TJ-1結(jié)構(gòu)構(gòu)件計(jì)算書

結(jié)構(gòu)構(gòu)件計(jì)算書TJ-1項(xiàng)名_____________日期____________設(shè)計(jì)者_(dá)____________校者_(dá)____________一設(shè)依《建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范》(GB50007-2011)①《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》(GB50010-②二示圖三計(jì)信構(gòu)件編號(hào)JC-1計(jì)算類型驗(yàn)算面尺寸1.幾參數(shù)墻寬bo=300mm基礎(chǔ)水平長度B1=725mmB2=725mm基礎(chǔ)端部高度h1=300mm基礎(chǔ)根部高度h2=200mm基礎(chǔ)總高度H=500mmas=40mmho=460mm2.材信息墻體材料混凝土基礎(chǔ)砼等級(jí)C35ft=1.57N/mm基礎(chǔ)鋼筋級(jí):HRB400fy=360N/mm3.計(jì)信息結(jié)構(gòu)重要性系數(shù)γo=1.0基礎(chǔ)埋深dh=2.000m基礎(chǔ)及其上覆土的平均容:γ=20.000kN/m最小配筋率ρmin=0.150%4.作在基礎(chǔ)頂部荷載標(biāo)準(zhǔn)值Fgk=900.000kNFqk=1.000kNMgk=0.000kN*mMqk=0.000kN*mVgk=0.000kNVqk=0.000kN永久荷載分項(xiàng)系數(shù)可變荷載分項(xiàng)系數(shù)

fc=16.7N/mm第1頁，共頁

結(jié)構(gòu)構(gòu)件計(jì)算書Fk=Fgk+Fqk=900.000+1.000=901.000kNMk=Mgk+Mqk=0.000+(0.000)=0.000kN*mVk=Vgk+Vqk=0.000+(0.000)=0.000kNF1=rg*Fgk+rq*Fqk=1.24*900.000+1.00*1.000=1117.000kNM1=rg*Mgk+rq*Mqk=1.24*(0.000)+1.00*(0.000)=0.000kN*mV1=rg*Vgk+rq*Vqk=1.24*(0.000)+1.00*(0.000)=0.000kNF2=1.35*Fk=1.35*901.000=1216.350kNM2=1.35*Mk=1.35*(0.000)=0.000kN*mV2=1.35*Vk=1.35*(0.000)=0.000kNF=max(|F1|,|F2|)=max(|1117.000|,|1216.350|)=1216.350kNM=max(|M1|,|M2|)=max(|0.000|,|0.000|)=0.000kN*mV=max(|V1|,|V2|)=max(|0.000|,|0.000|)=0.000kN5.修后的地基承載力特征值fa=1800.000kPa四計(jì)參1.基計(jì)算長度By=1m2.基總寬Bx=B1+B2=0.725+0.725=1.450m3.基底面積A=Bx*By=1.450*1.000=1.450m24.Gk=γ*Bx*By*dh=20.000*1.450*1.000*2.000=58.000kNG=1.35*Gk=1.35*58.000=78.300kN五計(jì)作在礎(chǔ)部矩Mdk=Mk+Vk*H=0.000+(0.000)*0.500=0.000kN*mMd=M+V*H=0.000+(0.000)*0.500=0.000kN*m六驗(yàn)地承力1.驗(yàn)軸心荷載作用下地基承載力pk=(Fk+Gk)/A=(901.000+58.000)/1.450=661.379kPa因γo*pk=1.0*661.379=661.379kPa≤fa=1800.000kPa軸心荷載作用下地基承載力滿足要求因Mdk=0Md=0不驗(yàn)算偏心荷七基受計(jì)1.計(jì)exen=(B2+B1)/2-B2=(0.725+0.725)/2-0.725=0.000mex=(Md+(F+G)*en)/(F+G)=(0.000+(1216.350+78.300)*0.000)/(1216.350+78.300)=0.000m2.計(jì)地基承載力因ex|小心Pmax=(F+G)/A*(1+6*|ex|/Bx)=(1216.350+78.300)/1.450*(1+6*|0.000|/1.450)=892.862kPaPmin=(F+G)/A*(1-6*|ex|/Bx)=(1216.350+78.300)/1.450*(1-6*|0.000|/1.450)=892.862kPa因ex<0第2頁，共頁

結(jié)構(gòu)構(gòu)件計(jì)算書P=Pmin+(B2+bo/2)*(Pmax-Pmin)/Bx=892.862+(0.725+0.300/2)*(892.862-892.862)/1.450)=892.862kPa3.計(jì)彎矩墻體材料為混凝土a1=B1-bo/2=0.725-0.300/2=0.575ma2=B2-bo/2=0.725-0.300/2=0.575ma=max(a1,a2)=max(0.575,0.575)=0.575m*(2*Pmax+P-3*G/A)=1/6*0.575

*(2*892.862+892.862-3*78.300/1.450)=138.674kN*m八基受計(jì)1.計(jì)剪力pk=(Fk+Gk)/B=(901.0+58.0)/1.5=661.38kN/mVs=1m*pk=1m*661.38=661.38kN基礎(chǔ)底面短邊尺寸大于柱寬加兩倍基礎(chǔ)有效高度，不需驗(yàn)算受剪承載力！九配計(jì)1.計(jì)基礎(chǔ)底板X方向筋A(yù)sx=γo*MI/(0.9*ho*fy)=1.0*138.67*10/(0.9*460*360)=930.5mmAsxmin=ρmin*By*H=0.150%*1000