獨立基礎(chǔ)計算結(jié)果jc2辦公區(qū)

專業(yè)《建筑地礎(chǔ)設(shè)計規(guī)范》(GB50007--《混凝土結(jié)構(gòu)設(shè)計規(guī)范》(GB50010--《建筑抗震設(shè)計規(guī)范》(GB50011--《建筑結(jié)構(gòu)荷載規(guī)范》(GB50009--C30;抗壓強度fc=14.3(MPa);抗拉強度HRB400;強度設(shè)計值fy=360(MPa);縱筋合力點至近邊距離l=2700(mm);基礎(chǔ)寬b=2700(mm);基礎(chǔ)高柱高Hc=900(mm);柱寬柱周加大尺寸(相當于杯口厚度)ac=0(mm);加大高度基礎(chǔ)端部高基礎(chǔ)底面積基礎(chǔ)頂部面積基礎(chǔ)體積+(l-Hc-2*ac)*(Bc+2*ac)/2+(b-Bc-2*ac)*(Hc+2*ac)/2]*(h-h1-=2700*2700*300+[(900+2*0)*(900+2*0)+(2700-900-2*0)*(2700-900-+(2700-900-2*0)*(900+2*0)/2+(2700-900-2*0)*(900+2*0)/2]*(2700-300-基礎(chǔ)混凝土的容重γc=25.00(kN/m3)γs=18(kN/m3)基礎(chǔ)及以上土重Gk=Vjc*γc+[A*d-Vjc-Bc*Hc*(d-=4.401*25.0+[7.290*3.000-4.401-0.900*0.900*(3.000-修正后地基承載力特征值當參與荷載組合時地耐力提高系數(shù)faE=ξa*fa(GB50011--2010式4.2.3)基底允許出現(xiàn)零應(yīng)力區(qū)占基底總面積的百分比:N、 柱底軸向力設(shè)計值、標準值F、 作用于基礎(chǔ)頂面的豎向力設(shè)計值、標準值Q、 作用于地面的附加地面堆載設(shè)計值、標準值Fx'、Fy'、Fkx'、 作用于基礎(chǔ)頂面的附加荷載設(shè)計值、標值

Fx'=0;Fy'=0;Q=50;地面堆載按活荷載考慮(考慮最不利情況)ax'、ay' ax'=0;Vx、 作用于基礎(chǔ)頂面的剪力設(shè)計值Vkx、 作用于基礎(chǔ)頂面的剪力標準值Mx'、 作用于基礎(chǔ)頂面的彎矩設(shè)計值Mkx'、 作用于基礎(chǔ)頂面的彎矩標準值Mkx、 作用于基礎(chǔ)底面的彎矩標準值 γz=1.3Mkx＝Mkx'-Vky*H-Fky'*ay'Mky＝Mky'+Vkx*H+Fkx'*ax'Fk＝F/γzMkx'＝Mx/γzMky'＝My/γz 柱底各荷載類型內(nèi)力計算結(jié)果，選取柱號 Vx=-20;Vy=0.1;N=19.8;Mx=-0.2;My=-48.8; Vx=0.2;Vy=-17.1;N=23.3;Mx=46.1;My=0.6; Vx=0.2;Vy=0.7;N=45.7;Mx=31.1;My=0.4; Vx=0.2;Vy=-18.3;N=247.7;Mx=24.6; Vx=0;Vy=-10.2;N=130.4;Mx=13.7;My=-N1-02---03-04-05---06---07-08-09--0---0-0-0--0---1-1-1---1---1-1-1----11-02-1-02-03-04---05-06-07----08---09-0-0--0---0-0-0----0---0-0-0----0---0-0-0--0---0-0-0----0---1-1-1----1---1-1-1----15pk≤fa(GB50007--2011式5.2.1-1)pk=(Fk+Gk+Qk)/A(GB50007--20115.2.2-1)≤≤≤pkmax≤1.2fa(GB50007--2011式5.2.1-pkmax=(Fk+Gk+Qk)/A+Mk/W(GB50007--20115.2.2-2)pkmin=(Fk+Gk+Qk)/A-Mk/W(GB50007--20115.2.2-當基底出現(xiàn)拉力區(qū)時,Pkmax=2*(Fk+Gk+Qk)/l/a/3(GB50007--20115.2.2-

