結(jié)構(gòu)構(gòu)件計算書第1頁，共1頁PAGE階梯基礎(chǔ)計算項目名稱_____________日期_____________設(shè)計者_(dá)____________校對者_(dá)____________一、設(shè)計依據(jù) 《建筑地基基礎(chǔ)設(shè)計規(guī)范》(GB50007-2011)① 《混凝土結(jié)構(gòu)設(shè)計規(guī)范》GB50010-2010(2015年版)② 《簡明高層鋼筋混凝土結(jié)構(gòu)設(shè)計手冊》李國勝(第三版)③二、示意圖三、計算信息 構(gòu)件編號:JC-1 計算類型:驗算截面尺寸 1.幾何參數(shù) 臺階數(shù) n=1 矩形柱寬 bc=900mm 矩形柱高 hc=900mm 基礎(chǔ)高度 h1=500mm 一階長度b1=500mm b2=500mm 一階寬度a1=500mm a2=500mm 2.材料信息 基礎(chǔ)混凝土等級: C30 ft_b=1.43N/m fc_b=14.3N/m 柱混凝土等級: C30 ft_c=1.43N/m fc_c=14.3N/m 鋼筋級別: HRB400 fy=360N/m 3.計算信息 結(jié)構(gòu)重要性系數(shù): γo=1.00 基礎(chǔ)埋深: dh=3.000m 縱筋合力點至近邊距離: as=40mm 基礎(chǔ)及其上覆土的平均容重: γ=20.000kN/ 最小配筋率: ρmin=0.150% 4.作用在基礎(chǔ)頂部荷載設(shè)計值 4.作用在基礎(chǔ)頂部荷載標(biāo)準(zhǔn)組合值 F=150.000kN Mx=-26.000kN*m My=-4.000kN*m Vx=-3.500kN Vy=22.000kN ks=1.35 Fk=F/ks=150.000/1.35=111.111kN Mxk=Mx/ks=-26.000/1.35=-19.259kN*m Myk=My/ks=-4.000/1.35=-2.963kN*m Vxk=Vx/ks=-3.500/1.35=-2.593kN Vyk=Vy/ks=22.000/1.35=16.296kN 5.修正后的地基承載力特征值 fa=100.000kPa四、計算參數(shù) 1.基礎(chǔ)總長Bx=b1+b2+bc=0.500+0.500+0.900=1.900m 2.基礎(chǔ)總寬By=a1+a2+hc=0.500+0.500+0.900=1.900m A1=a1+hc/2=0.500+0.900/2=0.950mA2=a2+hc/2=0.500+0.900/2=0.950m B1=b1+bc/2=0.500+0.900/2=0.950mB2=b2+bc/2=0.500+0.900/2=0.950m 3.基礎(chǔ)總高H=h1=0.500=0.500m 4.底板配筋計算高度ho=h1-as=0.500-0.040=0.460m 5.基礎(chǔ)底面積A=Bx*By=1.900*1.900=3.610 6.Gk=γ*Bx*By*dh=20.000*1.900*1.900*3.000=216.600kN G=1.35*Gk=1.35*216.600=292.410kN五、計算作用在基礎(chǔ)底部彎矩值 Mdxk=Mxk-Vyk*H=-19.259-16.296*0.500=-27.407kN*m Mdyk=Myk+Vxk*H=-2.963+(-2.593)*0.500=-4.259kN*m Mdx=Mx-Vy*H=-26.000-22.000*0.500=-37.000kN*m Mdy=My+Vx*H=-4.000+(-3.500)*0.500=-5.750kN*m六、驗算地基承載力 1.驗算軸心荷載作用下地基承載力 pk=(Fk+Gk)/A=(111.111+216.600)/3.610=90.779kPa 【①5.2.1-2】 因γo*pk=1.00*90.779=90.779kPa≤fa=100.000kPa 軸心荷載作用下地基承載力滿足要求 2.