宝马一期土建计算书ct3ct3a

1、CT3(CT3a).out承台CT-1计算书项目名称: 新工程一设计:校对:专业:计算依据的规范和规程1.1 建筑地础设计规范(GB 50007-2011)混凝土结构设计规范(GB 50010-2010)建筑抗震设计规范(GB 50011-2010)建筑结构荷载规范(GB 50009-2012)建筑桩基技术规范(JGJ 94-2008)钢筋混凝土承台设计规程(CECS 88-97)几何数据及材料承台混凝土等级: C30; 抗压强度fc=14.3(MPa); 抗拉强度ft=1.43(MPa)钢筋等级: HRB400; 强度设计值fy=360(MPa); 纵筋合力点至近边距离as50(mm)桩类型

2、: 圆桩桩径 d=400(mm); 单桩承载力特征值 Ra=600(kN)不考虑抗震承载力验算不考虑承台效应承台类型: 3桩承台); 承台旋转90度等距排桩, 桩间距 Sx=1400(mm); X向桩至承台边距 Wx=400(mm); Y向桩至承台边距 Wy=400(mm)承台做法: 等承台高 h=600(mm)2.7柱高Hc=750(mm); 柱宽Bc=500(mm);柱周加大尺寸(相当于杯口厚度) ac=50(mm); 加大高度 hc=2975(mm)承台底面积 A=3.083(m2)承台顶部面积 At=(Hc+2*at)*(Bc+2*at)=(750+2*50)*(500+2*50)=0

3、.510(m2)承台体积 Vjc=A*h+At*hc=3.08296*0.6+0.51*2.975=1.850(m3)承台自重和上部土重承台混凝土的容重 c=25.00(kN/m3)承台顶面以上土的容重 s=18(kN/m3)承台埋置深度 d=3875(mm)承台及以上土重 Gk=Vjc*c+A*d-Vjc-Bc*Hc*(d-h-hc)*s2.82.9=1.850*25.0+3.083*3.875-1.850-0.500*0.750*(3.875-0.600-2.975)*18=225.960(kN) G=1.2*Gk=271.152(kN)荷载信息符号说明:N 、Nk柱底轴向力设计值、标准值

4、(kN)F 、Fk作用顶面的竖向力设计值、标准值(kN)Q 、Qk作用于地面的附加地面堆载设计值、标准值(kN/m2)Fx 、Fy 、Fkx 、Fky作用顶面的附加荷载设计值、标准值(kN)Fx=0; Fy=0; Q=30; 地面堆载按活荷载考虑(考虑最不利情况)ax 、ay作用ax=0; ay=0顶面的附加荷载偏心(mm)Vx 、Vy作用Vkx 、Vky作用顶面的剪力设计值(kN) 顶面的剪力标准值(kN)第 1 页CT3(CT3a).out顶面的弯矩设计值(kN*m) 顶面的弯矩标准值(kN*m)底面的弯矩标准值(kN*m)Mx、My - 作用Mkx、Mky - 作用Mkx 、Mky作用z

5、荷载设计值换算为标准值的折减系数z=1 FkNk+Fkx+FkyMkx Mkx-Vky*H-Fky*ay、 MkyMky+Vkx*H+Fkx*ax FkF/zMkxMx/zMkyMy/zSTS/PK柱底内力计算结果，选取柱号2 柱底力标准组合3.2组合号 135791113151719212325M 0.000.000.000.000.000.000.000.000.000.000.000.000.00N 201.33367.34705.17267.74441.15605.56256.26201.33322.72437.81193.30371.97540.88V 12.011.483.907.

6、807.0510.227.0812.0111.4913.7111.519.2910.50组合号 2468101214161820222426M 0.000.000.000.000.000.000.000.000.000.000.000.000.00NV-12.320.740.76-6.80-7.55-4.38-7.52-12.32-12.85-10.63-12.83-6.70-6.69256.70540.75355.87300.95474.36638.78289.48256.70378.08493.17248.66449.42356.98 柱底力基本组合组合号 1357911131517192

7、12325272931333537394143454749515355M 0.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.00NV 16.52-17.551.782.000.445.164.370.4710.62-9.829.58-10.8614.01-6.439.62-10.8316.52-17.5515.79-18.2818.89-15.1815.82-18.2511.92-8.8213.38-8.80组合号 24681

8、01214161820222426283032343638404244464850525456M 0.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.00N 134.93212.44367.34683.59665.86840.30424.75484.67227.89274.40470.67517.17700.85747.35211.83258.33134.93212.44304.87382.38466.00543.50123.6

