結(jié)構(gòu)計算書16主樓04

1、ks=1.25 Fk=F/ks=1612.900/1.25=1290.320kNMxk=Mx/ks=4.300/1.25=3.440kN*m Myk=My/ks=-88.900/1.25=-71.120kN*m Vxk=Vx/ks=-22.900/1.25=-18.320kN Vyk=Vy/ks=8.300/1.25=6.640kN5. 修正后的地基承載力特征值fa=234.000kPa四、計算參數(shù)錐形基礎(chǔ)計算（16#JC-1）一、設(shè)計依據(jù)建筑地礎(chǔ)設(shè)計規(guī)范 (GB50007-2011)混凝土結(jié)構(gòu)設(shè)計規(guī)范(GB50010-2010)簡層鋼筋混凝土結(jié)構(gòu)設(shè)計手冊1.2.3.4.5.6.基礎(chǔ)總長基礎(chǔ)總

2、寬基礎(chǔ)總高Bx=B1+B2=1.000+1.000=2.000m By=A1+A2=2.000+2.000=4.000mH=h1+h2=0.300+0.100=0.400m底板配筋計算高度 ho=h1+h2-as=0.300+0.100-0.040=0.360m基礎(chǔ)底面積 A=Bx*By=2.000*4.000=8.000 Gk=*Bx*By*dh=16.400*2.000*4.000*3.100=406.720kNG=1.35*Gk=1.35*406.720=549.072kN五、計算作用在基礎(chǔ)底部彎矩值Mdxk=Mxk-Vyk*H=3.440-6.640*0.400=0.784kN*m M

3、dyk=Myk+Vxk*H=-71.120+(-18.320)*0.400=-78.448kN*m Mdx=Mx-Vy*H=4.300-8.300*0.400=0.980kN*m Mdy=My+Vx*H=-88.900+(-22.900)*0.400=-98.060kN*m六、驗算地基承載力二、示意圖三、計算信息1.驗算軸心荷載作用下地基承載力pk=(Fk+Gk)/A=(1290.320+406.720)/8.000=212.130kPa構(gòu)件:JC-1計算類型: 驗算截面尺寸【5.2.1-2】1.幾何參數(shù)矩形柱寬基礎(chǔ)端部高度基礎(chǔ)根部高度基礎(chǔ)長度基礎(chǔ)寬度材料信息基礎(chǔ)混凝土等級:柱混凝土等級: 鋼

4、筋級別:計算信息結(jié)構(gòu)重要性系數(shù):基礎(chǔ)埋深:因o*212.130=212.130kPafa=234.000kPabc=600mm h1=300mm h2=100mm B1=1000mmA1=2000mm矩形柱高h(yuǎn)c=1700mm軸心荷載作用下地基承載力滿足要求驗算偏心荷載作用下的地基承載力exk=Mdyk/(Fk+Gk)=-78.448/(1290.320+406.720)=-0.046m2.B2=1000mmA2=2000mm因 |exk|Bx/6=0.333mx 方向小偏心,由公式【5.2.2-2】和【5.2.2-3】推導(dǎo)Pkmax_x=(Fk+Gk)/A+6*|Mdyk|/(B*By)=(

5、1290.320+406.720)/8.000+6*|-78.448|/(2.00*4.000)=241.548kPaPkmin_x=(Fk+Gk)/A-6*|Mdyk|/(B*By)=(1290.320+406.720)/8.000-6*|-78.448|/(2.00*4.000)=182.712kPa eyk=Mdxk/(Fk+Gk)=0.784/(1290.320+406.720)=0.000m2.C30 ft_b=1.43N/mC30 ft_c=1.43N/mfc_b=14.3N/mfc_c=14.3N/mHRB400fy=360N/m3.o=1.0dh=3.100m縱筋合力點至近邊距

6、離:基礎(chǔ)及其上覆土的平均容重:as=40mm=16.400kN/因 |eyk|By/6=0.667my 方向小偏心Pkmax_y=(Fk+Gk)/A+6*|Mdxk|/(B*Bx)=(1290.320+406.720)/8.000+6*|0.784|/(4.00*2.000)=212.277kPaPkmin_y=(Fk+Gk)/A-6*|Mdxk|/(B*Bx)=(1290.320+406.720)/8.000-6*|0.784|/(4.00*2.000)=211.983kPa確定基礎(chǔ)底面反力設(shè)計值Pkmax=(Pkmax_x-pk)+(Pkmax_y-pk)+pk最小配筋率:min=0.15