驗算偏心荷載作用下的地基承載力 exk=Mdyk/(Fk+Gk)=-4.259/(111.111+216.600)=-0.013m 因|exk|≤Bx/6=0.317m x方向小偏心, 由公式【①5.2.2-2】和【①5.2.2-3】推導(dǎo) Pkmax_x=(Fk+Gk)/A+6*|Mdyk|/(B*By) =(111.111+216.600)/3.610+6*|-4.259|/(1.90*1.900) =94.505kPa Pkmin_x=(Fk+Gk)/A-6*|Mdyk|/(B*By) =(111.111+216.600)/3.610-6*|-4.259|/(1.90*1.900) =87.053kPa eyk=Mdxk/(Fk+Gk)=-27.407/(111.111+216.600)=-0.084m 因|eyk|≤By/6=0.317m y方向小偏心 Pkmax_y=(Fk+Gk)/A+6*|Mdxk|/(B*Bx) =(111.111+216.600)/3.610+6*|-27.407|/(1.90*1.900) =114.754kPa Pkmin_y=(Fk+Gk)/A-6*|Mdxk|/(B*Bx) =(111.111+216.600)/3.610-6*|-27.407|/(1.90*1.900) =66.804kPa 3.確定基礎(chǔ)底面反力設(shè)計值 Pkmax=(Pkmax_x-pk)+(Pkmax_y-pk)+pk =(94.505-90.779)+(114.754-90.779)+90.779 =118.480kPa γo*Pkmax=1.00*118.480=118.480kPa≤1.2*fa=1.2*100.000=120.000kPa 偏心荷載作用下地基承載力滿足要求七、基礎(chǔ)沖切驗算 1.計算基礎(chǔ)底面反力設(shè)計值 1.1計算x方向基礎(chǔ)底面反力設(shè)計值 ex=Mdy/(F+G)=-5.750/(150.000+292.410)=-0.013m 因ex≤Bx/6.0=0.317m x方向小偏心 Pmax_x=(F+G)/A+6*|Mdy|/(B*By) =(150.000+292.410)/3.610+6*|-5.750|/(1.90*1.900) =127.581kPa Pmin_x=(F+G)/A-6*|Mdy|/(B*By) =(150.000+292.410)/3.610-6*|-5.750|/(1.90*1.900) =117.521kPa 1.2計算y方向基礎(chǔ)底面反力設(shè)計值 ey=Mdx/(F+G)=-37.000/(150.000+292.410)=-0.084m 因ey≤By/6=0.317 y方向小偏心 Pmax_y=(F+G)/A+6*|Mdx|/(B*Bx) =(150.000+292.410)/3.610+6*|-37.000|/(1.90*1.900) =154.917kPa Pmin_y=(F+G)/A-6*|Mdx|/(B*Bx) =(150.000+292.410)/3.610-6*|-37.000|/(1.90*1.900) =90.185kPa 1.3因Mdx≠0Mdy≠0 Pmax=Pmax_x+Pmax_y-(F+G)/A =127.581+154.917-(150.000+292.410)/3.610 =159.947kPa 1.4計算地基凈反力極值 Pjmax=Pmax-G/A=159.947-292.410/3.610=78.947kPa Pjmax_x=Pmax_x-G/A=127.581-292.410/3.610=46.581kPa Pjmax_y=Pmax_y-G/A=154.917-292.410/3.610=73.917kPa 2.驗算柱邊沖切 YH=h1=0.500m,YB=bc=0.900m,YL=hc=0.900m YB1=B1=0.950m,YB2=B2=0.950m,YL1=A1=0.950m,YL2=A2=0.950m YHo=YH-as=0.460m 因YH≤800，取βhp=1.0 2.1x方向柱對基礎(chǔ)的沖切驗算 x沖切位置斜截面上邊長 at=YL=0.900m x沖切位置斜截面下邊長 ab=YL+2*YHo=1.820m