獨立基礎計算書..

1、獨立基礎計算書計算依據：1、建筑地基基礎設計規(guī)范GB50007-20112、混凝土結構設計規(guī)范GB50010-20103、建筑結構荷載規(guī)范GB50009-2012一、基本參數1、上部荷載參數基礎頂部柱子軸力設計值F(kN)200基礎頂部柱子彎矩設計值Mx(kNm)50基礎頂部柱子彎矩設計值My(kNm)50基礎頂部柱子剪力設計值Vx(kN)10基礎頂部柱子剪力設計值Vy(kN)10標準組合分項系數Ks1.3基本組合分項系數Kc1.352、基礎上部柱子參數基礎上部柱子截面類型方柱砼柱截面長a(mm)800砼柱截面寬b(mm)6003、基礎參數基礎類型階梯形基礎臺階數三階基礎底面長Lx寬Bx高h1

2、(mm)3600x2800x400基礎二階底面長LX寬BX高h2(mm)2800x2000x400基礎柱邊面長dxx寬dyx高h3(mm)600x300x400基礎埋置深度H1(m)2.4混凝土強度等級C30基礎自重Yc(kN/m3)24基礎上部覆土厚度h(m)1.2基礎上部覆土的自重Y(kN/m3)17基礎混凝土保護層厚度5(mm)504、地基參數地基承載力特征值fak(kPa)170基礎寬度地基承載力修正系數nb0.3基礎埋深地基承載力修正系數nd1.6基礎底面以下的土的重度Y(kN/m3)20基礎底面以上的土的加權平均重度Ym(kN/m3)18基礎底面修正后的地基承載力特征值fa(kPa

3、)224.725、軟弱下臥層基礎底面至軟弱下臥層頂部的距離z(m)2地基壓力擴散角0(°)23軟弱下臥層頂處修正后的地基承載力設計值faz(kPa)160二、計算簡圖平面圖&00|帥03S0C剖面圖IT200s320002»oa剖面圖2-2三、承臺驗算1、基礎受力設計值計算:F=200KNM'=M+H1xV=50+2.4xl0=74kNmM'=M+H1xV=50+2.4x10=74kNmyy1y標準值計算：（標準組合）Fk=KxF=1.3x200=260kNkMk=KxM'=1.3x74=96.2kNmxksxMk=KxM'=1.3x

4、74=96.2kNmks2、基礎及其上土的自重荷載標準值:Gk=LxBx(Ycxh+(h'+h2+h3)><y，)+L1xB1xh2x(Yc-yf)+(dxx2+a)x(dyX2+b)xh3x(Yc-Y)=3.6x2.8x(24x0.4+(1.2+0.4+0.4)x17)+2.8x2x0.4x(24-17)+(0.6x2+0.8)x(0.3x2+0.6)x0.4x(24-17)=461.888kN3、基礎底面壓應力計算pk=(Fk+Gk)/A=(260+461.888)/(2.8x3.6)=71.616kPa基礎底面抵抗矩：WX=BL2/6=2.8x3.62/6=6.048

5、m3基礎底面抵抗矩：WY=LB2/6=3.6x2.82/6=4.704m3ex=Mxk/(Fk+Gk)=96.2/(260+461.888)=0.133pxkmax=(Fk+Gk)/A+|Mxk|/Wx=71.616+96.2/6.048=87.522kPaxkmaxkkxkxpxkmin=(Fk+Gk)/A-|Mxk|/Wx=71.616-96.2/6.048=55.71kPaxkminkkxkxpx=pxkmax-pk=15.906kPa"x增xkmaxpx=pk-pxkmin=15.906kPar減rxkmmey=Myk/(Fk+Gk)=96.2/(260+461.888)=0

6、.133pykmax=(Fk+Gk)/A+|Myk|/Wy=71.616+96.2/4.704=92.067kPaykmaxkkykypykmin=(Fk+Gk)/A-|Myk|/Wy=71.616-96.2/4.704=51.165kPaykminkkykypy=pykmax-pk=20.451kPa匸增Tykmax"kpy=pk-pykmin=20.451kPa減Fykminpkmax=pk+px+py=71.616+15.906+20.451=107.973kPaKkmaxrk增y增pkmin=pk-px-py=71.616-15.906-20.451=35.259kPa&qu

7、ot;kmin"k"x減"y減皿nTT-基座反力圖1）軸心作用時地基承載力驗算Pk=71.616kPaSfa=224.72kPa滿足要求！2）偏心作用時地基承載力驗算Pkmax=107.973kPa42fa=1.2x224.72=269.664kPa滿足要求！4、軟弱下臥層驗算基礎底面處土的自重壓力值：pc=HXYm=2.4x18=43.2kPa下臥層頂面處附加壓力值：Pz=lbx(Pkmax-Pc)/(b+2ztanG)(l+2ztane)=3.6x2.8x(107.973-43.2)/(2.8+2x2xtan23)x(3.6+2x2xtan23)=27.399

