asx1.,Pmin*H1000)=Bax(280.417,0.150S*500*1000)=750.OOOtmiZn选择蝌筋120150.实配面积为754.OOOmm/叽2 .计算基础底板y方向钢筋Asy=yoMII(0.9*ho*fy)=1.0*74.52*107(0.9*160.000*360)“99.98211meASyI=ASy/Bx=499.982/2.100=238.08711m7mAsy1.=三ax(Asy1.,Pmin*fi1000)=三ax(238.087,0.150500*1000)=750.OOOimi,m选择钢筋12肌50,实配面积为754.00Omm?m.