x沖切面積Alx=max((YB1-YB/2-YHo)*(YL+2*YHo)+(YB1-YB/2-YHo,(YB2-YB/2-YHo)*(YL+2*YHo)+(YB2-YB/2-YHo) =max((0.950-0.900/2-0.460)*(0.900+0.460)+(0.950-0.900/2-0.460,(0.950-0.900/2-0.460)*(0.900+0.460)+(0.950-0.900/2-0.460) =max(0.074,0.074) =0.074 x沖切截面上的地基凈反力設(shè)計值 Flx=Alx*Pjmax=0.074*78.947=5.874kN γo*Flx=1.00*5.874=5.87kN γo*Flx≤0.7*βhp*ft_b*am*YHo(6.5.5-1) =0.7*1.000*1.43*1360*460 =626.23kN x方向柱對基礎(chǔ)的沖切滿足規(guī)范要求 2.2y方向柱對基礎(chǔ)的沖切驗算 y沖切位置斜截面上邊長 bt=YB=0.900m y沖切位置斜截面下邊長 bb=YB+2*YHo=1.820m y沖切不利位置 bm=(bt+bb)/2=(0.900+1.820)/2=1.360m y沖切面積Aly=max((YL1-YL/2-YHo)*(YB+2*YHo)+(YL1-YL/2-YHo,(YL2-YL/2-YHo)*(YB+2*YHo)+(YL2-YL/2-YHo =max((0.950-0.900/2-0.460)*(0.900+2*0.460)+(0.950-0.900/2-0.460,(0.950-0.900/2-0.460)*(0.900+2*0.460)+(0.950-0.900/2-0.460) =max(0.074,0.074) =0.074 y沖切截面上的地基凈反力設(shè)計值 Fly=Aly*Pjmax=0.074*78.947=5.874kN γo*Fly=1.00*5.874=5.87kN γo*Fly≤0.7*βhp*ft_b*bm*YHo(6.5.5-1) =0.7*1.000*1.43*1360*460 =626.23kN y方向柱對基礎(chǔ)的沖切滿足規(guī)范要求八、基礎(chǔ)受剪承載力驗算 1.計算剪力 Az=a1+a2+hc =500+500+900 =1900mm Bz=b1+b2+bc =500+500+900 =1900mm A'=Az*max(b1,b2) =1900.0*max(500.0,500.0) =0.95m2 Vs=A'*p=0.9*41.6=39.5kN 2.計算截面高度影響系數(shù)h h=(800/h01/=(800/800.01/=1.0 3.剪切承載力驗算 Ao=Az*h1 =1900*500 =950000.00mm2 γo*Vs=1.0*39.5=39.5kN ≤0.7hftAo=0.7*1.0*1.43*950000.0=950.9kN 受剪承載力驗算滿足要求！九、柱下基礎(chǔ)的局部受壓驗算 因為基礎(chǔ)的混凝土強(qiáng)度等級大于等于柱的混凝土強(qiáng)度等級，所以不用驗算柱下擴(kuò)展基礎(chǔ)頂面的局部受壓承載力。十、基礎(chǔ)受彎計算 1.因Mdx>0,Mdy>0此基礎(chǔ)為雙向受彎，根據(jù)③中751頁條目4（3）中公式 2.計算I-I截面彎矩 因ex≤Bx/6=0.317mx方向小偏心 a=(Bx-bc)/2=(1.900-0.900)/2=0.500m Pj1=((Bx-a)*(Pmax_x-Pmin_x)/Bx)+Pmin_x-G/A =((1.900-0.500)*(127.581-117.521)/1.900)+117.521-292.410/3.610 =43.934kPa 因ey≤By/6=0.317my方向小偏心 a=(By-hc)/2=(1.900-0.900)/2=0.500m Pj2=((By-a)*(Pmax_y-Pmin_y)/By)+Pmin_y-G/A =((1.900-0.500)*(154.917-90.185)/1.900)+90.185-292.410/3.610 =56.883kPa βx=1.021 βy=1.053 MI_1=1/48*βx*(Bx-bc*(2*By+hc)*(Pj1+Pjmax_x) =1/48*1.021*(1.900-0.900*(2*1.900+0.900)*(43.934+46.581) =9.05kN*m MII_1=1/48*βy*