寶馬一期土建計(jì)算書ct3ct3a

1、CT3(CT3a).out承臺(tái)CT-1計(jì)算書項(xiàng)目名稱: 新工程一設(shè)計(jì):校對(duì):專業(yè):計(jì)算依據(jù)的規(guī)范和規(guī)程1.1 建筑地礎(chǔ)設(shè)計(jì)規(guī)范(GB 50007-2011)混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范(GB 50010-2010)建筑抗震設(shè)計(jì)規(guī)范(GB 50011-2010)建筑結(jié)構(gòu)荷載規(guī)范(GB 50009-2012)建筑樁基技術(shù)規(guī)范(JGJ 94-2008)鋼筋混凝土承臺(tái)設(shè)計(jì)規(guī)程(CECS 88-97)幾何數(shù)據(jù)及材料承臺(tái)混凝土等級(jí): C30; 抗壓強(qiáng)度fc=14.3(MPa); 抗拉強(qiáng)度ft=1.43(MPa)鋼筋等級(jí): HRB400; 強(qiáng)度設(shè)計(jì)值fy=360(MPa); 縱筋合力點(diǎn)至近邊距離as50(mm)樁類型

2、: 圓樁樁徑 d=400(mm); 單樁承載力特征值 Ra=600(kN)不考慮抗震承載力驗(yàn)算不考慮承臺(tái)效應(yīng)承臺(tái)類型: 3樁承臺(tái)); 承臺(tái)旋轉(zhuǎn)90度等距排樁, 樁間距 Sx=1400(mm); X向樁至承臺(tái)邊距 Wx=400(mm); Y向樁至承臺(tái)邊距 Wy=400(mm)承臺(tái)做法: 等承臺(tái)高 h=600(mm)2.7柱高Hc=750(mm); 柱寬Bc=500(mm);柱周加大尺寸(相當(dāng)于杯口厚度) ac=50(mm); 加大高度 hc=2975(mm)承臺(tái)底面積 A=3.083(m2)承臺(tái)頂部面積 At=(Hc+2*at)*(Bc+2*at)=(750+2*50)*(500+2*50)=0

3、.510(m2)承臺(tái)體積 Vjc=A*h+At*hc=3.08296*0.6+0.51*2.975=1.850(m3)承臺(tái)自重和上部土重承臺(tái)混凝土的容重 c=25.00(kN/m3)承臺(tái)頂面以上土的容重 s=18(kN/m3)承臺(tái)埋置深度 d=3875(mm)承臺(tái)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)荷載信息符號(hào)說明:N 、Nk柱底軸向力設(shè)計(jì)值、標(biāo)準(zhǔn)值

4、(kN)F 、Fk作用頂面的豎向力設(shè)計(jì)值、標(biāo)準(zhǔn)值(kN)Q 、Qk作用于地面的附加地面堆載設(shè)計(jì)值、標(biāo)準(zhǔn)值(kN/m2)Fx 、Fy 、Fkx 、Fky作用頂面的附加荷載設(shè)計(jì)值、標(biāo)準(zhǔn)值(kN)Fx=0; Fy=0; Q=30; 地面堆載按活荷載考慮(考慮最不利情況)ax 、ay作用ax=0; ay=0頂面的附加荷載偏心(mm)Vx 、Vy作用Vkx 、Vky作用頂面的剪力設(shè)計(jì)值(kN) 頂面的剪力標(biāo)準(zhǔn)值(kN)第 1 頁CT3(CT3a).out頂面的彎矩設(shè)計(jì)值(kN*m) 頂面的彎矩標(biāo)準(zhǔn)值(kN*m)底面的彎矩標(biāo)準(zhǔn)值(kN*m)Mx、My - 作用Mkx、Mky - 作用Mkx 、Mky作用z

5、荷載設(shè)計(jì)值換算為標(biāo)準(zhǔn)值的折減系數(shù)z=1 FkNk+Fkx+FkyMkx Mkx-Vky*H-Fky*ay、 MkyMky+Vkx*H+Fkx*ax FkF/zMkxMx/zMkyMy/zSTS/PK柱底內(nèi)力計(jì)算結(jié)果，選取柱號(hào)2 柱底力標(biāo)準(zhǔn)組合3.2組合號(hào) 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組合號(hào) 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 柱底力基本組合組合號(hào) 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組合號(hào) 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根據(jù)讀入柱底力值,須驗(yàn)算5組控制內(nèi)力:標(biāo)準(zhǔn)組合:5,1第 2頁CT3(CT3a).out設(shè)計(jì)組合:11,1,46軸心荷載作用下驗(yàn)算pk=(Fk+Gk+Qk)/n (GB 50007-2011 式8.5.4-1)5荷載組合pk=(705.170+225.960+92.489)/3=341.206(kN) 600.000 滿足要求1荷載組合pk=(201.330+225.960+92.489)/3=173.260(kN) 600.000 滿足要求偏心荷載作用下驗(yàn)算雙向偏心荷載作用下公式:Qik=(Fk+Gk+Q

