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1、_独立基础计算书 计算依据： 1、建筑地基基础设计规范GB50007-2011 2、混凝土结构设计规范GB50010-2010 3、建筑结构荷载规范GB50009-2012 一、基本参数 1、上部荷载参数基础顶部柱子轴力设计值F(kN)200基础顶部柱子弯矩设计值Mx(kNm)50基础顶部柱子弯矩设计值My(kNm)50基础顶部柱子剪力设计值Vx（kN)10基础顶部柱子剪力设计值Vy（kN)10标准组合分项系数Ks1.3基本组合分项系数Kc1.35 2、基础上部柱子参数基础上部柱子截面类型方柱砼柱截面长a(mm)800砼柱截面宽b(mm)600 3、基础参数基础类型阶梯形基础台阶数三阶基础底面
2、长L宽B高h1(mm)36002800400基础二阶底面长L1宽B1高h2(mm)28002000400基础柱边面长dx宽dy高h3(mm)600300400基础埋置深度H1(m)2.4混凝土强度等级C30基础自重c(kN/m3)24基础上部覆土厚度h(m)1.2基础上部覆土的自重(kN/m3)17基础混凝土保护层厚度(mm)50 4、地基参数地基承载力特征值fak(kPa)170基础宽度地基承载力修正系数b0.3基础埋深地基承载力修正系数d1.6基础底面以下的土的重度（kN/m3）20基础底面以上的土的加权平均重度m（kN/m3）18基础底面修正后的地基承载力特征值fa(kPa)224.72
3、 5、软弱下卧层基础底面至软弱下卧层顶部的距离z(m)2地基压力扩散角()23软弱下卧层顶处修正后的地基承载力设计值faz(kPa)160 二、计算简图 三、承台验算 1、基础受力 设计值计算： F=200KN Mx=Mx+H1Vx=50+2.410=74kNm My=My+H1Vy=50+2.410=74kNm 标准值计算：(标准组合) Fk=KsF=1.3200=260kN Mxk=KsMx=1.374=96.2kNm Myk=KsMy=1.374=96.2kNm 2、基础及其上土的自重荷载标准值： Gk=LB(ch1+ (h+h2+h3) )+L1B1h2(c-)+(dx2+a ) (d
4、y2+b)h3(c-)=3.62.8(240.4+ (1.2+0.4+0.4) 17)+2.820.4(24-17)+(0.62+0.8 ) (0.32+0.6)0.4(24-17)=461.888kN 3、基础底面压应力计算 pk = (Fk + Gk)/A=(260+461.888)/(2.83.6)=71.616kPa 基础底面抵抗矩：WX= BL2/6=2.83.62/6=6.048m3 基础底面抵抗矩：WY= LB2/6=3.62.82/6=4.704m3 ex=Mxk /(Fk+Gk)=96.2/(260+461.888)=0.133 pxkmax= (Fk + Gk)/A + |
5、Mxk|/Wx=71.616+96.2/6.048=87.522kPa pxkmin= (Fk + Gk)/A - |Mxk|/Wx=71.616-96.2/6.048=55.71kPa px增= pxkmax-pk=15.906kPa px减= pk-pxkmin=15.906kPa ey=Myk/(Fk+Gk)=96.2/(260+461.888)=0.133 pykmax= (Fk + Gk)/A + |Myk|/Wy=71.616+96.2/4.704=92.067kPa pykmin= (Fk + Gk)/A - |Myk|/Wy=71.616-96.2/4.704=51.165kP
6、a py增= pykmax-pk=20.451kPa py减= pk-pykmin=20.451kPa pkmax = pk+ px增+ py增=71.616+15.906+20.451=107.973kPa pkmin = pk- px减- py减=71.616-15.906-20.451=35.259kPa 1）轴心作用时地基承载力验算 Pk=71.616kPafa=224.72kPa 满足要求！ 2）偏心作用时地基承载力验算 Pkmax=107.973kPa1.2fa=1.2224.72=269.664kPa 满足要求！ 4、软弱下卧层验算 基础底面处土的自重压力值：pc= H1m=2.
