J-5计算文件.docx
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）£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、计算信息构件编号：JC-5计算类型：验算截面尺寸1 .几何参数定形柱宽bc-50O三m城形柱高基础端部高度hi=350nf11基础根部高度h2=150wn基础长度B1.=600wB2-6O011a基础宽度A1.-75011m2=750mhc-70011mfc_b=11.3N'11三:fcc1.4.3Nm12 .MMfSB加础混凝土等级：C30ft-b=1.43N三1柱混凝土等级：C30ftc=1.43N11tn1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=1.70B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 .作用在基础顶部荷裁基本组合值F=275.OOOkNMx=32.OOOkN*mMy=O.OOOkN*三Vx=32.OOOkNVy=O.OOOkNks=1.35Fk=Fks=275.000/1.35=203.TOIkNMxk=Mxks=32.000/1.35=23.704kN*mMyk=MyZks=O.000/1.35-0.OOOkX*mVXk=VXks=32.000/1.35=23.701kVyk=VyZks=O.000/1.35=0.OOOkN5 .脩正后的地基承载力特征假fa=251.600kPa四、计算敷1 .茶础总长Bx=B1.+B2=0.6Q0P.600=1.200m2 .荔础总宽By=A1.+2=0.7500.750=1.500m3 .基础总高Ihh1.*h20.350*0.150-0.500m4 .底板配筋计算高度ho=h1.+h2-as=0.350+0.150-0.(M0=0.WOm5 .施础底面积A=BX*By=1.200*1.500=1.80Of6 .Gk=*BxBy*dh=20.0001.2001.500*1,700=61.200kNG=1.35*Gk1.35*61.200=82.620kN五、计算作用在旃底部弯矩值YdXk=MXk-Vyk*H=23.7010.000*0.500=23.701kN*aYdyk=Myk+Yxk*H=O.000+23.701*0.500=11.852kN*aMdx-MxVy*1.1.-32.OOO0.000*0.500-32.000kN*mMdy=My+VxH=O.000÷32.0000.500=16.OOOkNtm六、Ift算地基承敏力1 .脸尊轴心荷载作用下地域承栽力pk(Fk»Gk)=(203.70V61.200)/1.800147.169kPa【5.2.2-2】因o*pk=1.0*147.169=147.169kPafa=251.600kPa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)11.852/(203.704*61.200)-0.045m因exkBx6=0.200mX方向小(ft心，由公式05,2.2-2和【®5.2.2-31推导PkmiI1.X=(FkGk>A+6*!MdykI/(BxBy)-(203.70461.200)1.800*11.852(1.200、1.500)=IHO.OiJ1.kPaPkmin_x=(Fk*Gk)-6*IMdyk(Bx*By)=(203.701坨1.200)/1.8006*11.852(1.200：*1.500)=114.247kPaeyk=,Mdxk(Fk)=23.704/(203.704÷61.200)=0.089m因IeykBy6=0.250my方向小偏心PkmiIX_y=(FhGk)A+6*iMdxk(ByBx)=(203.704461.200)/1.800*6*23.7011(1.500,1.200)=199.844kPaPkmin_y=(Fk+Gk)A-6*MdxkI/(By*Bx)=(203.701%1.200)/1.800-6*123.7O4(1.500、1,200)-94.494kPa3 .确定基础底面反力设计值PkmaX=(Pk三ax-pk)+(Pk三ax-y-pk)+pk=(180.091-147.169>+(199.844-147.169)+147.169=232.765kPayo*Pkmax=1.