9、8201.19373.36448.04542.27355.59V 16.23-17.851.480.731.274.870.771.2910.33-10.129.28-11.1613.71-6.739.32-11.1216.23-17.8515.50-18.5818.60-15.4815.52-18.5511.63-9.0412.84-9.03208.40285.90440.81495.91610.12913.76826.98351.28301.36347.87544.14590.64774.32820.82285.30331.80208.40285.90378.34455.85539.466

10、16.97197.15274.66446.82538.85649.52427.913.3根据读入柱底力值,须验算5组控制内力:标准组合:5,1第 2页CT3(CT3a).out设计组合:11,1,46轴心荷载作用下验算pk=(Fk+Gk+Qk)/n (GB 50007-2011 式8.5.4-1)5荷载组合pk=(705.170+225.960+92.489)/3=341.206(kN) 600.000 满足要求1荷载组合pk=(201.330+225.960+92.489)/3=173.260(kN) 600.000 满足要求偏心荷载作用下验算双向偏心荷载作用下公式:Qik=(Fk+Gk+Q

11、k)/nMxk*yi/yi2Myk*xi/xi2 (GB 50007-2011式8.5.4-2)每根桩分配的承台及其上部土重标准值: Qgk=Gk/n=225.96/3=75.320(kN)扣除承台及其上部土重后的各桩相应于荷载效应基本组合时的竖向力设计值计算公式:Ni=z*(Qik-Qgk)5荷载组合Q1k=(Fk+Gk+Qk)/n-Mxk*yi/yi2+Myk*xi/xi2=(705.170+225.960+92.489)/3-13.943*-0.404/0.980+-0.000*-0.7/0.980=346.956(kN) 1.2*600.000=720.000(kN) 满足要求Q2k=

12、(Fk+Gk+Qk)/n-Mxk*yi/yi2+Myk*xi/xi2=(705.170+225.960+92.489)/3-13.943*-0.404/0.980+-0.000*0.7/0.980=346.956(kN) 1.2*600.000=720.000(kN) 满足要求Q3k=(Fk+Gk+Qk)/n-Mxk*yi/yi2+Myk*xi/xi2=(705.170+225.960+92.489)/3-13.943*0.808/0.980+-0.000*0/0.980=329.707(kN) 1.2*600.000=720.000(kN) 满足要求5.2 1荷载组合Q1k=(Fk+Gk+Q

13、k)/n-Mxk*yi/yi2+Myk*xi/xi2=(201.330+225.960+92.489)/3-42.936*-0.404/0.980+-0.000*-0.7/0.980=190.966(kN) 1.2*600.000=720.000(kN) 满足要求Q2k=(Fk+Gk+Qk)/n-Mxk*yi/yi2+Myk*xi/xi2=(201.330+225.960+92.489)/3-42.936*-0.404/0.980+-0.000*0.7/0.980=190.966(kN) 1.2*600.000=720.000(kN) 满足要求Q3k=(Fk+Gk+Qk)/n-Mxk*yi/y

14、i2+Myk*xi/xi2=(201.330+225.960+92.489)/3-42.936*0.808/0.980+-0.000*0/0.980=137.847(kN) 1.2*600.000=720.000(kN) 满足要求承台冲切验算圆桩换算为方桩截面边长bp=0.866*d=0.866*400=346.4(mm)柱对承台的冲切验算FlRE2ox*(bc+aoy)+oy*(hc+aox)hp*ft*h0 (GB 50007-2011 式 8.5.19-1)Fl=F-Ni (GB 50007-2011 式8.5.19-2)RE-承载力抗震调整系数,当有参与时取0.85,其它取1.0 ox

15、=0.84/(ox+0.2) (GB 50007-2011 式8.5.19-3) oy=0.84/(oy+0.2) (GB 50007-2011 式8.5.19-4)ox=aox/h0 oy=aoy/h0aox=0.110(m); aoy=0.110(m); aoy1=0.335(m) ox=0.250; oy=0.250; oy1=0.609 ox=1.867; oy=1.867; oy1=1.038ox*(2*bc+aoy+a0y1)+(oy+oy1)(hc+aox)*hp*ft*h0第 3 页CT3(CT3a).out=1.867*(0.850*2+0.110+0.335)+(1.867

16、+1.038)*(0.600+0.110)*1.000*1.430*0.55=4771.28(kN)6.1.111荷载组合FlRE=FRE-NiRE=913.760-0.000=913.760(kN) 4771.283(kN)1荷载组合FlRE=FRE-NiRE=208.400-0.000=208.400(kN) 4771.283(kN)46荷载组合FlRE=FRE-NiRE=123.680-0.000=123.680(kN) 4771.283(kN)满足要求6.1.2满足要求6.1.3满足要求6.2 角桩对承台的冲切验算底部角桩 NlRE11*(2c1+a11)*tan(1/2)*hp*ft

