萬(wàn)科第五園一期建筑施工圖

設(shè)計(jì) 校對(duì)者 一、示 剖面二、基本參《建筑地礎(chǔ)設(shè)計(jì)規(guī)范（GB50007--（GB50010--2002）B1=950(mm), A1=950(mm)H1= H2= = A=B2= A2=d50(mm),F=952.00kNMx=2.00kN*m My=11.00kN*mVx=36.00kN Vy=6.30kNX軸彎矩M0xMxVy*d2.006.30)*1.00y軸彎矩M0yMyVx*d11.0036.00)*1.0047.00kN*m混凝土： 鋼筋：三、計(jì)算過(guò)fa240.00按《建筑地礎(chǔ)設(shè)計(jì)規(guī)范（GB50007--2002）下列公式驗(yàn)算：pk=(Fk＋Gk)/A (式5.2.4－1)其中：A1.90*1.90Fk=F/Ks=952.00/1.25=Gk=A*d*20=3.61*1.00*20=pkFk＋Gk)/A761.6072.203.61230.97kPa≤fa,按《建筑地礎(chǔ)設(shè)計(jì)規(guī)范（GB50007--2002）下列公式驗(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=4.30/1.25=3.44kN*mMyk=M0y/Ks=47.00/1.25=37.60kN*mFk=F/Ks=952.00/1.25=761.60kNGk=G/1.35=97.47/1.35=pkmax266.87kPa≤1.2*fa1.2*240.00288.00kPa,按《建筑地礎(chǔ)設(shè)計(jì)規(guī)范（GB50007--2002）下列公式驗(yàn)算：Fl≤0.7*βhp*ft*am*h0 Fl=pj* am=(at＋ X方向(a方向)：pj=pjmax=308.59kPaAlx=0.81m2Flx=pj*=308.59*=250.73ab==Min{0.60＋2*0.35=1.30amx==(0.60＋=0.95Flx≤0.7*βhp*ft*amx*ho=0.7*1.00*1270.00*0.950*295.59kN,Y方向(b方向pj=pjmax=308.59kPaAly=0.37m2Fly=pj*=308.59*=115.72ab==Min{0.25＋2*0.35=0.95amy==(0.25＋=0.60Fly≤0.7*βhp*ft*amy*ho=0.7*1.00*1270.00*0.600*186.69kN,Fl≤ fc*局部荷載設(shè)計(jì)值：Fl952.00混凝土局部受壓面積：Albc*hc0.25*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*7229.25kNFl952.00kN按《建筑地礎(chǔ)設(shè)計(jì)規(guī)范》(GB50007--2002)下列公式驗(yàn)算：MⅠ=a1**2*(2*l+a')*(pmax+p-2*G/A+(pmax-p)*l)/12(8.2.7－4)MⅡ=(l－a')**2*2*b＋b')*(pmax+pmin-2*G/A)/488.2.7－5)=285.30=289.52=145.55= 相對(duì)受壓區(qū)高度：ζ= 配筋率：ρ=計(jì)算面積：1424.66相對(duì)受壓區(qū)高度：ζ=0.027792 配筋率：ρ=0.000965ρ<ρmin=0.0015 ρ=ρmin=0.0015四、計(jì)算結(jié)1．X方向(a方向