基礎(chǔ)底面抵抗矩Wx=l*b*b/6=2700*2700*2700/6=3.281(m3)=192.556(kPa)1.2*400.000=480.000(kPa)出現(xiàn)拉應(yīng)力區(qū)面積占基底面積百分比=0.000%0.000%偏心矩ex=Mky/(Fk+Gk+Qk)=1.204/(405.520+420.093)=0.001(m)=202.828(kPa)1.2*400.000=480.000(kPa)出現(xiàn)拉應(yīng)力區(qū)面積占基底面積百分比=0.000%0.000%偏心矩ex=Mky/(Fk+Gk+Qk)=2.018/(345.340+420.093)=0.003(m)=197.372(kPa)1.2*400.000=480.000(kPa)出現(xiàn)拉應(yīng)力區(qū)面積占基底面積百分比=0.000%0.000%FlγRE≤0.7*βhp*ft*am*h0(GB50007--2011式8.2.8-1)am=(at+ab)/2(GB50007--2011式8.2.8-Fl=pj*Al(GB50007--2011式8.2.8-Alx=(b-aby)*l/2.0-(l-abx)*(l-βhp=0.90;atx=Hc=0.9(m);abx=2.7(m);aty=Bc=0.9(m);aby=2.7(m);amy=1.8(m)Alx=0(m2);Aly=0(m2)FlxγRE=258.382*0.000*1=0.000(kN)4297.293(kN)FlyγRE=258.382*0.000*1=0.000(kN)4297.293(kN)FlxγRE=271.834*0.000*0.85=0.000(kN)4297.293(kN)FlyγRE=271.834*0.000*0.85=0.000(kN)4297.293(kN)FlxγRE=275.742*0.000*0.85=0.000(kN)4297.293(kN)FlyγRE=275.742*0.000*0.85=0.000(kN)4297.293(kN)βhp=1.00;atx=Hc=0.9(m);abx=1.6(m);aty=Bc=0.9(m);aby=1.6(m);amy=1.25(m)Alx=1.1825(m2);Aly=1.1825(m2)pj=377.533-FlxγRE=258.382*1.183*1=305.537(kN)437.938(kN)FlyγRE=258.382*1.183*1=305.537(kN)437.938(kN)pj=390.986-437.938(kN)437.938(kN)pj=394.893-437.938(kN)437.938(kN)Fl≤ω*βl*fcc*Al(GB50010--2010D.5.1-1)混凝土局部受壓面積局部受壓時的計算底面積Ab=(Hc+2*c)*(Bc+2*c)=0.81(m2)≥Fl=518.188(kN)MⅠ=a1^2*[(2*l+a')*(pmax+p-2*G/A)+(pmax-p)*l]/12*γRE(GB50007--2011=a1^2*[(2*l+a')*(Pjmax+pj)+(Pjmax-MⅡ=(l-a')^2*(2*b+b')*(pmax+pmin-2*G/A)/48*γRE(GB50007--2011=(l-γRE--承載力抗震調(diào)整系數(shù),當有參與時取0.75,其它取計算，未采用(GB50007--2011式8.2.12)l=2.700(m);a'=0.900(m);Pjmax=258.382(kPa);Pjmin=153.141(kPa)MⅠ=a1^2*[(2*l+a')*(Pjmax+pj)+(Pjmax-=0.900^2*[(2*2.700+0.900)*(258.382+223.302)+(258.382-As=217.564(mm2);配筋率ρ=0.01%l=2.700(m);a'=0.900(m);Pjmax=258.382(kPa);Pjmin=153.141(kPa)MⅠ=a1^2*[(2*l+a')*(Pjmax+pj)+(Pjmax-=0.900^2*[(2*2.700+0.900)*(258.382+223.302)+(258.382-As=217.564(mm2);配筋率ρ=0.01%l=2.700(m);a'=0.900(m);Pjmax=271.834(kPa);Pjmin=139.688(kPa)MⅠ=a1^2*[(2*l+a')*(Pjmax+pj)+(Pjmax-=0.900^2*[(2*2.700+0.900)*(271.834+227.786)+(271.834-As=170.285(mm2);配筋率ρ=0.01%l=2.700(m);a'=0.900(m);Pjmax=271.834(kPa);Pjmin=139.688(kPa)MⅠ=a1^2*[(2*l+a')*(Pjmax+pj)+(Pjmax-=0.900^2*[(2*2.700+0.900)*(271.834+227.786)+(271.834-As=170.285(mm2);配筋率ρ=0.01%l=2.700(m);a'=0.900(m);Pjmax=275.742(kPa);Pjmin=135.781(kPa)MⅠ=a1^2*[(2*l+a')*(Pjmax+pj)+(Pjmax-=0.900^2*[(2*2.700+0.900)*(275.742+229.088)+(275.742-As=172.365(mm2);配筋率ρ=0.01%l=2.700(m);a'=0.900(m);Pjmax=275.742(kPa);Pjmin=135.781(kPa)MⅠ=a1^2*[(2*l+a')*(Pjmax+pj)+(Pjmax-=0.900^2*[(2*2.700+0.900)*(275.742+229.088)+(275.742-As=172.365(mm2);配筋率ρ=0.01%l=2.700(m);a'=0.900(m);Pjmax=258.382(kPa);Pjmin=153.141(kPa)MⅠ=a1^2*[(2*l+a')*(Pjmax+pj)+(Pjmax-=0.900^2*[(2*2.700+0.900)*(258.382+223.302)+(258.382-截面面積A=0.990(m2),受壓區(qū)高度As=1539.592(mm2);配筋率控制最小配筋率ρmin=0.15%;l=2.700(m);a'=0.900(m);Pjmax=258.382(kPa);Pjmin=153.141(kPa)MⅠ=a1^2*[(2*l+a')*(Pjmax+pj)+(Pjmax-=0.900^2*[(2*2.700+0.900)*(258.382+223.302)+(258.382-As=1539.592(mm2);配筋率ρ=0.16%控制最小配筋率ρmin=0.15%;l=2.700(m);a'=0.900(m);Pjmax=271.834(kPa);Pjmin=139.688(kPa)MⅠ=a1^2*[(2*l+a')*(Pjmax+pj)+(Pjmax-=0.900^2*[(2*2.700+0.900)*(271.834+227.786)+(271.834-As=1194.182(mm2);配筋率ρ=0.12%控制最小配筋率ρmin=0.15%;l=2.700(m);a'=0.900(m);Pjmax=271.834(kPa);Pjmin=139.688(kPa)MⅠ=a1^2*[(2*l+a')*(Pjmax+pj)+(Pjmax-=0.900^2*[(2*2.700+0.900)*(271.834+227.786)+(271.834-As=1194.182(mm2);配筋率ρ=0.12%控制最小配筋率ρmin=0.15%;l=2.700(m);a'=0.900(m);Pjmax=275.742(kPa);Pjmin=135.781(kPa)MⅠ=a1^2*[(2*l+a')*(Pjmax+pj)+(Pjmax-=0.900^2*[(2*2.700+0.900)*(275.742+229.088)+(275.742-As=1209.259(mm2);配筋率ρ=0.12%控制最小配筋率ρmin=0