()*232.765=232.765k1.,aI.2*fa=1.2*251.600=301.92OkPa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=JWy(F+G)=16.000/(275.OOO+82.620)=0.045m因exWBx/6.0=0.200mX方向小俏心PaaxX-(FG)/A6*MdyI/(Bz*By)=(275.000+82.620)/1.8MH6*16.OOO/(1.200-*1.500)=243.122kPaIin.x=(F+G)A-6*Mdy/(BXXBy)=(275.000*82.620)/1.800-616.000/(1.200z*1.500)=154.233kPa1.2 2计算y方向基础成面反力设计他ey=Mdx(F+G)=32,OOO/<275,000+82.620)=0.089mWeyBy6-0.250y方向小信心PHaXC=(F÷G)A46*Mdx(By-*Hx)=(275.OOO+82.620)/1.800+6»132.0001/(1.500*1.200)=269.789kPaP三in-y=(F+G)A6*MdxI/(By2*Bx)=(275.000÷82.620)/1.«00-6»32.OOO/(1.500*1.200)=127.567kPa1.3 因MdKWoMdy01.ax-Pmax_x*Pmaxy-(F*G)/A=243/22+269.789-(275.000+82.620)/1.HOO=314.233kPa1.4 计算地基净反力极值PjmiJX-PBaXGQ314.23382.620/1.800-268.333kPaPjmaxx=Pmaxx-GA=243.122-82.620/1.800=197.222k1.,aPjmax_y=Pmax_y-G/A=269.789-82.620/1.800=223.8S9kPa2 .柱对基础的冲切脸算因(bc42*ho)>Bx)并且(hc*2*ho)>By)基础底面处边缘均位于冲切椎体以内，不用脸算柱对基础的冲切八、基砒受剪承敏力改算：1 .计算剪力pk=(FkMJk)A=(203.7*61.2)/1.8=147.2kPaA,=(B1.+B2)(max(AI,A2)-0.5*hc)=(600-600)*(max(750,750)-0.5*700)=0.482Vs=A,pk=0.48*147.2=70.6kN2 .计算搬面密度影响系数t.u=(800h0)"=(800/800.0),=1.03 .剪切承成力险算At(BPB2)*h1.-0.5*(boH00BHB2)*h2=(600-600)*350+0.5*(500+100+(600÷6(>0)*150=555000.OOnW2yo*Vs=1.0*70.6=70.6kN0.7,fto0.7*1.0*1.43*555000.0-555.6kN受我承致力跪算满足要求！九、柱下涮的局部受压好因为基础的混凝土强度等级大干等干柱的混凝土强度等级，所以不用脸算柱卜扩展基础以面的局部受质承毂力.十、基砒受考计*双向受弯，根据中751页条目1(3)中公式因exBx6=0.200mX方向小偏心a=(B-bc)2=(1.2000.500)/2=0.35OmPj1.=(Bx-a)*(Paax_x-Pmin_x)/Bx+Pmin_x-C/A=(1.200-0.350)*(213.122-154.233)/1.200÷154.233-82.620/1.800=171.296kPaWeyBy60.250my方向小偏心a=(By-hc)/2=(1.500-0.700)/2=0.4(X)mPj2=(Bya)*(Peaxjr-PBin_y)/By+Pmin_y-G/A=(1.500-0.400)*(269.789-127.567)/1.500*127.567-82.620/1.800=185.963kPax=1.029y=1.03SMI=118*x*(B-bc)(2*By+hc)*(Pj1+Pj三ax,x)-1/48*1.029(1.2000.500),*(2*1.500*0.700)(171.296*197.222)=14.33kN*MII=1.-18*y*(By-hc)j*(2*Bx÷1.>c)*(Pj2÷Pjmax,y)=1/48*1,038*(1.500-0.700)2*(2*1.200-0,500)*(185.963+223,889)=16.44kNm十一、计算正筋1 .计算菸础底板X方向钢筋Asx=oMI(0.9*ho*fy)=1.OM4.33*107(0.9*160.000*360)=96.I32miAsx1.=AsxBy=96.1/1.500=61.088ra1nAsx1.=Bax(Asx1.1pmin*fi1000)max(64.088.0.15O%*5OO*1.OOO)=750.OOOtni2Zn选择钢筋12Q150,实配面枳为754.OOQu°2 .计算荔础底板y方向钢筋Asy=yoMI1/(0.9*ho*fy)=1.0*16.11*107(0.9*160.000*360)=110.32Im-Asy1.=AsyZBx=I1.O.321/1.200=91.934mn7三Asy1.-三ax(sy1.Pmin*1.1.1000)=BaJC(91.934.0.15tf,*500*1000)=750.OOOrnm选择钢筋128150,实配面枳为754.000m三¾u