7、0%4.作用在基礎(chǔ)頂部荷載標(biāo)準(zhǔn)組合值F=1612.900kNMx=4.300kN*m My=-88.900kN*m Vx=-22.900kN Vy=8.300kN3.=(241.548-212.130)+(212.277-212.130)+212.130=241.695kPao*Pkmax=1.0*241.695=241.695kPa1.2*fa=1.2*234.000=280.800kPa偏心荷載作用下地基承載力滿足要求七、基礎(chǔ)沖切驗算=0.7*1.000*1.43*960*360=345.95kNx 方向柱對基礎(chǔ)的沖切滿足規(guī)范要求2.3 y 方向柱對基礎(chǔ)的沖切驗算y 沖切面積Aly=max

8、(B1-bc/2-ho)*(hc+2*ho)+(B1-bc/2-ho,(B2-bc/2-ho)*(hc+2*ho)+(B2-bc/2-ho)1.計算基礎(chǔ)底面反力設(shè)計值1.1計算x 方向基礎(chǔ)底面反力設(shè)計值ex=Mdy/(F+G)=-98.060/(1612.900+549.072)=-0.045m=max(1.000-0.600/2-0.360)*(1.700+2*0.360)+(1.000-0.600-0.360/2,(1.000-0.600/2-0.360)*(1.700+ 2*0.360)+(1.000-0.600-0.360/2)=max(0.938,0.938)=0.938y 沖切截面

9、上的地基凈反力設(shè)計值Fly=Aly*Pjmax=0.938*238.569=223.873kNo*Fly=1.0*223.873=223.87kN因o*Fly0.7*hp*ft_b*am*ho (6.5.5-1)=0.7*1.000*1.43*2060.000*360=742.34kNy 方向柱對基礎(chǔ)的沖切滿足規(guī)范要求八、柱下基礎(chǔ)的局部受壓驗算因為基礎(chǔ)的混凝土強(qiáng)度等級大于等于柱的混凝土強(qiáng)度等級，所以不用驗算柱下擴(kuò)展基礎(chǔ)頂面的局部受壓承載力。九、基礎(chǔ)受彎計算雙向受彎因 ex Bx/6=0.333m x 方向小偏心a=(Bx-bc)/2=(2.000-0.600)/2=0.700mPj1=(Bx-

10、a)*(Pmax_x-Pmin_x)/Bx+Pmin_x-G/A=(2.000-0.700)*(307.019-233.474)/2.000+233.474-549.072/8.000=212.644kPa因 ey By/6=0.667m y 方向小偏心a=(By-hc)/2=(4.000-1.700)/2=1.150mPj2=(By-a)*(Pmax_y-Pmin_y)/By+Pmin_y-G/A=(4.000-1.150)*(270.430-270.063)/4.000+270.063-549.072/8.000=201.691kPa x=1.025 y=1.022MI=1/48*x*(B

11、x-bc*(2*By+hc)*(Pj1+Pjmax_x)=1/48*1.025*(2.000-0.600*(2*4.000+1.700)*(212.644+238.385)=183.11kN*mMII=1/48*y*(By-hc*(2*Bx+bc)*(Pj2+Pjmax_y)=1/48*1.022*(4.000-1.700*(2*2.000+0.600)*(201.691+201.796)=209.00kN*m十、計算配筋因 exBx/6.0=0.333mx 方向小偏心Pmax_x=(F+G)/A+6*|Mdy|/(B*By)=(1612.900+549.072)/8.000+6*|-98.0

12、60|/(2.00*4.000)=307.019kPaPmin_x=(F+G)/A-6*|Mdy|/(B*By)=(1612.900+549.072)/8.000-6*|-98.060|/(2.00*4.000)=233.474kPa計算y 方向基礎(chǔ)底面反力設(shè)計值ey=Mdx/(F+G)=0.980/(1612.900+549.072)=0.000m1.2因 eyBy/6=0.667y 方向小偏心Pmax_y=(F+G)/A+6*|Mdx|/(B*Bx)=(1612.900+549.072)/8.000+6*|0.980|/(4.00*2.000)=270.430kPaPmin_y=(F+G)

