J1阶梯基础计算.docx

《J1阶梯基础计算.docx》由会员分享，可在线阅读，更多相关《J1阶梯基础计算.docx（6页珍藏版）》请在三一办公上搜索。

1、J1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、计算信息构件编号：JC1.计算类型：验尊限而尺寸1 .几何参数台阶数n=1.hc=70Onn矩形柱宽bc=700m矩形柱高基础高度h1.=7OO11m一阶长度b1.=225Om11b2=225011m一阶宽度a1.=2250mma2=225011m2 .材料信息域础混凝土等级：C35ft1.57Nnfc_b=16.7Nm柱混凝土等级：C35ft.c=1.57Nmfc.c=16.7Nm钢筋级别：IIKB-100fy=360Nm3 .

2、计算信息结构重要性系数：Y0=1.00基础埋深：dh=3.500m纵筋合力点至近边距离：as=W11m基础及其上覆土的平均容H1.：=20.OOOkN/最小配笳率：Pin=0.1504 .作用在基础顶部荷载标准组合值F=3200.OOOkNMx=-180.OOOkN*mMy=-25.OOOkNnVx=-25.OOOkNVy=200.OOOkNks=1.00Fk=Fks=3200.000/1.00=3200.OOOkNMXk=MXks=T80.000/1.00-180.000kN*三,Myk=Myks=-25.000/1.00=-25.000k*mVk=Vxks=-25.000/1.00=-25

3、.OOOkNVyk=Vyks=200.000/1.00=200.OOOkN5 .修正后的地基承我力特征值fa=194.OOOkPa四、计算1 .基础总长Bx=b1.+b2+bc=2.250+2.25OW.700=5.200m2 .基础总宽By=a1.a2+hc2502.250*0.700-5.200mA1.=a1.hc2=2.250+0.700/2=2.600a2=a2+hc2=2.250+0.700/2=2.6()0mB1.=b1.+bc2=2.250+0.700/2=2.600B2=b2+bc2=2.250+。.700/2=2.600m3 .基础总离H=h1.=0.700=0.700n4

4、.底板配筋计算高度ho=h1.-as=0.7000.040=0.660m5 .基础底面积A=BX*By=5.200*5.200=27.(MO6 .Gk=y*Bx*By*dh=20.000*5.200*5.200*3.500=1892.800kNG=1.35*Gk=1.35*1892.800=2555.280kN五、计算作用在基础底部弯矩值Mdxk=Mxk-Vyk*!=-180.000-200.000*0.700=-320.000k*11Mdyk=Myk+Yk*H=-25.000+(-25.000)*0.700=-42.500kN*nMdX=MX-Vy*H=-180.000-200.0000.7

5、00=-320.OOOkN*nMdy-MyWXMk25.000(25.000)*0.700=-42.500kNtm六、改墓地茶承力1 .蕤算轴心荷载作用下地携承我力5.2.1-2Pk=(FkX)/A=(3200.OC1.OT892.800)/27.040=188.343kPao*pk-1.00*188.343=188.343kPafa=191.OOOkPa轴心荷我作用下地基承我力满足要求2 .蕤算儡心荷载作用下的地聪承效力Cxk=Mdyk/(Fk-KJk)=-42.500/(3200.OoO+1892.800)=-0.0O8n因IeXkBxfr-i0.867mX方向小信心，由公式(5.2.2-

6、2和105.2.2-3】推导PkmaxX=(Fkyk)/A+6*Mdyk(B*By)=(3200.OO(H4892.800)/27.(MO+6*-42.5001/(5.205.200)=190.157kPaPkmin.x=(Fk+GkA-6*Mdyk1./(B*By)=(3200.OoO+1892.800)/27.(MQ-6*-12.5001/(5.235.200)=186.530kPaeyk-Vdxk(FMGk)二320.000/(3200.000*1892.800)=0.063b因IeykBy6=0.867my方向小信心PkmaX-y=(FkGk)6*MdxkI/(B*Bx)=(3200.

7、000+1892.800)/27.(MO+6*-320.0001/(5.20*5.200)=201.998kPa1.,kmin-y=(HkIk)-6*Mdxk(B*Bx)=(3200.OOo+1892.800)/27.(MO-6*-320.OOOI/(5.20*5.200)=174,688kPa3 .确定基础底面反力设计值Pkmax=(PkBaX_X-Pk)+(Pkaaxj-Pk)+pk=(190.157-188.343)+(201.998-188.343)+188.343=203,812kPayo*Pkmnx=1.00*203.812=203.812kPa1.2*fa1.2*194.Ooo=

