锥形基础计算1a.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）E混凝土结构设计规范GB50010-2010（2015年版）简明裔层钢筋混凝土结构设计手册?李国胜（笫三版）计算类型:自动计算檄面尺寸bc=700m矩形柱高h1.（自动计算）=200Inmh2（自动计算）=100tnm0.800B1.（自动计兑）=100OmAM自动计算）-1250InnC30ft_b=1.13NmC30ft_c=1.,43NmIIRB-100fy=360NmYo=1.odh=1.700mhc=70O11构件编号：JCTa1 .几何参数矩形柱宽基础端部高度基础根部高度基础长宽比基础长度基础宽度2 .材料信息基础混凝土等级:柱混域土等级：钢筋级别：3 .计算信息结构重要性系数:基础埋深：B2（自动计算）=100011三A2（自动计算）E250m三fc_b=1.-1.3NmCJC=I4.3Nm纵筋合力点至近边距禹：as-40三n基础及其上序上的平均容生：=20.OOOkN/最小配筋率：p三in=O.150%4 .作用在基础顶部荷载标准组合值F-363.OOOkNMx=135.OOOkWmMy=20.OOOkN*mVX=O.OOOkNVy=O.OOOkNks=1.25Fk=Fks=363.000/1.25=290.100kNMxk=Mxks=135.000/1.25=108.000k*nMyk=Uyks=20.000/1.25=16.OOokVmVxk=VxZks=O.000/1.25=0.OOOkSVyk=VyZks=O.000/1.25=0.OOOkN5 .修IE后的地基承载力特征值fa=138.OOOkPa四、计算套敷1 .范础总长Bx=B1.÷B2=1.000+1.000=2.OOOrn2 .基础总宽By=A1.+2=1.250-1.250=2.500m3 .基础总高H=h1.+h2=0.200+0.100=0.300m4 .底板毛筋计W高度ho=h1.+h2-as=0.2000.100-0.(H0=0.260m5 .耗础底面积A=BX*By=2OOQ*2.500=5.0006 .Gk=*BxBy*dh=20.0002.0002.500*1,700=170.OOOkNG=1.35Gk=1.35*170.000-229.500kN五、计算作用在旃底部学矩值Mdxk=Mxk-Vyk*!=108.000-0.OQO*0.300=108.(K)OkMff1.Mdyk=Myk+Yk*H=16.OoQp000*0.300=16.OOOkN*.Mdx-MxVy1.k1.35.0000.000*0.300-135.000kNmMdy=My+Yx*H=20.000+0.000*0.300=20.000k*m六、Ift算地基承敏力【5.2.2-21 .璇笄轴心荷战作用下地基承我力Pk-(Fk*Gk)=(290.100*170.000)/5.000-92.OSOkPa因yo*pk=1.0*92.OSg92.08OkPaWfa=138.OOOkPa轴心荷我作用下地茶承载力湎足要求2 .会尊偏心荷栽作用下的地基承武力exk-Mdyk/(Fk*Gk)16.000/(290.400*170.000)=0.035m因IexkBx6=O.333三K方向小信心，由公式【5.2.2-2】和15.2.2-3】推注PkmHXX=(FkGk>A+6*Mdyk(B*By)-(290.400*170.000)/5.000*6*16.000/(2.00*2.500)=101.68OkPaPkmin_x=(Fk+Gk)/A-6*Mtiyk/(B*By)=(29。.I(X)+170,000)/5.0006*16.000/(2.00*2,500)=82.480kPaeyk=Mdxk(Fk)=1.O8.000/(290.400+17().000)=0.235m因IeykBy6=O.417y方向小信心Pkmiixy=(Fk+Gk)A+6*Mdxk(B*Bx)-(290.400170.000)/5.000*6*108.OOO/(2.50*2.OOO)=143.92OkPaPkmin_y=(Fk÷Gk)-6*MdxkI/(B*Bx)=(290.400÷170.000)/5.000-6»1108.OOOI/(2.50*2.000)=40.24OkPH3.确定基础底面反力设计值Pkmax=(Pkeax_x-pk)+(Pk三ax-y-pk)+pk=(101.680-92.080)+(143.920-92.080)+92.080-153.520kPaYo*Pkmnx=1.0*153.520=153.520kPa1.2fa=1.2*138.OOO=I65.60OkPa偏心荷我作用下地茶承找力满足要求七、基砒冲切破算1 .计算基础底面反力设计值1 .1计券X方向基础底面反力设计值ex=Mdy(F+G)=20.000/(363.000+229.500)=0.031m因exWBx6.0=0.333mX方向小偏心P三x.x=(F+G)A6Mdy/(B*By)=(363.OOO+229.500)/5.OOo+6*20.O(X)|/(2.00*2.500)=130.500kPaPainx=(F+G)A-6IMdyI/(B*By)=(363.000-229.500)/5.0006*20.OOOI/(2.00*2.500)=106.50OkPa2 .2计獴y方向般础成面反力设计值ey-M<1.x(F÷G)=135.000/(363.000+229.500)=0.228mWeyBy60.417y方向小信心PBaX_产(F+G/A®IMdXI/(U*Bx)=(363.OoO+229.500)/5.OOo+6*135.000!