独立基础计算结果jc2办公区

专业《建筑地础设计规范》(GB50007--《混凝土结构设计规范》(GB50010--《建筑抗震设计规范》(GB50011--《建筑结构荷载规范》(GB50009--C30;抗压强度fc=14.3(MPa);抗拉强度HRB400;强度设计值fy=360(MPa);纵筋合力点至近边距离l=2700(mm);基础宽b=2700(mm);基础高柱高Hc=900(mm);柱宽柱周加大尺寸(相当于杯口厚度)ac=0(mm);加大高度基础端部高基础底面积基础顶部面积基础体积+(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-基础混凝土的容重γc=25.00(kN/m3)γs=18(kN/m3)基础及以上土重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-修正后地基承载力特征值当参与荷载组合时地耐力提高系数faE=ξa*fa(GB50011--2010式4.2.3)基底允许出现零应力区占基底总面积的百分比:N、 柱底轴向力设计值、标准值F、 作用于基础顶面的竖向力设计值、标准值Q、 作用于地面的附加地面堆载设计值、标准值Fx'、Fy'、Fkx'、 作用于基础顶面的附加荷载设计值、标值

Fx'=0;Fy'=0;Q=50;地面堆载按活荷载考虑(考虑最不利情况)ax'、ay' ax'=0;Vx、 作用于基础顶面的剪力设计值Vkx、 作用于基础顶面的剪力标准值Mx'、 作用于基础顶面的弯矩设计值Mkx'、 作用于基础顶面的弯矩标准值Mkx、 作用于基础底面的弯矩标准值 γz=1.3Mkx＝Mkx'-Vky*H-Fky'*ay'Mky＝Mky'+Vkx*H+Fkx'*ax'Fk＝F/γzMkx'＝Mx/γzMky'＝My/γz 柱底各荷载类型内力计算结果，选取柱号 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-当基底出现拉力区时,Pkmax=2*(Fk+Gk+Qk)/l/a/3(GB50007--20115.2.2-

基础底面抵抗矩Wx=l*b*b/6=2700*2700*2700/6=3.281(m3)=192.556(kPa)1.2*400.000=480.000(kPa)出现拉应力区面积占基底面积百分比=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)出现拉应力区面积占基底面积百分比=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)出现拉应力区面积占基底面积百分比=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)混凝土局部受压面积局部受压时的计算底面积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--承载力抗震调整系数,当有参与时取0.75,其它取计算，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-截面面积A=0.990(m2),受压区高度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