8、232.80OkPa偏心荷我作用下地基承毅力满足要求七、涮冲切殴算1 .计算基础底面反力设计值1.I计算X方向基础底面反力设计值ex=Mdy(FG)=-42.500/(3200.OOO+2555.2H0)=-0.(K)7m因exWBx/6.0=0.867X方向小心1.ax.x=(F+G)A+6SYdy/(B*By)=(3200.000*2555.280)/27.010*612.500/(5.20*5.200)=214.6S7kPaPein-X=(F+G)/A-6IJMyI/(B*By)=3200.OOo-2555.280)/27.O1.O-6*I-42.5001/(5,20*5.200)=21

9、1.030kPa1.2计算y方向基础底面反力设计值ey=MJxFG)=-320.000/(3200.000+2555.28O)=-0.056因cyWBy/6=0.867y方向小偏心Pnax_y-FG)/A6Mdx/(B*Bx)=(3200.000-2555.280)/27.010-6|-320.OCOi/(5.20*5.200)=226.498kPaPMin.y=(F+G)A-6*1.M1.x(B*Bx)=3200.0002555.280)/27.OtO6320.000/(5.205.200)=199.!8kPn1. 3因YdK0Mdy0PBax=Pnux-xPtnaxy-(F+)=214.6

10、57+226.498(3200.OO(H2555.280)/27.(MO=228.312kPa1.1 计篇地艇净反力极fftPjmax=P三-GA=228.312-2555.280/27.010=133.812kPaPjmnxx=Pmax_x-G/A=214.6572555.280/27.010-120.157kPaPjmaxy=hnax_y-G/A=226.498-2555.280/27.OW=I：M.998kPa2 .骁算柱边冲切YH=h1.=O.70On,YB=bc=O.7O0m,Y1.=hc=O.70OaYB1.-BI=2.6O0m,YB2-B2=2.600m,Y1.1=1=2.6O0

11、m,Y1.2=2=2.600mY1.1.o=YH-HS=O.(i60m2. 1因(YH800)hp=1.03. 2X方向柱对基础的冲切脸算X冲切位比斜极面上边长bt=YB=O.700mX冲切位置斜蔽面下边长bh=YB2*YHo=2.020mX冲切不利位置=bt+bb)2=(0.700+2.020)/2=1.360mX冲切面积1x-nax(Y1.1-V1.2-YHo)*(YB2YHo)(Y1.1Y1./2YHo,(Y1.2-Y1.2-YHo)(YB*2*Y1.1.o)(Y1.2-Y1.2-Y1.1.o=max(600-0.700/2-0.660)(0.700+2*0.660)+(2.600-0.

12、700/2-0.660,(2.600-0.700/2-0.660)*(0.700+2*0.660)+(2.600-0.700/2-0.660)-max(5.710,5.740)=5.7WX冲切板面上的地展净反力设计值F1.x=A1.xPjmax=5.710*133.812=768.066kNoF1.x-1.00*768.066-768.07kNoO,MdyO此基础为双向受弯2 .计算IT截面弯矩因exBx6=O.867mX方向小儡心a=(B-bc)2=(5.200-0.700)/2=2.250aPj1.=(Bx-a)*(Pinax_x-Pmin_x)/Bx)+Pmin_x-G/A二(5.200

13、-2.250)*(214.657-211.030)/5.200)11.0302555.280/27.010=118.587kPa因eyWBy6=O.867my方向小儡心a=(Byhc)/2=(5.200-0.700)/2=2.250Pj2=(B-a)*(Pmax_y-Pminy)/By)*Pmin_y-C/=(5.200-2.250)*(226.49H-1.99.18)/5.200)+199.188-2555.280/27.010=120.18IkPa=1.025y=1.025M1.1.=I/48*x*(BX-be*(2*By+hc)*(Pj!Pjmaxx)=1/48*1.025*(5.200

14、-0.700*(2*5.200+0.700)*(118.587+120.157)=1145.56kN*mM11J=148*y*(By-hc*(2Btbc)*(PJ2+PjBaxy)=1.48*1.025*(5.200-0.700*(2*5.200-0.700)*(120.181+131.998)=1210.02kN*m十一、计算配筋10.1计算sxAsx_1.=(0.9*(H-as)*fy)=1.00*1145.56*1/(0.9*(700.WMH10.000)*360)=5357.Idsx1.-sx-1=5357.ItnAsx=Asx1.Hy=5357.1/5.200=1030m11Asx=maxAsx,pmin*f1*1000)=max(1030,0.150%7001000)-1050mm选择钢筋161H90,实配面枳为105811m.10.2计算AsyAsy=roMII_1./(0.9*(H-as)*fy)=1.OOM210.02*1.(0.9(700.00040.000)360)=5658.5aASy1.=Rsy_1.=5658.5mAsy=Asy1.Bx=5658.5/5.200=108Snnsy-max(sy,Pmin川仲1OOO)=max(108B.0.1503700*1000)=I088mm选择钢筋110MO,实配面枳为I1.OOmJnu