/(2.50*2.000)=183.300kPaP三in=(F÷G)-6*Mdx(B*Bx)=(363.00Q+229.500)/5.000-6*135.000/(2.50»2.000)=53.70OkPa3 .3因YdKKoMdy0PnaX-Pmax_x*Pmaxy-(F*G)=130.500+183.300-(363.000+229.500)/5.OOO=195.30OkPa4 .4计算地基净反力极值Pjmax-P三xGA-195.300229.500/5.000-149."100kPaPjmax.X=HnaX-X-G/A=130.50Q-229.500/5.OOo=84.6OokPaPj1.naX_y=Pmax_y-G/A=183.30卜229.500/5.000=137.-100kPa2 .柱对基础的冲切脸算因1.1.800.IRhp=1.02. 1X方向柱对基础的冲切除算X冲切面积A1.x=uax(B1.-bc2ho)*(hc+2ho)+(B1.-bc2-ho,(B2-bc2-ho)*(hc+2*ho)+(B2-bc2ho)=max(1.000-0.700/2-0.260)«(0.700+2*0.260)+(1.000-0.700-0.260/2,(1.000-0.7()0/2-0.260)*(0.700+2*0.260)+(1.000-0.700-0.260/2)=max(O.628,0.628)=0.628x冲切截面上的地基净反力设计值F1.x=A1.xWjmax=O.628*149.400=93.KOHkNYo*F1.x=1.0*93.808=93.81kN因oFIx0.7*hp*ft_b*am*ho(6,5.5-1)-0.7*1.0001.43*960.0(X>260=249.85kNX方向柱对基础的冲切满足规范要求2. 2y方向柱对基础的冲切脸算y冲切而积A1.y=三ax(A1.-hc2-ho)(BI+B2)-(H1-hc2-ho2-(B2-bc2-ho2,(A2-hc2-ho)(HI*B2)-(B2-hc2-ho2-(B1.-bc2-ho2-max(1.2500.700/20.260)(1.000+i.000)-(1.0000.700/20.260/2-(1.0000.700/20.260/2,(1.250-0.700/2-0.260)*(1.000÷1.000)-(I.000-0.700/2-0.260/2-(1.000-0.700/2-0.260/2)=max(1.128,1.128)=1.128y冲切破面上的地基净反力设计值F1.y-A1.ytPjmax-I.128*149.400-168.508kNyo*F1.y=1.0*168.508=168.51kX因o*F1.y0.7*hpftj.*b*ho(6.5.5-1)=0.7*1.0001.43*960*260=249.85kNy方向柱对基础的冲切满足规范要求八、拿I1.受剪承敏力好1 .计算剪力pk=(Fk+<)A=(290.4+170.0)/5.0=92.IkPaA,=(B1.+B2)*(max(AI,A2)-0.5*hc)=(1000+1000)*(max(1.250,1250)-0.5*700)=1.8(2Vs=,pk-1.80*92.1-165.7kN基础底面短边尺寸大于柱宽加两倍基础竹效高度，不福验算受剪承数力！九、柱下讯的局部受压睑算因为基础的混朕上强度等侬大干等于柱的混凝上强度等级,所以不用验算柱卜扩展基础项面的局部受乐承载力。十、基砒受弯计算双向受弯，根据中751页条目4(3)中公式因exBx6=0.333nX方向小偏心a=(B-bc)2=(2.0000.700)/2=0.65OmPjI=(BX-a)(PBaX_x-Pmin_x)/Bx+Pmin_x-G/A=(2.000-0.650)*(130.500-106.500)/2.000-106.500-229.500/5.000=76.8O0kPa因eyBy6=0.417my方向小偏心a=(By-hc)2=(2.500-0.700)/2=0.900mPj2=(By-a)*(Peax_y-Pmin_y)/By+PminJ-G/R=(2.500-0.900)*(183.300-53.700)/2.500+53.70(11229.500/5.OOO=90.744kPaBX=1.O23By=1.090MI=118*x*(B-bc*(2*By*hc)(Pj1+Pjax-x)-1/48*1.023(2.OOO0.700*(2*2.500*0.700)*(76.800*84.600)=33.12kN*MII=1/48*y*(By-hc*(2*Bx+bc)(Pj2+Pjmx.y)=1/48*1.090*(2.500-0.700*(2*2.000+0,700)(90,744+137.400)=78.92kNm十一、计蛔E筋1 .计算茶础底板X方向钢筋Asx=o*MI(0.9*ho*fy):1.033.12*1/(0.9260.000*360)=393.16OmASX1.=ASX/By=393.2/2.500=157.26WmAsx1.=Bax(Asx1.1pminH1000)二max(157.264.0.150¼300*1000)=450.000mm选择钢筋10»170,实配面积为162.OOOmAn,2 .计其荔础底板y方向钢筋Asy=oMI1/(0.9*ho*fy)=1.0*78.92*1/(0.9*260.000*360)=936.883(Asy1.=AsyBx=936.883/2.000=468.442m三Asy1.-Bax(As)-I1PtninH1000)=BaX(468.442,0.150*300*1000)=468.442mm选择钢筋10g160,实配面积为491.OOOmJm,