11、k)/nMxk*yi/yi2Myk*xi/xi2 (GB 50007-2011式8.5.4-2)每根樁分配的承臺(tái)及其上部土重標(biāo)準(zhǔn)值: Qgk=Gk/n=225.96/3=75.320(kN)扣除承臺(tái)及其上部土重后的各樁相應(yīng)于荷載效應(yīng)基本組合時(shí)的豎向力設(shè)計(jì)值計(jì)算公式:Ni=z*(Qik-Qgk)5荷載組合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) 滿足要求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) 滿足要求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) 滿足要求5.2 1荷載組合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) 滿足要求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) 滿足要求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) 滿足要求承臺(tái)沖切驗(yàn)算圓樁換算為方樁截面邊長(zhǎng)bp=0.866*d=0.866*400=346.4(mm)柱對(duì)承臺(tái)的沖切驗(yàn)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-承載力抗震調(diào)整系數(shù),當(dāng)有參與時(shí)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 頁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荷載組合FlRE=FRE-NiRE=913.760-0.000=913.760(kN) 4771.283(kN)1荷載組合FlRE=FRE-NiRE=208.400-0.000=208.400(kN) 4771.283(kN)46荷載組合FlRE=FRE-NiRE=123.680-0.000=123.680(kN) 4771.283(kN)滿足要求6.1.2滿足要求6.1.3滿足要求6.2 角樁對(duì)承臺(tái)的沖切驗(yàn)算底部角樁 NlRE11*(2c1+a11)*tan(1/2)*hp*ft

17、*h0 (GB 50007-2011 式8.5.19-8)Nl-扣除承臺(tái)和其上填土自重后的角樁樁頂相應(yīng)于荷載效應(yīng)基本組合時(shí)的豎向力設(shè)計(jì)值RE-承載力抗震調(diào)整系數(shù),當(dāng)有參與時(shí)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)頂部角

18、樁 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荷載組合 NlRE=max(N1,N2)RE=max(343

19、.024,343.024)*1=343.024(kN) 1171.023(kN) 滿足要求第二角樁:NlRE=N3RE=320.201(kN) 690.501(kN) 滿足要求1荷載組合 NlRE=max(N1,N2)RE=max(124.652,124.652)*1=124.652(kN) 1171.023(kN) 滿足要求第二角樁:NlRE=N3RE=51.585(kN) 690.501(kN) 滿足要求46荷載組合 NlRE=max(N1,N2)RE=max(94.937,94.937)*1=94.937(kN) 1171.023(kN) 滿足要求第二角樁:NlRE=N3RE第 4 頁6

20、.2.26.2.3CT3(CT3a).out=26.294(kN) 690.501(kN) 滿足要求7 承臺(tái)斜截面受剪驗(yàn)算圓樁換算為方樁截面邊長(zhǎng)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-扣除承臺(tái)及其上填土自重后相應(yīng)于荷載效應(yīng)基本組合時(shí)斜截面的最大剪力設(shè)計(jì)值RE-承載力抗震調(diào)整系數(shù),當(dāng)有 b0-承臺(tái)計(jì)算截面處的計(jì)算寬度 h0-計(jì)算寬度處的承臺(tái)有效高度參與時(shí)取0.85,其它取1.0hs-受剪切承載力截面高度影響系數(shù)，hs=(800

21、/h0)0.25 (GB 50007-2011式8.2.9-2)-計(jì)算截面的剪跨比，x=ax/h0、y=ay/h0。當(dāng)3時(shí)，取=3ax、ay-柱或承臺(tái)變階處至x,y方向計(jì)算一排樁的樁邊的水平距離 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驗(yàn)算 hs*ft*b0*h0=1.000*1.087*1.430*1.511*0.550=1292.07(kN