13、/A-6*|Mdx|/(B*Bx)=(1612.900+549.072)/8.000-6*|0.980|/(4.00*2.000)=270.063kPa因 Mdx0 Mdy0 Pmax=Pmax_x+Pmax_y-(F+G)/A=307.019+270.430-(1612.900+549.072)/8.000=307.203kPa計算地基凈反力極值Pjmax=Pmax-G/A=307.203-549.072/8.000=238.569kPa Pjmax_x=Pmax_x-G/A=307.019-549.072/8.000=238.385kPa Pjmax_y=Pmax_y-G/A=270.43

14、0-549.072/8.000=201.796kPa1.31.42.柱對基礎(chǔ)的沖切驗算2.1 因 (H800) hp=1.02.2 x 方向柱對基礎(chǔ)的沖切驗算x 沖切面積Alx=max(A1-hc/2-ho)*(bc+2*ho)-(B1-hc/2-ho/2-(B2-bc/2-ho/2,(A2-hc/2-ho)*(bc+2*ho)-(B2-hc/2-ho/2-(B1-bc/2-ho/2=max(2.000-1.700/2-0.360)*(0.600+2*0.360)-(1.000-1.700/2-0.360/2-(1.000-0.600/2-0.360/2,(2.0 00-1.700/2-0.3

15、60)*(0.600+2*0.360)-(1.000-1.700/2-0.360/2-(1.000-0.600/2-0.360/2)=max(0.963,0.963)=0.9631.計算基礎(chǔ)底板 x 方向鋼筋A(yù)sx=o*MI/(0.9*ho*fy)=1.0*183.11*1/(0.9*360.000*360)=1569.9mAsx1=Asx/By=1569.9/4.000=392m/mx 沖切截面上的地基凈反力設(shè)計值 o*Flx=1.0*229.730=229.73kN因 o*Flx0.7*hp*ft_b*bm*hoFlx=Alx*Pjmax=0.963*238.569=229.730kN(6

16、.5.5-1)Asx1=max(Asx1, min*H*1000)=max(392, 0.150%*400*1000)=600m/m三、計算信息構(gòu)件: JC-2計算類型: 驗算截面尺寸1.幾何參數(shù)矩形柱寬基礎(chǔ)端部高度基礎(chǔ)根部高度基礎(chǔ)長度基礎(chǔ)寬度材料信息基礎(chǔ)混凝土等級:柱混凝土等級: 鋼筋級別:計算信息結(jié)構(gòu)重要性系數(shù):基礎(chǔ)埋深:選擇鋼筋12150, 實配面積為 754m/m。bc=1700mm h1=400mm h2=200mm B1=1750mmA1=1450mm矩形柱高h(yuǎn)c=600mm2.計算基礎(chǔ)底板 y 方向鋼筋A(yù)sy=o*MII/(0.9*ho*fy)=1.0*209.00*1/(0.9

17、*360.000*360)=1791.8mAsy1=Asy/Bx=1791.8/2.000=896m/m Asy1=max(Asy1, min*H*1000)=max(896, 0.150%*400*1000)=896m/mB2=1750mmA2=1450mm2.C30 ft_b=1.43N/mC30 ft_c=1.43N/mfc_b=14.3N/mfc_c=14.3N/mHRB400fy=360N/m選擇鋼筋14150, 實配面積為 1026m/m。3.o=1.0dh=3.100m縱筋合力點至近邊距離:基礎(chǔ)及其上覆土的平均容重:as=40mm=16.400kN/最小配筋率:min=0.150

18、%4.作用在基礎(chǔ)頂部荷載標(biāo)準(zhǔn)組合值F=2115.500kNMx=-7.300kN*m My=30.100kN*m Vx=38.900kN Vy=-4.600kN ks=1.25Fk=F/ks=2115.500/1.25=1692.400kNMxk=Mx/ks=-7.300/1.25=-5.840kN*m Myk=My/ks=30.100/1.25=24.080kN*m Vxk=Vx/ks=38.900/1.25=31.120kN Vyk=Vy/ks=-4.600/1.25=-3.680kN修正后的地基承載力特征值fa=234.000kPa錐形基礎(chǔ)計算(16#JC-2)一、設(shè)計依據(jù)建筑地礎(chǔ)設(shè)計規(guī)

