1、結(jié)構(gòu)構(gòu)件計算書PAGE 第 PAGE 5頁，共 NUMPAGES 5頁七樁樁基承臺計算項目名稱_日 期_設(shè) 計 者_校 對 者_一、設(shè)計依據(jù)建筑地基基礎(chǔ)設(shè)計規(guī)范 (GB50007-2011)混凝土結(jié)構(gòu)設(shè)計規(guī)范 (GB50010-2010)建筑樁基技術(shù)規(guī)范 (JGJ 942008)二、示意圖三、計算信息承臺類型: 七樁承臺計算類型: 驗算截面尺寸構(gòu)件編號: CT-4（7）1. 幾何參數(shù)矩形柱寬bc=600mm矩形柱高hc=800mm方樁邊長ls=500mm承臺根部高度H=1100mmx方向樁中心距A=1450mmy方向樁中心距B=1450mm承臺邊緣至邊樁中心距 C=500mm2. 材料信息柱混

2、凝土強度等級: C40 ft_c=1.71N/mm2,fc_c=19.1N/mm2承臺混凝土強度等級:C40 ft_b=1.71N/mm2,fc_b=19.1N/mm2樁混凝土強度等級: C40 ft_p=1.71N/mm2,fc_p=19.1N/mm2承臺鋼筋級別: HRB400 fy=360N/mm23. 計算信息結(jié)構(gòu)重要性系數(shù): o=1.0 縱筋合力點至近邊距離:as=100mm4. 作用在承臺頂部荷載基本組合值F=5798.600kNMx=-118.500kN*mMy=-2890.400kN*mVx=981.200kNVy=-34.700kN四、計算參數(shù)1. 承臺總長 Bx=C+4*A

3、+C=0.500+4*1.450+0.500=6.800m2. 承臺總寬 By=C+2*B+C=0.500+2*1.450+0.500=3.900m3. 承臺根部截面有效高度 ho=H-as=1.100-0.100=1.000m4. 方樁換算截面寬度 bp=ls=0.500m五、內(nèi)力計算1. 各樁編號及定位座標如上圖所示:1號樁 (x1=-A=-1.450m, y1=-B=-1.450m)2號樁 (x2=A=1.450m, y2=-B=-1.450m)3號樁 (x3=2*A=2.900m, y3=0)4號樁 (x4=A=1.450m, y4=B=1.450m)5號樁 (x5=-A=-1.450

4、m, y5=B=1.450m)6號樁 (x6=-2*A=-2.900m, y6=0)7號樁 (x7=0, y7=0)2. 各樁凈反力設(shè)計值, 計算公式:【8.5.3-2】xi=x12*4+x32*2=25.230myi=y12*4=8.410mNi=F/n-Mx*yi/yi2+My*xi/xi2+Vx*H*xi/xi2-Vy*H*y1/yi2N1=5798.600/7-(-118.500)*(-1.450)/8.410+(-2890.400)*(-1.450)/25.230 +981.200*1.100*(-1.450)/25.230-(-34.700)*1.100*(-1.450)/8.41

5、0 =918.606kNN2=5798.600/7-(-118.500)*(-1.450)/8.410+(-2890.400)*1.450/25.230 +981.200*1.100*1.450/25.230-(-34.700)*1.100*(-1.450)/8.410 =710.436kNN3=5798.600/7-(-118.500)*0.000/8.410+(-2890.400)*2.900/25.230 +981.200*1.100*2.900/25.230-(-34.700)*1.100*0.000/8.410 =620.201kNN4=5798.600/7-(-118.500)*1

6、.450/8.410+(-2890.400)*1.450/25.230 +981.200*1.100*1.450/25.230-(-34.700)*1.100*1.450/8.410 =738.136kNN5=5798.600/7-(-118.500)*1.450/8.410+(-2890.400)*(-1.450)/25.230 +981.200*1.100*(-1.450)/25.230-(-34.700)*1.100*1.450/8.410 =946.306kNN6=5798.600/7-(-118.500)*0.000/8.410+(-2890.400)*(-2.900)/25.230

7、 +981.200*1.100*(-2.900)/25.230-(-34.700)*1.100*0.000/8.410 =1036.542kNN7=5798.600/7=828.371kN六、柱對承臺的沖切驗算 【8.5.19-1】1. Ni=N7=828.371kN 2. ox=A-bc/2-bp/2=1.450-0.600/2-0.500/2=0.900m oy=B-hc/2-bp/2=1.450-0.800/2-0.500/2=0.800m3. ox=ox/ho=0.900/1.000=0.900 oy=oy/ho=0.800/1.000=0.8004. ox=0.84/(ox+0.2)

8、=0.84/(0.900+0.2)=0.764 oy=0.84/(oy+0.2)=0.84/(0.800+0.2)=0.8405. 因 H=1.100m 所以 hp=0.975o*Fl=o*(F-Ni)=1.0*(5798.600-828.371)=4970.23kN2*ox*(hc+oy)+oy*(bc+ox)*hp*ft_b*ho=2*0.764*(800+800)+0.840*(600+900)*0.975*1.71*1000=8326.55kNo*Fl=4970.23kN柱對承臺的沖切滿足規(guī)范要求七、角樁對承臺的沖切驗算 【8.5.19-5】1. Nl=max(N1, N2, N3,

9、N4, N5, N6)=1036.542kN2. a1x=A-bc/2-bp/2-0.050=1.450-0.600/2-0.500/2-0.050=0.850m a1y=B-hc/2-bp/2-0.050=1.450-0.800/2-0.500/2-0.050=0.750m3. 1x=a1x/ho1=0.850/0.900=0.944 1y=a1y/ho1=0.750/0.900=0.8334. 1x=0.56/(1x+0.2)=0.56/(0.944+0.2)=0.489 1y=0.56/(1y+0.2)=0.56/(0.833+0.2)=0.542 C1=C+1/2*bp=0.500+0