17、*h0 (GB 50007-2011 式8.5.19-8)Nl-扣除承台和其上填土自重后的角桩桩顶相应于荷载效应基本组合时的竖向力设计值RE-承载力抗震调整系数,当有参与时取0.85,其它取1.011=0.56/(11+0.2) (GB 50007-2011 式8.5.19-9)11=a11/h0 a11=0.110(m) 11=0.200 11=1.400 c1=0.866(m) 1=60.00011*(2c1+a11)*tan(1/2)*hp*ft*h0=1.400*(2*0.866+0.110)*tan(60.000/2)*1.000*1.430*0.550=1171.02(kN)顶部角

18、桩 NlRE12*(2c2+a12)*tan(2/2)*hp*ft*h0 (GB 50007-2011 8.5.19-10)12=0.56/(12+0.2) (GB 50007-2011 式8.5.19-11)12=a12/h0 a12=0.290(m) 12=0.528 12=0.770 c2=0.843(m) 2=60.00012*(2c2+a12)*tan(2/2)*hp*ft*h0=0.770*(2*0.843+0.290)*tan(60.000/2)*1.000*1.430*0.550=690.501(kN)式6.2.111荷载组合 NlRE=max(N1,N2)RE=max(343

19、.024,343.024)*1=343.024(kN) 1171.023(kN) 满足要求第二角桩:NlRE=N3RE=320.201(kN) 690.501(kN) 满足要求1荷载组合 NlRE=max(N1,N2)RE=max(124.652,124.652)*1=124.652(kN) 1171.023(kN) 满足要求第二角桩:NlRE=N3RE=51.585(kN) 690.501(kN) 满足要求46荷载组合 NlRE=max(N1,N2)RE=max(94.937,94.937)*1=94.937(kN) 1171.023(kN) 满足要求第二角桩:NlRE=N3RE第 4 页6

20、.2.26.2.3CT3(CT3a).out=26.294(kN) 690.501(kN) 满足要求7 承台斜截面受剪验算圆桩换算为方桩截面边长bp=0.8*d=0.8*400=320(mm) VREhs*ft*b0*h0 (GB 50007-2011 式8.5.21-1) =1.75/(+1.0) (GB 50007-2011 式8.5.21-2)V-扣除承台及其上填土自重后相应于荷载效应基本组合时斜截面的最大剪力设计值RE-承载力抗震调整系数,当有 b0-承台计算截面处的计算宽度 h0-计算宽度处的承台有效高度参与时取0.85,其它取1.0hs-受剪切承载力截面高度影响系数，hs=(800

21、/h0)0.25 (GB 50007-2011式8.2.9-2)-计算截面的剪跨比，x=ax/h0、y=ay/h0。当3时，取=3ax、ay-柱或承台变阶处至x,y方向计算一排桩的桩边的水平距离 ax=0.110(m); ay=0.110(m); ay1=0.335(m)x=0.250; y=0.250; y1=0.609 x=1.400; y=1.400; y1=1.087 b0 x=2.204; box1=1.511; b0y=1.676hs=1.0007.1 X方向上部斜截面受剪验算 hs*ft*b0*h0=1.000*1.087*1.430*1.511*0.550=1292.07(kN

22、)7.1.111荷载组合FlRE=NiRE=320.201 1292.068(kN)满足要求7.1.21荷载组合FlRE=NiRE=51.585 1292.068(kN)满足要求7.1.346荷载组合FlRE=NiRE=26.294 1292.068(kN)满足要求7.2 X方向下部斜截面受剪验算 hs*ft*b0*h0=1.000*1.400*1.430*2.204*0.550=2426.28(kN)7.1.111荷载组合FlRE=NiRE=343.024+343.024=686.047 2426.278(kN)满足要求7.1.21荷载组合FlRE=NiRE=124.652+124.652=

23、249.304 2426.278(kN)满足要求7.1.346荷载组合FlRE=NiRE=94.937+94.937=189.875 2426.278(kN)满足要求7.3 Y方向斜截面受剪验算hs*ft*b0*h0=1.000*1.400*1.430*1.676*0.550=1845.79(kN)7.1.1 11荷载组合FlRE=max(Ni左,Ni右)RE=max(343.024,343.024)=343.024 1845.789(kN) 满足要求7.1.2 1荷载组合FlRE=max(Ni左,Ni右)RE=max(124.652,124.652)第 5 页CT3(CT3a).out=12