19、范 (GB50007-2011)混凝土結(jié)構(gòu)設(shè)計規(guī)范(GB50010-2010)簡層鋼筋混凝土結(jié)構(gòu)設(shè)計手冊5.四、計算參數(shù)1.2.3.4.5.6.基礎(chǔ)總長基礎(chǔ)總寬基礎(chǔ)總高Bx=B1+B2=1.750+1.750=3.500m By=A1+A2=1.450+1.450=2.900mH=h1+h2=0.400+0.200=0.600m底板配筋計算高度 ho=h1+h2-as=0.400+0.200-0.040=0.560m基礎(chǔ)底面積 A=Bx*By=3.500*2.900=10.150 Gk=*Bx*By*dh=16.400*3.500*2.900*3.100=516.026kNG=1.35*Gk=

20、1.35*516.026=696.635kN五、計算作用在基礎(chǔ)底部彎矩值Mdxk=Mxk-Vyk*H=-5.840-(-3.680)*0.600=-3.632kN*m Mdyk=Myk+Vxk*H=24.080+31.120*0.600=42.752kN*m Mdx=Mx-Vy*H=-7.300-(-4.600)*0.600=-4.540kN*m Mdy=My+Vx*H=30.100+38.900*0.600=53.440kN*m六、驗算地基承載力二、示意圖1.驗算軸心荷載作用下地基承載力pk=(Fk+Gk)/A=(1692.400+516.026)/10.150=217.579kPa=(21

21、15.500+696.635)/10.150-6*|-4.540|/(2.90*3.500)=276.132kPa因 Mdx0 Mdy0 Pmax=Pmax_x+Pmax_y-(F+G)/A=286.083+277.983-(2115.500+696.635)/10.150=287.009kPa計算地基凈反力極值Pjmax=Pmax-G/A=287.009-696.635/10.150=218.375kPa Pjmax_x=Pmax_x-G/A=286.083-696.635/10.150=217.449kPa Pjmax_y=Pmax_y-G/A=277.983-696.635/10.150

22、=209.349kPa【5.2.1-2】因o*217.579=217.579kPafa=234.000kPa1.3軸心荷載作用下地基承載力滿足要求驗算偏心荷載作用下的地基承載力exk=Mdyk/(Fk+Gk)=42.752/(1692.400+516.026)=0.019m2.因 |exk|Bx/6=0.583mx 方向小偏心,1.4由公式【5.2.2-2】和【5.2.2-3】推導(dǎo)Pkmax_x=(Fk+Gk)/A+6*|Mdyk|/(B*By)=(1692.400+516.026)/10.150+6*|42.752|/(3.50*2.900)=224.800kPaPkmin_x=(Fk+Gk

23、)/A-6*|Mdyk|/(B*By)=(1692.400+516.026)/10.150-6*|42.752|/(3.50*2.900)=210.358kPaeyk=Mdxk/(Fk+Gk)=-3.632/(1692.400+516.026)=-0.002m2.柱對基礎(chǔ)的沖切驗算2.12.2因 (H800) hp=1.0 x 方向柱對基礎(chǔ)的沖切驗算x 沖切面積Alx=max(A1-hc/2-ho)*(bc+2*ho)-(B1-hc/2-ho/2-(B2-bc/2-ho/2,(A2-hc/2-ho)*(bc+2*ho)-(B2-hc/2-ho/2-(B1-bc/2-ho/2因 |eyk|By/

24、6=0.483my 方向小偏心Pkmax_y=(Fk+Gk)/A+6*|Mdxk|/(B*Bx)=(1692.400+516.026)/10.150+6*|-3.632|/(2.90*3.500)=218.319kPaPkmin_y=(Fk+Gk)/A-6*|Mdxk|/(B*Bx)=(1692.400+516.026)/10.150-6*|-3.632|/(2.90*3.500)=216.839kPa確定基礎(chǔ)底面反力設(shè)計值Pkmax=(Pkmax_x-pk)+(Pkmax_y-pk)+pk=(224.800-217.579)+(218.319-217.579)+217.579=225.540