10、.500/2=0.750m C2=C+1/2*bp=0.500+0.500/2=0.750m5. 因 h=1.000m 所以 hp=0.983 o*Nl=1.0*1036.542=1036.542kN 1x*(C2+a1y/2.0)+1y*(C1+a1x/2)*hp*ft_b*ho1 =0.489*(750+750/2)+0.542*(750+850/2)*0.983*1.71*900 =1796.739kNo*Nl=1036.542kN角樁對承臺的沖切滿足規(guī)范要求八、承臺斜截面受剪驗算 【8.5.21-1】1. 計算承臺計算截面處的計算寬度 bx1=Bx=C+4*A+C=0.500+4*1.

11、450+0.500=6.800m bx2=bc+0.100=0.600+0.100=0.700m bxo=1-0.5*h2/ho*(1-bx2/bx1)*bx1 =1-0.5*0.100/1.000*(1-0.700/6.800)*6.800 =6.495m by1=By=C+2*B+C=0.500+2*1.450+0.500=3.900m by2=hc+0.100=0.800+0.100=0.900m byo=1-0.5*h2/ho*(1-by2/by1)*by1 =1-0.5*0.100/1.000*(1-0.900/3.900)*3.900 =3.750m2.計算剪切系數(shù)因 0.800h

12、o=1.000m2.000m,hs=(0.800/1.000)1/4=0.946 ax1=2*A-bc/2-bp/2=2*1.450-0.600/2-0.500/2=2.350m x1=ax1/ho=2.350/1.000=2.350 x1=1.75/(x1+1.0)=1.75/(2.350+1.0)=0.522 ax2=A-bc/2-bp/2=1.450-0.600/2-0.500/2=0.900m x2=ax2/ho=0.900/1.000=0.900 x2=1.75/(x2+1.0)=1.75/(0.900+1.0)=0.921 ay=B-hc/2-bp/2=1.450-0.800/2-

13、0.500/2=0.800m y=ay/ho=0.800/1.000=0.800 y=1.75/(y+1.0)=1.75/(0.800+1.0)=0.9723. 計算承臺底部最大剪力【8.5.21-1】 因為 N156=N1+N5+N6=918.606+946.306+1036.542=2901.455kNN243=N2+N4+N3=710.436+738.136+620.201=2068.774kN 所以 Vx1=max(|N156|, |N243|)=2901.455kN 因為 N3=620.201kNN6=1036.542kN 所以 Vx2=max(|N3|, |N6|)=1036.54

14、2kN 因為 N12=N1+N2=918.606+710.436=1629.043kNN45=N4+N5=738.136+946.306=1684.443kN 所以 Vy=max(N12, N45)=1684.443kN 3. 計算承臺底部最大剪力【8.5.21-1】 驗算x1截面承載力 o*Vx1=1.0*2901.455=2901.455kN hs*x1*ft_b*byo*ho=0.946*0.522*1.71*3750*1000*1000=3168.058kNo*Vx1=2901.455kN 承臺斜截面X1受剪滿足規(guī)范要求驗算x2截面承載力 o*Vx2=1.0*1036.542=1036

15、.542kN hs*x2*ft_b*byo*ho=0.946*0.921*1.71*3750*1000=5585.786kNo*Vx2=1036.542kN 承臺斜截面X2受剪滿足規(guī)范要求驗算y截面承載力 o*Vy=1.0*1684.443=1684.443kN hs*y*ft_b*bxo*ho=0.946*0.972*1.71*6495*1000 =10212.059kNo*Vy=1684.443kN 承臺斜截面Y受剪滿足規(guī)范要求九、承臺受彎計算 【8.5.21-1】【8.5.21-2】1. 承臺底部彎矩最大值 【8.5.21-1】【8.5.21-2】因為 Mdx24=(N2+N4)*(A-

16、1/2*bc) =(710.436+738.136)*(1.450-1/2*0.600) =1665.86kN*m Mdx15=(N1+N5)*(A-1/2*bc) =(918.606+946.306)*(1.450-1/2*0.600) =2144.65kN*m Mdx3=N3*(2*A-1/2*bc) =620.201*(2*1.450-1/2*0.600) =1612.52kN*m Mdx6=N6*(2*A-1/2*bc) =1036.542*(2*1.450-1/2*0.600) =2695.01kN*m所以 Mx=max(|Mdx24+Mdx3|, |Mdx15+Mdx6|)=max

17、(3278.38,4839.66)=4839.66kN*m因為 Mdy12=(N1+N2)*(B-1/2*hc) =(918.606+710.436)*(1.450-1/2*0.800) =1710.49kN*m Mdy45=(N4+N5)*(B-1/2*hc) =(738.136+946.306)*(1.450-1/2*0.800) =1768.67kN*m所以 My=max(|Mdy12|, |Mdy45|)=max(|1710.49|,|1768.67|)=1768.67kN*m2. 計算配筋面積Asx=o*Mx/(0.9*ho*fy)=1.0*4839.66*106/(0.9*1000*360)=14937.2mm2Asx1=Asx/By=14937.2/4=3830mm2/mAsy=o*My/(0.9*ho*fy)=1.0*1768.67*106/(0.9*1000.000*360)=5458.8mm2Asy1=Asy/Bx=5458.8/7=803mm2/m3. 計算最小配筋率受彎最小配筋率為 min=0.150%4. 承臺最小配筋面積As1min=min*H*1000=0.150%*1100