7、418=43.2kPa 下卧层顶面处附加压力值： pz=l b (pkmax-pc )/(b+2ztan)(l+2ztan)=3.62.8(107.973-43.2)/(2.8+22tan23)(3.6+22tan23)=27.399kPa 软弱下卧层顶面处土的自重压力值：pcz=z=220=40kPa 作用在软弱下卧层顶面处总压力：pz+pcz=27.399+40=67.399kPafaz=160kPa 满足要求！ 5、基础抗剪切验算 Pjmax= Kc(pkmax-Gk /A) =1.35(107.973-461.888/(3.62.8)=83.904kPa Pjmin=0kPa 1）第一
8、阶验算 h0x=h1-(+x/2) = 400-(50+10/2)=345mm hx=(800/ h0x)0.25=1 Acx1= Lh0x=3600345=1242000 mm2 Vx=0.7hxft Acx1=0.711.431242000=1243242N=1243.242kNpjmax L(B-B1 )/2=83.9043.6(2.8-2)/2=120.822kN h0y=h1-(+y /2)= 400-(50+10/2)=345mm hy=(800/h0y)0.25=1 Acy1=Bh0y= 600345=207000 mm2 Vy=0.7hyftAcy1=0.711.4320700
9、0=207207N=207.207kNpjmaxB(L- L1 )/2=83.9042.8(3.6-2.8)/2=93.972 kN 满足要求！ 2）第二阶验算 h0x=h1-(+x/2)+ h2 =400-(50+10/2)+400=745mm hx=(800/h0x)0.25=1 Acx2 =L(h0x-h2) + L1 h2=3600(745-400)+2800400=2362000 mm2 Vx=0.7hxftAcx2=0.711.432362000=2364362N=2364.362kNpjmaxL(B-(b+2dy )/2=83.9043.6(2.8-0.6-20.3)/2=241
10、.644 kN h0y=h1-(+y/2)+ h2 =400-(50+10/2)+400=745mm hy=(800/h0y)0.25=1 Acy2 =B(h0y-h2) + B1 h2=2800(745-400)+2000400=1766000 mm2 Vy=0.7hyftAcy2=0.711.431766000=1767766N=1767.766kNpjmaxB(L-(a+2dx )/2=83.9042.8(3.6-0.8-20.6)/2=187.945 kN 满足要求！ 3）第三阶验算 h0x=h1-(+x/2) + h2+ h3=400-(50+10/2)+400+400=1145mm
11、 hx=(800/h0x)0.25=0.914 Acx3=L(h0x-h2-h3)+L1h2+(a+2dx)h3=3600(1145-400-400)+2800400+(800+2600)400=3162000 mm2 Vx=0.7hxftAcx3=0.70.9141.433162000=2892958.068N=2892.958kNpjmax L(B-b)/2=83.9043.6(2.8-0.6)/2=332.26kN h0y=h1-(+y/2) + h2+ h3= 400-(50+10/2)+400+400=1145mm hy=(800/h0y)0.25=0.914 Acy3=B(h0y-
12、h2-h3)+B1h2+(b+2dy)h3=2800(1145-400-400)+2000400+(600+2300)400=2246000 mm2 Vy=0.7hyftAcy3=0.70.9141.432246000=2054896.844N=2054.897kNpjmax B(L-a)/2=83.9042.8(3.6-0.8)/2=328.904kN 满足要求！ 6、基础抗冲切验算 1）第一阶验算 k=(L1 -B1 )/2=(2800-2000)/2=400mm X方向验算： abx=2h0x +L1=2345+2800=3490 mmL=3600mm，取abx=2h0x+L1=3490
13、 mm y1= L/2-k=3600/2-400 =1400 mmB/2=1400 mm x1=2(B/2+k) =2(2800/2+400) =3600 mm y2=h0x +B1/2=345+2000/2 =1345 mm Alx=(B/2-y2)(abx+x1)/2 = (2800/2-1345)( 3490+3600)/2=194975 mm2 Y方向验算： aby=2h0y+B1=2345+2000=2690mmB=2800mm，取aby=2h0y+B1=2690mm x1= B/2+k= 2800/2+400=1800 mm3600/2=1800 mm y1=2(L/2-k) =2
14、(3600/2-400)=2800 mm x2= h0y +L1/2=345+2800/2=1745mm Aly= (L/2-x2)(aby+y1)/2 = (3600/2-1745)(2690+2800)/2=150975mm2 amx=(at +abx)/2=(2800+3490)/2=3145mm amy=(at +aby)/2 =(2000+2690)/2=2345mm Aq1x=amxh0x=3145345=1085025 mm2 Aq1y=amyh0y=2345345=809025 mm2 Flx=0.7hp ft Aq1x=0.711.431085025=1086110.025N
15、=1086.11kNpjmax Alx=83.9040.001194975=16359.182N=16.359kN F1y=0.7hpft Aq1y=0.711.43809025=809834.025N=809.834kNpjmax Aly=83.9040.001150975=12667.406N=12.667kN 满足要求！ 2）第二阶验算 k=(a+2dx) -(b+2dy) )/2=(800+2600)-(600+2300)/2=400mm X方向验算： abx=2h0x +(a+2dx)=2745+(800+2600)=3490 mmL=3600mm，取abx=2h0x+(a+2dx)
16、=3490 mm y1= L/2-k=3600/2-400 =1400 mmB/2=1400 mm x1=2(B/2+k) =2(2800/2+400) =3600 mm y2=h0x +(b+2dy)/2=745+(600+2300)/2 =1345 mm Alx=(B/2-y2)(abx+x1)/2 = (2800/2-1345)( 3490+3600)/2=194975 mm2 Y方向验算： aby=2h0y+(b+2dy)=2745+(600+2300)=2690mmB=2800mm，取aby=2h0y+(b+2dy)=2690mm x1= B/2+k= 2800/2+400=1800