25、kPao*Pkmax=1.0*225.540=225.540kPa1.2*fa=1.2*234.000=280.800kPa偏心荷載作用下地基承載力滿足要求=max(1.450-0.600/2-0.560)*(1.700+2*0.560)-(1.750-0.600/2-0.560/2-(1.750-1.700/2-0.560/2,(1.4 50-0.600/2-0.560)*(1.700+2*0.560)-(1.750-0.600/2-0.560/2-(1.750-1.700/2-0.560/2)=max(1.210,1.210)=1.210 x 沖切截面上的地基凈反力設(shè)計值Flx=Alx*P

26、jmax=1.210*218.375=264.223kNo*Flx=1.0*264.223=264.22kN3.因o*Flx0.7*hp*ft_b*bm*ho (6.5.5-1)=0.7*1.000*1.43*2260*560=1266.87kNx 方向柱對基礎(chǔ)的沖切滿足規(guī)范要求2.3 y 方向柱對基礎(chǔ)的沖切驗算y 沖切面積Aly=max(B1-bc/2-ho)*(hc+2*ho)+(B1-bc/2-ho,(B2-bc/2-ho)*(hc+2*ho)+(B2-bc/2-ho)七、基礎(chǔ)沖切驗算1. 計算基礎(chǔ)底面反力設(shè)計值1.1計算x 方向基礎(chǔ)底面反力設(shè)計值ex=Mdy/(F+G)=53.440/

27、(2115.500+696.635)=0.019m=max(1.750-1.700/2-0.560)*(0.600+2*0.560)+(1.750-1.700-0.560/2,(1.750-1.700/2-0.560)*(0.600+ 2*0.560)+(1.750-1.700-0.560/2)=max(0.700,0.700)=0.700y 沖切截面上的地基凈反力設(shè)計值Fly=Aly*Pjmax=0.700*218.375=152.950kNo*Fly=1.0*152.950=152.95kN因o*Fly0.7*hp*ft_b*am*ho (6.5.5-1)=0.7*1.000*1.43*1

28、160.000*560=650.25kNy 方向柱對基礎(chǔ)的沖切滿足規(guī)范要求八、柱下基礎(chǔ)的局部受壓驗算因為基礎(chǔ)的混凝土強(qiáng)度等級大于等于柱的混凝土強(qiáng)度等級，所以不用驗算柱下擴(kuò)展基礎(chǔ)頂面的局部受壓承載力。九、基礎(chǔ)受彎計算雙向受彎因 exBx/6.0=0.583mx 方向小偏心Pmax_x=(F+G)/A+6*|Mdy|/(B*By)=(2115.500+696.635)/10.150+6*|53.440|/(3.50*2.900)=286.083kPaPmin_x=(F+G)/A-6*|Mdy|/(B*By)=(2115.500+696.635)/10.150-6*|53.440|/(3.50*2.

29、900)=268.032kPa計算y 方向基礎(chǔ)底面反力設(shè)計值ey=Mdx/(F+G)=-4.540/(2115.500+696.635)=-0.002m1.2因 eyBy/6=0.483y 方向小偏心Pmax_y=(F+G)/A+6*|Mdx|/(B*Bx)=(2115.500+696.635)/10.150+6*|-4.540|/(2.90*3.500)=277.983kPaPmin_y=(F+G)/A-6*|Mdx|/(B*Bx)因 ex Bx/6=0.583m x 方向小偏心a=(Bx-bc)/2=(3.500-1.700)/2=0.900mPj1=(Bx-a)*(Pmax_x-Pmin

30、_x)/Bx+Pmin_x-G/A=(3.500-0.900)*(286.083-268.032)/3.500+268.032-696.635/10.150=212.808kPa因 ey By/6=0.483m y 方向小偏心a=(By-hc)/2=(2.900-0.600)/2=1.150mPj2=(By-a)*(Pmax_y-Pmin_y)/By+Pmin_y-G/A=(2.900-1.150)*(277.983-276.132)/2.900+276.132-696.635/10.150=208.615kPa x=1.021 y=1.024MI=1/48*x*(Bx-bc*(2*By+hc

31、)*(Pj1+Pjmax_x)=1/48*1.021*(3.500-1.700*(2*2.900+0.600)*(212.808+217.449)=189.80kN*mMII=1/48*y*(By-hc*(2*Bx+bc)*(Pj2+Pjmax_y)=1/48*1.024*(2.900-0.600*(2*3.500+1.700)*(208.615+209.349)=410.34kN*m十、計算配筋錐形基礎(chǔ)計算(16#JC-3)一、設(shè)計依據(jù)建筑地礎(chǔ)設(shè)計規(guī)范 (GB50007-2011)混凝土結(jié)構(gòu)設(shè)計規(guī)范(GB50010-2010)簡層鋼筋混凝土結(jié)構(gòu)設(shè)計手冊1.計算基礎(chǔ)底板 x 方向鋼筋A(yù)sx=o

