4交B锥形基础计算.docx
4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计鸵类型：验筋祓面尺寸1.几何金数走形柱宽bc-90O三m矩形柱奇hc-90011m基础谓部高度h1.=35O三m旗础根部高度h2=1.50wn基础长度B1.=1150nB2=1150m基础宽度1.=115011三2=115011m2.WMfSB基础混凝土等级：C25ft_b=1.27Nrrm1fO=11.9NW柱混凝土等级:C25ftc=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=1513.OOOkNMx=1.000kN*aMy=15.OOOkN*mVx=6.OOOkNVy=-1.OOOkNks=1.35Fk=Fks=1513.000/1.35=1120.7-11kNMxk=MxZks=I.000/1.35=0.741kN*mMyk=MyZks=I5.000/1.35=11.I1.1.k*mVXk=VXks=6.000/1.35=4.II1.kXVyk=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=1.150+1.150=2.300m6 .基础总宽By=A1.+2=1.150*1,150=2.300m7 .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=2.300*2.300=5.29Of10 Gk=y*BxBy*dh=20.0002.3002.300*1,600=169.280kNG=1.35*Gk1.35*169.28k228.528kN五、计算作用在旃底部弯矩值MdXk=MXk-Vyk*H=0.711-(-0.711)*0.500=1.H1.kNmMdyk=Myk+Vxk*H=1.1.111+4.441*0.500=13.333kN*.Mdx-MxVy*1.1.-1.000(1.000)0.500-1.500kN*三Ydy=My+Yx*H=15.000+6.000*0.500=18.OOOk.X*<n六、Ift算地基承敏力1 .脸尊轴心荷载作用下地域承栽力【5.2.2-2pk(Fk*Gk)=(1120.741*169.280)/5.290=243.86OkPa因o*pk=1.0*243.860=243.860k1.,afa=244.400k1.,a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*Gk)13.333/(1120.741+169.280)-0.O1.Oa因exkBx6=0.383mX方向小信心，由公式05,2.2-2和【®5.2.2-31推导PkmiI1.X=(FkGk>A+6*!MdykI/(BxBy)-(1120.741+169.280)/5.290*6*13.3331/(2.3002.300)=250.435kPaPkmin_x=(Fk+Gk>A-6*Mdyk/(BxBy)=(1120.741+169.280)/5.290-6*13.3331/(2.3002,300)=237.285kPaeyk=Mdxk(Fk+<)=1.111/(1120.741+169.280)=0.OOIdi因IeykBy6=0.383my方向小偏心PkmiIX_y=(FhGk)A+6*iMdxk(ByBx)-(1120.741169.280)/5.290*6*1.I1.1./(2.3002.300)=244.408kPaPkmin_y=(Fk+Gk)A-6*MdxkI/(By*Bx)=(1120.741÷169.280)/5.290-6*1,I1.1./(2.3OO2.300)=243.312kPa3.确定基础底面反力设计值PkmaX=(Pk三ax-pk)+(Pk三ax-y-pk)+pk=(250.135-243.860)+(244.408-243.860)*243.860=250.983kPayo*Pkmax=1.()*250.983=250.983kPaWI.2*fa=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=Mdy(F÷G)=18.000/(1513.000+228.528)=0.O1.Om因exWBx/6.0=0.383mX方向小俏心PaaxX-(FG)/A6*MdyI/(Bz*By)=(1513.000+228.528)/5.290-6*18.000/(2.300i*2.300)=338.08SkPaPmin_x=(F+G)/A-6»IMdyI/(BxBy)=(1513.000+228.528)/5.290618.000/(2.300,*2.300)=320.335kPa1.2 2计算y方向基础成面反力设计他ey=Mdx(F÷G)=1.500/(1513.