萬(wàn)科第五園一期建筑施工圖基礎(chǔ)

設(shè)計(jì) 校對(duì)者 剖面《建筑地礎(chǔ)設(shè)計(jì)規(guī)范（GB50007--（GB50010--2002）B1=1250(mm), A1=1250(mm)H1=500(mm), H2=250(mm) = A=B2= A2=d50(mm),F=1654.00kNMx=2.00kN*m My=27.00kN*mVx=88.00kN Vy=8.00kNX軸彎矩M0xMxVy*d2.00(8.00)*1.00y軸彎矩M0yMyVx*d27.0088.00)*1.00=混凝土： 鋼筋：修正后的地基承載力特征值fa240.00計(jì)算：按《建筑地礎(chǔ)設(shè)計(jì)規(guī)范（GB50007--2002）下列驗(yàn)算pk (其中：A2.50*2.50Fk=F/Ks=1654.00/1.25=1323.20kNGk=A*d*20=6.25*1.00*20=125.00kNpkFk＋Gk)/A1323.20125.006.25231.71kPa≤fa,計(jì)算：按《建筑地礎(chǔ)設(shè)計(jì)規(guī)范（GB50007--2002）下列驗(yàn)算：當(dāng)e<b/6時(shí),pkmax=(Fk＋Gk)/A＋Mk/W (式5.2.4－2) (當(dāng)e>b/6時(shí),pkmax=3(Fk＋Gk)/3la (式5.2.2－4)X、Y方向同時(shí)受彎:Mxk=M0x/Ks=6.00/1.25=4.80kN*mMyk=M0y/Ks=115.00/1.25=92.00kN*mFk=F/Ks=1654.00/1.25=1323.20kNGk=G/1.35=168.75/1.35=pkmax268.88kPa≤1.2*fa1.2*240.00288.00kPa,計(jì)算：按《建筑地礎(chǔ)設(shè)計(jì)規(guī)范（GB50007--2002）下列驗(yàn)算Fl≤0.7*βhp*ft*am* Fl=pj* am=(at＋ X方向(a方向)：pj=pjmax=311.10kPaAlx=1.00m2Flx=pj*=311.10*=311.10ab==Min{0.60＋2*0.70=2.00amx==(0.60＋=1.30Flx≤0.7*βhp*ft*amx*ho=0.7*1.00*1270.00*1.300*=808.99kN,Y方向(b方向pj=pjmax=311.10kPaAly=0.47m2Fly=pj*=311.10*=147.77ab==Min{0.25＋2*0.70=1.65amy==(0.25＋=0.95Fly≤0.7*βhp*ft*amy*ho=0.7*1.00*1270.00*0.950*=591.18kN,計(jì)算《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范（7.8.1-Fl≤ fc*局部荷載設(shè)計(jì)值：Fl1654.00混凝土局部受壓面積：Albc*hc=0.25*0.60=混凝土受壓時(shí)計(jì)算底面積：Ab混凝土受壓時(shí)強(qiáng)度提高系數(shù)：βsqr(Ab/Alsqr(1.35/0.15)1.35*βc*β*fc*=1.35*1.00*3.00*11900.00*7229.25kNFl1654.00kN計(jì)算：按《建筑地礎(chǔ)設(shè)計(jì)規(guī)范》(GB50007--2002)下列驗(yàn)算MⅡ=(l－a')**2*2*b＋b')*(pmax+pmin-2*G/A)/488.2.7－5)X=287.22Y=291.09MⅠ=(l/2-l0/2)*(l/2-l0/2)*((2*b+bo)*(pmaxx+pnx-2*G/A)+(pmaxx-=(2.50/2-0.25/2)*(2.50/2-=348.89=(2.50/2-0.60/2)*(2.50/2-= 相對(duì)受壓區(qū)高度：ζ=0.024227 配筋率：ρ=0.000897ρ<ρmin=0.0015 ρ=ρmin=0.0015計(jì)算面積：2812.50相對(duì)受壓區(qū)高度：ζ=0.014526 配筋率：ρ=0.000538ρ<ρmin=0.0015 ρ=ρmin=0.0015計(jì)算面積：2812.501．