2交A锥形基础计算.docx
2交A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.=100OiiinB2=100Omn基础宽度A1.=100Oimi2100Onm2.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=935.OOOkNMx=5S.OOOkWmMy=-1.OOOkN*三Vx=2.OOOkNVy=-19.OOOkNks=1.35Fk=Fks=935.000/1.35=692.593kNMxk=Mxks=58.000/1.35=42.963kN*mMyk-Myks=4.000/1.35=2.963kN*mVXk=VXks=2.000/1.35=1.-IK1.kXVyk=Vyks=-19.000/1.35=-14.071kN5 .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=B1.+B2=1.000+1.000=2.OOOm6 .荔础总宽By=A1.+A2=1.000-1.000=2.OOOni7 .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=2.000*2.0004.OOOf10 Gk=y*BxBy*dh=20.0002.0002.000*1.600=128.OOOkNG=1.35*Gk1.35*128.000-172.800kN五、计算作用在旃底部弯矩值MdXk=VXk-Vyk*H=12.963-(-14.074)*0.500=50.OOOkN*nYdyk=Myk+Yxk*H=2.963+1.481*0.500=3.704kN*三Mdx-MxVy*1.1.-58.OOO(-19.OOO)0.500-67.50OkN*mMdy=My÷Vx<H=-1.OOO+2.000*0.500=5.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Pk=(FkWk)/R=(692.593»128.000)/4.000205.148kPa【5.2.2-2因o*pk=1.0*205.148205.148kPafa=244.400kPa轴心前我作用下地葩承载力涌足要求2 .脸笄偏心荷栽作用下的地基承载力exk-Mdyk(Fk*Gk)=3.704/(692.593+128.000)-0.005m因exkBx6=0.333mX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)-(692.593*128.OOO)/4.000*6*13.701./(2.Oo0、2.OOO)=207.926kPaPkmin_x=(Fk+Gk>A-6*Mdyk/(Bx-By)=(692.593+128.000)/4.000-6»13.7041/(2.000s2.OoO)=202.370kPaeyk=,Mdxk(Fk)=50.000/(692.593+128.000)=0.061m因IeykBy6=0.333my方向小偏心PkmiIX_y=(FhGk)A+6*iMdxk(ByBx)-(692.593128.000)/4.000»6*50.OOO/(2.000*2.OOO)=242.648kPaPkmin_y=(Fk+Gk)A-6*MdxkI/(By-Bx)=(692.593+128.000)/4.000-6*150.000/(2.0002.000)=167.648kPa3.确定基础底面反力设计值PkmaX=(Pk三ax-pk)+(Pk三ax-y-pk)+pk=<207.926-205.148)+(242.648-205.148)+205.148=245.426kPayo*Pkmax=1.()*245.426=2J5.426kPaI.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计算X方向基础底面反力设计值ex=Mdy(F÷G)=5.000/(935.000+172.800)=0.005m因exWBx/6.0=0.333mX方向小俏心PaaxX-(FG)/A6*MdyI/(Bz*By)=(935.OCoT72.H00)/4.00(H6*5.000/(2.OOO*2.000)=280.70OkPaIin.x=(F+G)A-6*Mdy/(BXXBy)-(935.000»172.800)/4.0006*5.000/(2.000*2.000)=273.20OkPa1. 2计算y方向基础成面反力设计他ey=Mdx(F÷G)=67.500/(935.OOOH72.800)=0.061mWeyBy60.333y方向小信心Paxc=(F÷G)A+6*Mdx(By-*Hx)=(935.000+172.800)/4.000+6*67.500"000'2.000)=327.575kPaP三in-y=(F+G)A6*MdxI/(Byz*Bx)=(935.OOOH72.«00)/4.000-6*67.5001(2.0002.OoO)=226.325kPa1.3 因MdKWoMdy01.ax-Pmax_x*Pmaxy-(F*G)/A=280.700+327.575-(935.000+172.800)/4.000=331.325kPa1.4 计算地基净反力极值PjmiJX-PBaX-GQ331.325172.800/4.00028S.125kPaPjmaxx=Pmaxx-GA=2H0.7OQ-172.800/4.OOo=237.50OkPf1.Pjmax_y=Pmax_y-G/A=327.575-172.800/4.000=28-1.375kPa2.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),>=三ax(1.OOO0.90020.460)*(0.900*2*0.160)*(1.000-0.9000.460)/2,(1.()00-0.900/2-0.460)*(0.900+2*0.460)+(1.000-0.900-0.460)72)=BaX(0.172,0.172)=0.172m:X冲切破面上的地基净反力设计值F1.x-1.xPjmax-0.172*288.12549.529kNyo<F1.x=1.0*49.529=49.53kN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)=JnaX(1.000-0.900/2-0.460)*(0.90(K2*0.460)+(1.000-0.900/2-0.460)*(1.000-0.900/2-0.-160),<1,000-0.900/2-0.160>*(0.900-2*0.160)+(1.000-0.9002-0.-160)*(1.,000-0.900/2-0.460)=mx(0.172,0.172)=0.172n2y冲切板面上的地鹤净反力设计值F1.y=A1.y*Pjmax=0.172*288.125-19.529kNYo*F1.y=1,0*49.529=49.53kN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=(692.6+128.0)/-1.0=205.IkPaA,=(A1.+2)*<max(B1.,B2)-0.51.>c)(100oH000)*(max(1.000.1000)-0.5*900)=1.1(2Vs=A'pk=1.10*205.1=225.7kN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十.强度等级，所以不用验算柱下扩展基础攻面的局部受压承我力.十、却受寿计Jr双向受弯.根据中751页条目4(3)中公式因exBx6=0.333mX方向小偏心a=(B-bc)/2=000-0.900)/2=0.55OmPj1=(B-a>*(Pax,-Pnin,x)/Bx+Pmin_x-G/A-(2.OOO0.550)*(280.700-273.200)/2.000*273.200172.800/4.000=235.438kPa因eyBy6=0.333my方向小儡心a=(Byhc)/2=(2.000-0.900)/2=0.550mPJ2=(Bya)*(P三ax-yPnin-y)By+Pmin_y-GA=(2.0<)0-0.550)*(327.575-226.325)/2.00(H226.325-172.800/4.OOC=256.53IkPa=1.022y=1.022MI=1/48*x*(Bx-bc)(2*By+hc)*(PjI+Pjax.x>=118*1.022*000-0.900)(2*2.000+0.900)*(235.438+237.500)=59.67kN*MII=1.48*y*(By-hc),(2*Bx÷bc)*Q>j2*Pjmaxy)=I/48*1.022*(2.OOQ-0.900)(2*2.000*0.900)*(256.531+284.375)=68.25kN*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»59.67*10,(0.9*160.000*360)=400.387三Asx1.=AsxZBy-100.4/2.000-200.I9311m1msx1.=aax(Asx1.,Pmin*H«1000)=Bax(200.193,0.150S*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*h<>*fy)=1.0*68.25*107(0.9*160.000*360)“57.92911meAsy1.=AsyBx=457.929/2.000=22«.96411m7mAsy1.=三ax(Asy1.,Pmin*fi1000)=三ax(228,961,0.150500*1000)=750.OOOimi,'m选择钢筋12肌50,实配面积为754.00Omm?m.