24、4.652 1845.789(kN) 满足要求7.1.3 46荷载组合FlRE=max(Ni左,Ni右)RE=max(94.937,94.937)=94.937 1845.789(kN) 满足要求局部受压承载力验算Fl*l*fcc*Al (GB 50010-2010 式D.5.1-1)柱下承台局部受压承载力验算 Fl=913.76(kN) fcc=0.85*fc混凝土局部受压面积 Al=Bc*Hc=0.75*0.5=0.375(m2)局部受压时的计算底面积 Ab=(Hc+2*c)*(Bc+2*c)=0.51(m2) l=Sqrt(Ab/Al)=Sqr(0.510/0.375)=1.166 *l

25、*fcc*Al=1.0*1.166*0.85*14.300*0.375=5315.642(kN)Fl=913.760(kN) 满足要求桩上承台局部受压承载力验算 Fl=433.408(kN) fcc=0.85*fc混凝土局部受压面积 Al=*d/4=PI*0.4*0.4/4=0.126(m2)局部受压时的计算底面积 Ab=(Hc+2*c)*(Bc+2*c)=0.502655(m2) l=Sqrt(Ab/Al)=Sqr(0.503/0.126)=2.000 *l*fcc*Al=1.0*2.000*0.85*14.300*0.126=3054.885(kN)Fl=433.408(kN) 满足要求9

26、 抗弯计算M=Nmax*(s-sqrt(3)*c/4)/3*RE (GB 50007-2011 式8.5.18-3) RE-承载力抗震调整系数,当有参与时取0.75,其它取1.0两腰: M1=Nmax(s-0.75*c1/sqrt(4-2)/3*RE (GB 50007-2011式8.5.18-4)底边: M2=Nmax(s1-0.75*c2/sqrt(4-2)/3*RE (GB 50007-2011 式8.5.18-5)两腰向桩距s=max(1.4,1.4)=1.4(m)短向桩距与长向桩距之比=1.4/1.4=1(m)垂直平行9.1 柱边截面计算底边的柱截面边长c1=0.6(m)底边的柱截面

27、边长c2=0.85(m)9.1.1.2 承台形心到承台底边距离范围内弯矩计算:M=max(343.024,343.024,320.201)*(1.400-0.75*0.750/sqrt(4.0-1.0002)/3*1=122.944(kN*m)受压区高度x=0.0081(m) As=96.995(mm2); 配筋率=0.01%11荷载组合承台形心到承台两腰距离范围内弯矩计算:M=max(343.024,343.024,320.201)*(1.400-0.75*0.500/sqrt(4.0-1.0002)/3*1=135.322(kN*m)受压区高度x=0.0063(m) As=106.733(

28、mm2); 配筋率=0.01%9.1.2.2 承台形心到承台底边距离范围内弯矩计算:M=max(124.652,124.652,51.585)*(1.400-0.75*0.750/sqrt(4.0-1.0002)/3*1=44.677(kN*m)受压区高度x=0.0030(m) As=35.221(mm2); 配筋率=0.00%1荷载组合承台形心到承台两腰距离范围内弯矩计算:第 6 页CT3(CT3a).outM=max(124.652,124.652,51.585)*(1.400-0.75*0.500/sqrt(4.0-1.0002)/3*1=49.175(kN*m)受压区高度x=0.002

29、3(m) As=38.764(mm2); 配筋率=0.00%9.1.3.2 承台形心到承台底边距离范围内弯矩计算:M=max(94.937,94.937,26.294)*(1.400-0.75*0.750/sqrt(4.0-1.0002)/3*1=34.027(kN*m)受压区高度x=0.0023(m) As=26.822(mm2); 配筋率=0.00%46荷载组合承台形心到承台两腰距离范围内弯矩计算:M=max(94.937,94.937,26.294)*(1.400-0.75*0.500/sqrt(4.0-1.0002)/3*1=37.453(kN*m)受压区高度x=0.0017(m) As=29.521(mm2); 配筋率=0.00%9.2 柱周加大底边(基础顶)截面计算9.2.1.2 承台形心到承台底边距离范围内弯矩计算:M=max(343.024,343.024,320.201)*(1.400-0.75*0.850/sqrt(4.0-1.0002)/3*1=117.993(kN*m)受压区高度x=0.0190(m) As=606.390(mm2); 配筋率=0.14%控制最小配筋率min=0.15%; As=663.420(mm2)11荷载组合承台形心到承台两腰距离范围内弯矩计算:M=max(343.024,343.024,320