32、*MI/(0.9*ho*fy)=1.0*189.80*1/(0.9*560.000*360)=1046.1mAsx1=Asx/By=1046.1/2.900=361m/m Asx1=max(Asx1, min*H*1000)=max(361, 0.150%*600*1000)=900m/m二、示意圖三、計算信息構(gòu)件: JC-3計算類型: 驗算截面尺寸1.幾何參數(shù)矩形柱寬基礎(chǔ)端部高度基礎(chǔ)根部高度基礎(chǔ)長度基礎(chǔ)寬度材料信息基礎(chǔ)混凝土等級:柱混凝土等級: 鋼筋級別:計算信息結(jié)構(gòu)重要性系數(shù):基礎(chǔ)埋深:bc=2400mm h1=400mm h2=200mm B1=2050mmA1=1550mm矩形柱高h(yuǎn)c

33、=750mm選擇鋼筋14150, 實配面積為 1026m/m。2.計算基礎(chǔ)底板 y 方向鋼筋A(yù)sy=o*MII/(0.9*ho*fy)=1.0*410.34*1/(0.9*560.000*360)=2261.6mAsy1=Asy/Bx=2261.6/3.500=646m/m Asy1=max(Asy1, min*H*1000)=max(646, 0.150%*600*1000)=900m/mB2=2050mmA2=1550mm2.C30 ft_b=1.43N/mC30 ft_c=1.43N/mfc_b=14.3N/mfc_c=14.3N/mHRB400fy=360N/m3.o=1.0dh=3.

34、100m選擇鋼筋14150, 實配面積為 1026m/m。縱筋合力點至近邊距離:基礎(chǔ)及其上覆土的平均容重:as=40mm=16.400kN/最小配筋率:min=0.150%4.作用在基礎(chǔ)頂部荷載標(biāo)準(zhǔn)組合值F=2509.700kN Mx=-40.900kN*mMy=5.500kN*mVx=10.000kN Vy=-23.000kNks=1.25 Fk=F/ks=2509.700/1.25=2007.760kN Mxk=Mx/ks=-40.900/1.25=-32.720kN*mMyk=My/ks=5.500/1.25=4.400kN*m Vxk=Vx/ks=10.000/1.25=8.000kN

35、 Vyk=Vy/ks=-23.000/1.25=-18.400kN5. 修正后的地基承載力特征值fa=234.000kPa四、計算參數(shù)=(209.866-208.807)+(212.108-208.807)+208.807=213.168kPao*Pkmax=1.0*213.168=213.168kPa1.2*fa=1.2*234.000=280.800kPa偏心荷載作用下地基承載力滿足要求七、基礎(chǔ)沖切驗算1.計算基礎(chǔ)底面反力設(shè)計值1.1計算x 方向基礎(chǔ)底面反力設(shè)計值ex=Mdy/(F+G)=11.500/(2509.700+872.338)=0.003m因 exBx/6.0=0.683mx

36、方向小偏心1.2.3.4.5.6.基礎(chǔ)總長基礎(chǔ)總寬基礎(chǔ)總高Bx=B1+B2=2.050+2.050=4.100m By=A1+A2=1.550+1.550=3.100mH=h1+h2=0.400+0.200=0.600mPmax_x=(F+G)/A+6*|Mdy|/(B*By)=(2509.700+872.338)/12.710+6*|11.500|/(4.10*3.100)=267.417kPaPmin_x=(F+G)/A-6*|Mdy|/(B*By)=(2509.700+872.338)/12.710-6*|11.500|/(4.10*3.100)=264.769kPa計算y 方向基礎(chǔ)底面

37、反力設(shè)計值ey=Mdx/(F+G)=-27.100/(2509.700+872.338)=-0.008m底板配筋計算高度 ho=h1+h2-as=0.400+0.200-0.040=0.560m基礎(chǔ)底面積 A=Bx*By=4.100*3.100=12.710 Gk=*Bx*By*dh=16.400*4.100*3.100*3.100=646.176kNG=1.35*Gk=1.35*646.176=872.338kN1.2五、計算作用在基礎(chǔ)底部彎矩值Mdxk=Mxk-Vyk*H=-32.720-(-18.400)*0.600=-21.680kN*m Mdyk=Myk+Vxk*H=4.400+8.