22、)7.1.111荷載組合FlRE=NiRE=320.201 1292.068(kN)滿足要求7.1.21荷載組合FlRE=NiRE=51.585 1292.068(kN)滿足要求7.1.346荷載組合FlRE=NiRE=26.294 1292.068(kN)滿足要求7.2 X方向下部斜截面受剪驗(yàn)算 hs*ft*b0*h0=1.000*1.400*1.430*2.204*0.550=2426.28(kN)7.1.111荷載組合FlRE=NiRE=343.024+343.024=686.047 2426.278(kN)滿足要求7.1.21荷載組合FlRE=NiRE=124.652+124.652=

23、249.304 2426.278(kN)滿足要求7.1.346荷載組合FlRE=NiRE=94.937+94.937=189.875 2426.278(kN)滿足要求7.3 Y方向斜截面受剪驗(yàn)算hs*ft*b0*h0=1.000*1.400*1.430*1.676*0.550=1845.79(kN)7.1.1 11荷載組合FlRE=max(Ni左,Ni右)RE=max(343.024,343.024)=343.024 1845.789(kN) 滿足要求7.1.2 1荷載組合FlRE=max(Ni左,Ni右)RE=max(124.652,124.652)第 5 頁CT3(CT3a).out=12

24、4.652 1845.789(kN) 滿足要求7.1.3 46荷載組合FlRE=max(Ni左,Ni右)RE=max(94.937,94.937)=94.937 1845.789(kN) 滿足要求局部受壓承載力驗(yàn)算Fl*l*fcc*Al (GB 50010-2010 式D.5.1-1)柱下承臺(tái)局部受壓承載力驗(yàn)算 Fl=913.76(kN) fcc=0.85*fc混凝土局部受壓面積 Al=Bc*Hc=0.75*0.5=0.375(m2)局部受壓時(shí)的計(jì)算底面積 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) 滿足要求樁上承臺(tái)局部受壓承載力驗(yàn)算 Fl=433.408(kN) fcc=0.85*fc混凝土局部受壓面積 Al=*d/4=PI*0.4*0.4/4=0.126(m2)局部受壓時(shí)的計(jì)算底面積 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) 滿足要求9

26、 抗彎計(jì)算M=Nmax*(s-sqrt(3)*c/4)/3*RE (GB 50007-2011 式8.5.18-3) RE-承載力抗震調(diào)整系數(shù),當(dāng)有參與時(shí)取0.75,其它取1.0兩腰: M1=Nmax(s-0.75*c1/sqrt(4-2)/3*RE (GB 50007-2011式8.5.18-4)底邊: M2=Nmax(s1-0.75*c2/sqrt(4-2)/3*RE (GB 50007-2011 式8.5.18-5)兩腰向樁距s=max(1.4,1.4)=1.4(m)短向樁距與長(zhǎng)向樁距之比=1.4/1.4=1(m)垂直平行9.1 柱邊截面計(jì)算底邊的柱截面邊長(zhǎng)c1=0.6(m)底邊的柱截面

27、邊長(zhǎng)c2=0.85(m)9.1.1.2 承臺(tái)形心到承臺(tái)底邊距離范圍內(nèi)彎矩計(jì)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)受壓區(qū)高度x=0.0081(m) As=96.995(mm2); 配筋率=0.01%11荷載組合承臺(tái)形心到承臺(tái)兩腰距離范圍內(nèi)彎矩計(jì)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)受壓區(qū)高度x=0.0063(m) As=106.733(

28、mm2); 配筋率=0.01%9.1.2.2 承臺(tái)形心到承臺(tái)底邊距離范圍內(nèi)彎矩計(jì)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)受壓區(qū)高度x=0.0030(m) As=35.221(mm2); 配筋率=0.00%1荷載組合承臺(tái)形心到承臺(tái)兩腰距離范圍內(nèi)彎矩計(jì)算:第 6 頁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)受壓區(qū)高度x=0.002

29、3(m) As=38.764(mm2); 配筋率=0.00%9.1.3.2 承臺(tái)形心到承臺(tái)底邊距離范圍內(nèi)彎矩計(jì)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)受壓區(qū)高度x=0.0023(m) As=26.822(mm2); 配筋率=0.00%46荷載組合承臺(tái)形心到承臺(tái)兩腰距離范圍內(nèi)彎矩計(jì)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)受壓區(qū)高度x=0.0017(m) As=29.521(mm2); 配筋率=0.00%9.2 柱周加大底邊(基礎(chǔ)頂)截面計(jì)算9.2.1.2 承臺(tái)形心到承臺(tái)底邊距離范圍內(nèi)彎矩計(jì)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)受壓區(qū)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荷載組合承臺(tái)形心到承臺(tái)兩腰距離范圍內(nèi)彎矩計(jì)算:M=max(343.024,343.024,320