J6双柱阶梯基础计算.docx

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1、J6双柱阶梯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(GB50007-201.1)混凝土结构设计规范(GB50010-2010)二、不意图三、计算侑息构件编号：JC-I1.几何参数台阶数n=1.矩形柱宽矩形柱宽求础高度计算类型:验算嵌面尺寸bc-70O11mbc=700nmh1=60Ofm1.龙形柱高矩形柱高hc-70O11mhc=70011m一阶长度b1.=220011nb2=2200nm一阶宽度a1.=2100mna2=21O0n2 .材料信息基础混凝十.等级：C35ft=1.57Nmfc_b=16.7Nm柱混凝土等级：C35ft_c=1.57Nmfc_c=16.

2、7Nm钢筋级别：HRMOOfy=360Nm3 .计算信息结构重要性系数：丫。=1.0基础埋深：dh=3.500m纵筋合力点至近边距离：as=40m基础及其上覆土的平均容重：丫二20.OOOkN/最小配筋率:Pain=0.150%4 .作用在基础顶部荷我标准组合值F1.=1700.OOOkNF2=1750.OOkNMxU150.000kX*mMx26O.OOOkN*mMy1.=IO.OOOkN*nMy2=-20.OOOk.X*nVx1.=IO.OOOkNV2=-20.OOOkNVy1.=-150.OOOkNVy2=-40.OOOkNks=1.00Fk=F1.ZksIF2ks2=1700.000/

3、1.00+1750.000/1.00=3450.OOOkNMx=Mx1ks+F1.*(Bx2-B1.)ks+Mx2ks+F2(B2-Bx2)ks-150.000/1.00-1700.000*(5.800/2-2.550)/1.00*60.000/1.00H750.OOO(2.550/25.800)/1.OO=192.500k*mMy=My1.ksF1.*(A2-A1.)2ks+My2ks+F2*(A2-A1.)2ks-10.000/1.00*1700.000*(2.1502.-150)/2/1.00-20.000/1.OO*-1750.000(2.450-2.450)/2/1.00=-10.(

4、)OOkX*mVx=VxIks+Vx2ks=10.000/1.Q0-20.000/1.OO=-IO.OOOkNVy=Vy1.ksVy2ks=-150.000/1.00-10.000/1.00=-190.OOOkNMxk-Mx1.F1*(Bx2-B1.)Mx2*F2*(B2Bx2)=150.OOOH700.000*(5.800/2-2.550)+60.000+1750.000(2.550-5.800/2)=192.500kN*mMyk=My1+F1*(A2-A1)2+My2ks+F2*(A2-A1)2-10.000*1700.OOO*(2.4502.450)/2,20.0001750.000(2

5、.450-2.450)/2=-10.000k*mVxk=Vx1+Vx2=10.000+-20.OOO=-IO.OOOkNVyk=Vy1.+Vy2=-150.00010.000=-190.OOOkN5.修正后的地基承段力特征值fa=194.OOOkPa四、计算1 .基础总长Bx=B1.+B2+Bc=2.550+2.550+0.700=5.800m2 .基础总宽By=1.*22.450*2.450-4.900m1.=a1.+三ax(hc1.,hc2)2=2.100+三ax(0.700,0.700)/2=2.450三A2=a2+三ax(hc1.,hc2)2=2.100+三ax(0.700,0.700

6、)/2=2.450B1.-b1.bc1/2=2.200*0.700/2=2.550mB2=b2+bc22=2.200*0.700/2=2.550m3 .基础总高H=h1.=O.600=0.600b从底板鼠筋计豫i度ho=h1.-as=0.600-0.(H0=0.560m5 .基础底面积A=BX*By=5.800*1.900=28.4206 .Gk-*BxBy*dh-20.000*5.800*1.900*3.500-1989.WOkNG=I.35*Gk=1.35*1989.400=2685.6A+6*Mdyk(B*By)=(3450.OoO+1989.400)/28.420+6*16.000/(

7、5.80*4.900)=191.976kPaPkmin_x=(Fk+Gk)/A-6*Mdyk(B*By)-(3450.0001989.400)/28.4206*16.OOO/(5.80*4.900)=190.81IkPaeyk=Mdxk(Fk+Gk)=2W.000/(3150.000+1989.400)=0.044a因IeykBy6-0.817my方向小信心PkmHXy=(Fk*Gk+6*Mdxk(B*Bx)=(3450.000+1989.400)/28.42(K6*240.000/4.90*5.800)=201.731kPaPkminy=(Fk-Gk)-6*Mdxk(B*Bx)-(3450.

8、000*1989.400)/28.4206*240.000/(4.9O5.800)=181.053kPa3.确定法础底面反力设计伯Pkmax=(Pk三ax-pk)+(Pkax_y-pk)+pk-(191.976-191.393)+(201.734191.393)*191.393=202.316kPao*Pknax=1.0*202.316=202.316kPa1.2*fa=1.2*194.OOO=232.80OkPa偏心荷载作用下地基承栽力湎足要求七、基砒冲切险算1 .计。基础底面反力设计伯1.1 1计算X方向塞础底面反力设计值ex=Mdy(F+G)=-16.000/(3450.W)O+2685

9、.690)=0.0O3NexBx6.00.967三X方向小信心Paaxx=(F+G)A+6*Mdy/(B*By)=(3450.000*2685.690)/28.420+6-16.0001/(5.80*1.900)=216.476kPaPBi1.X-(FM)A-6Mdy/(B*By)=(3450.000-2685.690)/2.420-6*-16.0(K)/(S.80*4.900)=215.31IkPa1.2 计比、,方向基础底面反力设计值ey-Mdx(FG)306.500/(3450.000+2685.690)-0.050aISeyBy6=O.81.7y方向小信心PBau=(F+G)A6*Mdx(B*Bx)=(3450.000-2685.690)/28.120+6*1306.500i(4.90*5.800)=229.099kPaP三in_y=(F+G)A-6*IMdx/(B*Bx)=1.82Omy冲切收面上的地净反力设计值FIy=A1.yPjmax=O.000*135.181=0.OOOkNoF1.y-1.0*0.000=0.OOkNYo*F1.y0.7*hp*ftb*am*Y1.1.o(6.5.5-1)=0.7*1.0001.57*1260*560=775.45kNy方向柱对基础的冲切满足规箍要求八、柱下基础的局部受压及