8、kPa軟弱下臥層頂面處土的自重壓力值：pcz=zxY=2x20=40kPa作用在軟弱下臥層頂面處總壓力：p+p=27.399+40=67.399kPa<f=160kPaczaz滿足要求!5、基礎抗剪切驗算P.=Kx(pk-Gk/A)=1.35x(107.973-461.888/(3.6x2.8)=83.904kPajmaxckmaxkP.=0kPajmm1) 第一階驗算抗剪切計算簡圖一階X向h0x=h1-(S+9x/2)=400-(50+10/2)=345mm卩hx=(8°°/h0x)O-25=1Acx1=Lh0x=36OOx345=1242OOOmm2V=0.7xB

9、hxftxA1=0.7x1x1.43x1242000=1243242N=1243.242kN>p.xhxtcx1jmaxxLx(B-B1)/2=83.904x3.6x(2.8-2)/2=120.822kNh0y=h1-(S+9y/2)=400-(50+10/2)=345mmPhy=(80O/h0y)O'25=1Ai=Bh0=600x345=207000mm2cy10yV=0.7x久xftxA1=0.7x1xl.43x207000=207207N=207.207kN>pjxBx(L-yhytcy1jmax'L1)/2=83.904x2.8x(3.6-2.8)/2=93

10、.972kN滿足要求！2) 第二階驗算抗剪切計算簡圖二階X向抗剪切計算簡圖二階y向h0x=hi-(6+臥/2)+h2=400-(50+10/2)+400=745mm卩hx=(8°°/hox)0.25=lAcx2=Lx(h0x-h2)+L1xh2=3600x(745-400)+2800x400=2362000mm2Vx=0-7XPhxXftXAcx2=0-7XlXl-43x236200O=2364362N=2364-362kNPjmaxXLX(B-(b+2dy)/2=83.904x3.6x(2.8-0.6-2x0.3)/2=241.644kNh0y=h1-(S+9y/2)+h

11、2=400-(50+10/2)+400=745mmPhy=(800/h0y)0'25=1Acy2=Bx(h0y-h2)+B1xh2=2800x(745-400)+2000x400=1766000mm2Vy=0-7XPhyxftxAcy2=0-7x1x1-43x1766000=1767766N=1767-766kN>PjmaxxBx(L-(a+2dx)/2=83.904x2.8x(3.6-0.8-2x0.6)/2=187.945kN滿足要求！3）第三階驗算dx抗剪切計算簡圖三階x向h0x=h1-(S+9x/2)+h2+h3=400-(50+10/2)+400+400=1145mmP

12、hx=(8OO/h0x)0.25=O.914Acx3=Lx(h0x-h2-h3)+L1xh2+(a+2dx)xh3=36OOx(1145-4OO-4OO)+28OOx4OO+(8OO+2x6OO)x400=3162000mm2V =0.7x久xftxA3=0.7x0.914xl.43x3162000=2892958.068N=2892.958kN>p.xhxtcx3jmaxxLx(B-b)/2=83.904x3.6x(2.8-0.6)/2=332.26kNh0y=h1-(S+9y/2)+h2+h3=400-(50+10/2)+400+400=1145mmPhy=(800/h0y)0.25

13、=0.914Acy3=Bx(h0y-h2-h3)+B1xh2+(b+2dy)xh3=2800x(1145-400-400)+2000x400+(600+2x300)x400=2246000mm2V =0.7x久xftxA3=0.7x0.914xl.43x2246000=2054896.844N=2054.897kN>p.yhytcy3jmaxxBx(L-a)/2=83.904x2.8x(3.6-0.8)/2=328.904kN滿足要求！6、基礎抗沖切驗算1)第一階驗算k=(L1-B1)/2=(2800-2000)/2=400mmX方向驗算：abxabx=2h0x+L=2x345+2800

14、=3490mm<L=3600mm，取abx=2h0x+L1=3490mmy1=L/2-k=3600/2-400=1400mm>B/2=1400mmX=2x(B/2+k)=2x(2800/2+400)=3600mmy2=h0x+B1/2=345+2000/2=1345mmcs抗沖切驗算一階y向aby=2h0y+B=2x345+2000=2690mmWB=2800mm，取aby=2h0y+B1=2690mmx1=B/2+k=2800/2+400=1800mm>3600/2=1800mmyi=2x(L/2-k)=2x(3600/2-400)=2800mmx2=h0+L/2=345+

15、2800/2=1745mm20y1人呼=(L/2-x2)(aby+y1)/2=(3600/2-1745)(2690+2800)/2=150975mm2amx=(at+abx)/2=(2800+3490)/2=3145mmamy=(at+aby)/2=(2000+2690)/2=2345mmA1=axh0=3145x345=1085025mm2q1xmx0xA1=axh0=2345x345=809025mm2q1ymy0yF,=0.7xBhxftxA1=0.7x1xi.43x1085025=1086110.025N=1086.11kN>p.lxhptq1xjmaxxA,=83.904x0.