38、000*0.600=9.200kN*mMdx=Mx-Vy*H=-40.900-(-23.000)*0.600=-27.100kN*m Mdy=My+Vx*H=5.500+10.000*0.600=11.500kN*m六、驗算地基承載力因 eyBy/6=0.517y 方向小偏心Pmax_y=(F+G)/A+6*|Mdx|/(B*Bx)=(2509.700+872.338)/12.710+6*|-27.100|/(3.10*4.100)=270.219kPaPmin_y=(F+G)/A-6*|Mdx|/(B*Bx)=(2509.700+872.338)/12.710-6*|-27.100|/(3.

39、10*4.100)=261.966kPa因 Mdx0 Mdy0 Pmax=Pmax_x+Pmax_y-(F+G)/A=267.417+270.219-(2509.700+872.338)/12.710=271.544kPa計算地基凈反力極值Pjmax=Pmax-G/A=271.544-872.338/12.710=202.910kPa Pjmax_x=Pmax_x-G/A=267.417-872.338/12.710=198.783kPa Pjmax_y=Pmax_y-G/A=270.219-872.338/12.710=201.585kPa1.驗算軸心荷載作用下地基承載力pk=(Fk+Gk)

40、/A=(2007.760+646.176)/12.710=208.807kPa【5.2.1-2】因o*208.807=208.807kPafa=234.000kPa1.3軸心荷載作用下地基承載力滿足要求驗算偏心荷載作用下的地基承載力exk=Mdyk/(Fk+Gk)=9.200/(2007.760+646.176)=0.003m2.因 |exk|Bx/6=0.683mx 方向小偏心,1.4由公式【5.2.2-2】和【5.2.2-3】推導(dǎo)Pkmax_x=(Fk+Gk)/A+6*|Mdyk|/(B*By)=(2007.760+646.176)/12.710+6*|9.200|/(4.10*3.100

41、)=209.866kPaPkmin_x=(Fk+Gk)/A-6*|Mdyk|/(B*By)=(2007.760+646.176)/12.710-6*|9.200|/(4.10*3.100)=207.748kPaeyk=Mdxk/(Fk+Gk)=-21.680/(2007.760+646.176)=-0.008m2.柱對基礎(chǔ)的沖切驗算2.12.2因 (H800) hp=1.0 x 方向柱對基礎(chǔ)的沖切驗算x 沖切面積Alx=max(A1-hc/2-ho)*(bc+2*ho)-(B1-hc/2-ho/2-(B2-bc/2-ho/2,(A2-hc/2-ho)*(bc+2*ho)-(B2-hc/2-ho

42、/2-(B1-bc/2-ho/2因 |eyk|By/6=0.517my 方向小偏心Pkmax_y=(Fk+Gk)/A+6*|Mdxk|/(B*Bx)=(2007.760+646.176)/12.710+6*|-21.680|/(3.10*4.100)=212.108kPaPkmin_y=(Fk+Gk)/A-6*|Mdxk|/(B*Bx)=(2007.760+646.176)/12.710-6*|-21.680|/(3.10*4.100)=205.506kPa確定基礎(chǔ)底面反力設(shè)計值Pkmax=(Pkmax_x-pk)+(Pkmax_y-pk)+pk=max(1.550-0.750/2-0.560

43、)*(2.400+2*0.560)-(2.050-0.750/2-0.560/2-(2.050-2.400/2-0.560/2,(1.5 50-0.750/2-0.560)*(2.400+2*0.560)-(2.050-0.750/2-0.560/2-(2.050-2.400/2-0.560/2)=max(1.501,1.501)=1.501x 沖切截面上的地基凈反力設(shè)計值Flx=Alx*Pjmax=1.501*202.910=304.595kNo*Flx=1.0*304.595=304.60kN因 o*Flx0.7*hp*ft_b*bm*ho (6.5.5-1)3.=0.7*1.000*1.43*2960*560=1659.26kNx 方向柱對基礎(chǔ)的沖切滿足規(guī)范要求2.3 y 方