（三）O+228.528)=0.OO1.mWeyBy60.383y方向小信心PHaXC=(F÷G)A46*Mdx(By-*Hx)=(1513.000+228.528)/5.290+6*11.5001(2.300'2.300)=329.95IkPaP三in-y=(F+G)A6*MdxI/(Byz*Bx)=(1513.000+228.528)/5.290-6«1.5001(2.30O;«2.300)=328.472kPa1.3 因MdKWoMdy01.ax-Pmax_x*Pmaxy-(F*G)/A=338.0HS+329.951-(1513.OOO+228.528)/5.290=338.828kPa1.4 计算地基净反力极值PjmaX-PBaXGQ338.828228.528/5.290-295.628kPaPjmaxx=PmaxX-GA=338.088-228.528/5.290=294.8H8kPnPjmax_y=Pmax_y-G/A=329.951-228.528/5.290=286.75IkPa2 .柱对基础的冲切脸算因1000,取BhP=1.o2. 1X方向柱对基础的冲切验算X冲切面积A1.x=ax(B1.-bc2-ho)*(hc+2*ho)÷(B1.-bc2-ho)(B2-bc2-ho)*(hc÷2*ho)+(B2-bc2-ho),>-max(1.1500.90020.460)*(0.900*2*0.160)*(1.1500.9000.460)72,(1.150-0.900/2-0.460)*(0.900+2*0.160)+(1.150-0.900-0.460)72)=Bax(0.494,0.494)=0.494nzX冲切截面上的地基净反力设计值F1.x-1.xPjmax-0.491*295.628-146.158kNo*F1.x=1.0*146.158=146.16kN因*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2.2y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)=nax(1.150-0.900/2-0.460)*(0.90(K2*0.460)+(1.150-0.900/2-0.460)*(1.150-0.900/2-0.-160),<1,150-0.900/2-0.160>*(0.900-2*0.160)+(1.150-0.9002-0.-160)*(1.,150-0.900/2-0.460)Anax(0.494,0.494)=0.494m2y冲切板面上的地鹤净反力设计值11y=A1.y*Pjmax=O.191.*295.628=116.158kNyoF1.y=1.0*116.158=146.16kN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=(FkXJk)/A=(H20.7+169.3)/5.3=243.9kPaA,=(A1.+2)*<max(B1.,B2)-0.51.>c)三(1150+1150>*(max(1150,1150)-0.5*900)=1.61.a2Vs=A'*pk=1.61*2-13.9=392.6kN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=0.383mX方向小偏心a=(B-bc)2=300-0.900)/2=0.700mPj1=(B-a>*(Pax,-Pnin,x)/Bx+Pmin_x-G/A-(2.3000.700)*(338.088320.335)/2.300*320.335-228.528/5.290=289.485kPn因eyBy6=0.383my方向小儡心a=(Byhc)/2=(2.300-0.900)/2=0.700mPJ2=(Bya)*(P三ax-yPnin-y)By+Pmin_y-GA=(2.300-0.700)*(329.951-328.472)/2.300+328.472-228.528/5.290=286.30IkPa=1.022y=1.022MI=1/48*x*(Bx-bc)(2*By+hc)*(PjI+Pjax.x>=118*1.022*(2.300-0.900)(2*2.300+0.900)*(289.485+294,888)=134.14kNmMII=1.48*y*(By-hc),(2*Bx÷bc)*Q>j2*Pjmaxy)=I/48*1.022*(2.30G-0.900)%(2*2.300+0.900)*(286.301+286.751)=131.51kN*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*131.1-1*107(0.9*460.000*360)=900,020am；sx1.-sxBy-900.0/2.300-391.31311m1msx1.=aax(Asx1.,Pmin*H«1000)=BaX(39】.3】3,0.150S*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)=1.0131.51*107<0.9460.000*360)=882.585uAsy1.=AsyBx=882.585/2.300=383.733ran7mAsy1.=三ax(Asy1.,Pmin*fi1000)=三ax(383,733,0.150500*1000)=750.OOOimi,'m选择钢筋12肌50,实配面积为754.00Omm?m.