16、001x194975=16359.182N=16.359kNlxF1=0.7xBhxftxA1=0.7x1x1.43x809025=809834.025N=809.834kN>p.1yhptq1yjmax滿足要求！2）第二階驗算k=(a+2d)-(b+2d)/2=(800+2x600)-(600+2x300)/2=400mmxyx方向驗算：IJabxAla.h-/Dh-/抗沖切驗算二階X向abx=2h0x+(a+2dx)=2x745+(800+2x600)=3490mm<L=3600mm,取abx=2h0x+(a+2dx)=3490mmy1=L/2-k=3600/2-400=140

17、0mm>B/2=1400mmX=2x(B/2+k)=2x(2800/2+400)=3600mmy2=h0x+(b+2dy)/2=745+(600+2x300)/2=1345mm抗沖切驗算二階y向aby=2hOy+(b+2dy)=2x745+(600+2x300)=2690mm<B=2800mm，取aby=2h0y+(b+2dy)=269Ommx1=B/2+k=2800/2+400=1800mm>3600/2=1800mmyi=2x(L/2-k)=2x(3600/2-400)=2800mmx2=h0y+(a+2dx)/2=745+(800+2x600)/2=1745mm人呼=(

18、L/2-x2)(aby+y1)/2=(3600/2-1745)(2690+2800)/2=150975mm2amx=(at+abx)/2=(2000+3490)/2=2745mmamy=(at+aby)/2=(1200+2690)/2=1945mmAq1x=amxXh0x=2745x745=2045025mm2A1=axh0=1945x745=1449025mm2q1ymy0yF,=0.7xBhxftxA1=0.7x1x1.43x2045025=2047070.025N=2047.07kN>p.lxhptq1xjmaxXAix=83,904X0.001X194975=16359.182N

19、=16.359kNF1=0.7邙hxftxA1=0.7x1x1.43x1449025=1450474.025N=1450.474kN>p.1yhptq1yjmaxAlx=(B/2-y2)(abx+x1)/2=(2800/2-1345)(3490+3600)/2=194975mm2Y方向驗算：滿足要求！3) 第三階驗算k=(a-b)/2=(800-600)/2=100mmX方向驗算：Lit-F4abxrJAuhot.atfe,1抗沖切驗算三階x向abx=2h0x+a=2xll45+800=3090mm<L=3600mm,取abx=2h0x+a=3090mmy1=L/2-k=3600/

20、2-100=1700mm>B/2=1400mmX=2x(B/2+k)=2x(2800/2+100)=3000mmy2=h0x+b/2=1145+600/2=1445mmAlx=(B/2-y2)(abx+x1)/2=(2800/2-1445)(3090+3000)/2=137025mm2因為AlxV0,即£不存在，故取Alx=0Y方向驗算：抗沖切驗算三階y向aby=2h0y+b=2x1145+6OO=289Omm>B=2800mm,取aby=B=2800mmx2=h0+a/2=1145+800/2=1545mm20y人盲(L/2-x2)xaby=(3600/2-1545)x

21、2800=714000mm2amx=(at+abx)/2=(800+3090)/2=1945mmamy=(at+aby)/2=(600+2800)/2=1700mmA1=axh0=1945x1145=2227025mm2q1xmx0xA1=axh0=1700x1145=1946500mm2q1ymy0yF,=0.7xBhxftxA1=0.7x0.914xl.43x2227025=2037536.351N=2037.536kN>p.lxhptq1xjmaxxA,=83.904x0.001x0=0N=0kNlxF1=0.7xBhxftxA1=0.7x0.914xl.43xl946500=17

22、80880.101N=1780.88kN>p.1yhptq1yjmaxxA,=83.904x0.001x714000=59907.456N=59.907kNiy滿足要求！四、承臺配筋計算承臺底部X軸向配筋HRB33510120承臺底部Y軸向配筋HRB33510110基礎底板受力配筋圖jKcx(pk-Gk/A)=1.35x(71.616-461.888/(3.6x2.8)=34.822kPa1) 第一階驗算M1x=1/48(pjmax+pj)x(2L+L)+(pjmak-Pj)xLx(B-B1)2=1/48x(83.904+34.822)x(2x3600+2800)+(83.904-34.

23、822)x3600x(2800-2000)2=18.186kNmM1y=1/48(pjmax+pj)x(2B+B1)+(pjmak-pj)xBx(L-L1)2=1/48x(83.904+34.822)x(2x2800+2000)+(83.904-34.822)x2800x(3600-2800)2=13.863kNmAsx1=M1x/(0.9xfyxxh0x)=18.186x106/(0.9x300x345)=195.233mm2Asy1=M1y/(0.9xfyyxh0y)=13.863x106/(0.9x300x345)=148.824mm22) 第二階驗算M2x=1/48(pjmax+pj)x(2L+(a+2dx)+(pjmak-pj)xLx(B-(b+2dy)2=1/48x(83.904+34.822)x(2x3600+(800+2x600)+(83.904-34.822)x3600x(2800-(600+2x300)2=67.679kNmM2y=1/48(pjmax+pj)x(2B+(b+2dy)+(pjmak-pj)xBx(L-(a+2dx)2=1/48x(83.904+34.822)x(2