17、 mm3600/2=1800 mm y1=2(L/2-k) =2(3600/2-400)=2800 mm x2= h0y +(a+2dx)/2=745+(800+2600)/2=1745mm Aly= (L/2-x2)(aby+y1)/2 = (3600/2-1745)(2690+2800)/2=150975mm2 amx=(at +abx)/2=(2000+3490)/2=2745mm amy=(at +aby)/2 =(1200+2690)/2=1945mm Aq1x=amxh0x=2745745=2045025 mm2 Aq1y=amyh0y=1945745=1449025 mm2 Fl
18、x=0.7hp ft Aq1x=0.711.432045025=2047070.025N=2047.07kNpjmax Alx=83.9040.001194975=16359.182N=16.359kN F1y=0.7hpft Aq1y=0.711.431449025=1450474.025N=1450.474kNpjmax Aly=83.9040.001150975=12667.406N=12.667kN 满足要求！ 3）第三阶验算 k=(a -b )/2=(800-600)/2=100mm X方向验算： abx=2h0x +a=21145+800=3090 mmL=3600mm，取abx=
19、2h0x+a=3090 mm y1= L/2-k=3600/2-100 =1700 mmB/2=1400 mm x1=2(B/2+k) =2(2800/2+100) =3000 mm y2=h0x +b/2=1145+600/2 =1445 mm Alx=(B/2-y2)(abx+x1)/2 = (2800/2-1445)( 3090+3000)/2=-137025 mm2 因为Alx0，即Alx不存在，故取Alx=0 Y方向验算： aby=2h0y+b=21145+600=2890mm B=2800mm，取aby=B=2800mm x2= h0y +a/2= 1145 +800/2=1545
20、mm Aly= (L /2- x2) aby= (3600 /2- 1545) 2800=714000mm2 amx=(at +abx)/2=(800+3090)/2=1945mm amy=(at +aby)/2 =(600+2800)/2=1700mm Aq1x=amxh0x=19451145=2227025 mm2 Aq1y=amyh0y=17001145=1946500 mm2 Flx=0.7hp ft Aq1x=0.70.9141.432227025=2037536.351N=2037.536kNpjmax Alx=83.9040.0010=0N=0kN F1y=0.7hpft Aq1
21、y=0.70.9141.431946500=1780880.101N=1780.88kNpjmax Aly=83.9040.001714000=59907.456N=59.907kN 满足要求！ 四、承台配筋计算承台底部X轴向配筋HRB33510120承台底部Y轴向配筋HRB33510110 Pj= Kc (pk-Gk /A) =1.35(71.616-461.888/(3.62.8)=34.822kPa 1）第一阶验算 M1x=1/48(pjmax+ pj) (2L+ L1)+ (pjmak-pj) L (B -B1)2 =1/48(83.904+ 34.822) (23600+ 2800)
22、+ (83.904-34.822 ) 3600 (2800- 2000)2=18.186 kNm M1y=1/48(pjmax+ pj) (2B+ B1)+ (pjmak-pj) B (L -L1)2 =1/48(83.904+ 34.822) (22800+ 2000)+ (83.904-34.822 ) 2800 (3600- 2800)2=13.863 kNm Asx1=M1x/(0.9fyx h0x ) =18.186106/(0.9300345)=195.233mm2 Asy1=M1y/(0.9fyy h0y ) =13.863106/(0.9300345)=148.824mm2 2
23、）第二阶验算 M2x=1/48(pjmax+ pj) (2L+ (a+2dx)+ (pjmak-pj) L (B -(b+2dy)2 =1/48(83.904+ 34.822) (23600+ (800+2600)+ (83.904-34.822 ) 3600 (2800- (600+2300)2=67.679 kNm M2y=1/48(pjmax+ pj) (2B+ (b+2dy)+ (pjmak-pj) B (L -(a+2dx)2 =1/48(83.904+ 34.822) (22800+ (600+2300)+ (83.904-34.822 ) 2800 (3600- (800+260
24、0)2=50.388 kNm Asx2=M2x/(0.9fyx h0x ) =67.679106/(0.9300745)=336.46mm2 Asy2=M2y/(0.9fyy h0y ) =50.388106/(0.9300745)=250.5mm2 3）第三阶验算 M3x=1/48(pjmax+ pj) (2L+ a)+ (pjmak-pj) L (B -b)2 =1/48(83.904+ 34.822) (23600+ 800)+ (83.904-34.822 ) 3600 (2800- 600)2=113.589 kNm M3y=1/48(pjmax+ pj) (2B+ b)+ (pjm
25、ak-pj) B (L -a)2 =1/48(83.904+ 34.822) (22800+ 600)+ (83.904-34.822 ) 2800 (3600- 800)2=142.677 kNm Asx3=M3x/(0.9fyx h0x ) =113.589106/(0.93001145)=367.424mm2 Asy3=M3y/(0.9fyy h0y ) =142.677106/(0.93001145)=461.514mm2 Asx=max(Asx1，Asx2，Asx3)=max(195.233， 336.46， 367.424)=367.424mm2ASX=（2800/120） +13.14102/4=1910.167 mm2 Asy=max(Asy1，Asy2，Asy3)=max(148.824，250.5，461.514)=461.514mm2ASY=（3600/110） +13.14102/4=2647.591 mm2 满足要求！21_