QTZ63(5510)塔吊基礎(chǔ)計(jì)算書

1矩形板式樁基礎(chǔ)計(jì)算書QTZZJ0)-浙江建機(jī)基礎(chǔ)荷載標(biāo)準(zhǔn)值22、塔機(jī)傳遞至基礎(chǔ)荷載設(shè)計(jì)值Fk52.05MkFkFvk1Mk5三、樁頂作用效應(yīng)計(jì)算4550度γ'(kN/m3)否3mQkmaxFkGk/n+(Mk'+FVk'h)/L3.75)/4+(1770+74.6×1.35)/4.808=705.744kN2、荷載效應(yīng)基本組合QmaxFGnM'+Fv'h)/L+1139.062)/4+(2389.5+100.71×1.35)/4.808=952.754kN4ψC級(jí)zkN/m3)6筋HRB14Φ14否筋HRB14Φ14200000普通鋼筋相對(duì)粘結(jié)特性系數(shù)V0.2裂縫控制等級(jí)1immm是值0承載力計(jì)算5fak5=225/2.5=90kPaQk688kN≤Ra=3815.376kNQkmaxkN≤1.2Ra=1.2×3815.376=4578.451kN2、樁基豎向抗拔承載力計(jì)算Qkmin69kN<0kN07kNQk69kN≤Ra'=537.007kN樁身承載力計(jì)算cfcApfyAs0.9×(360×2155.133))×Q754kN≤ψcfcAp+0.9fy'As'=11943.388kN6fyAs33)×10-3=775.848kNQ98kN≤fyAs=775.848kN4、樁身構(gòu)造配筋計(jì)算控制計(jì)算As/Ate=2155.133/785398=0.003<0.01te取ψ=0.27筋HRB335Φ20@160承臺(tái)底部短向配筋HRBΦ20@160筋HRBΦ20@160筋HRBΦ20@160承臺(tái)計(jì)算不計(jì)承臺(tái)及上土自重:axFnML05/4+2389.5/4.808=639.713kNinFnML1.05/4-2389.5/4.808=-354.188kN承臺(tái)底部所受最大彎矩:axabBkNmaxalBkNm承臺(tái)頂部所受最大彎矩:xFminabBkNmyFminalBkNm切計(jì)算VF/n+M/L=571.05/4+2389.5/4.808=639.713kN響系數(shù)：βhs=(800/1290)1/4=0.887alalBd.4-1.6-1)/2=0.4m數(shù)：αb=1.75/(λb+1)=1.75/(0.31+1)=1.3368算ab.4m≤B+2h0=4.18m，al=3.4m≤B+2h0=4.18m4、承臺(tái)配筋計(jì)算ASMy/(γS1h0fy1)=575.742×106/(0.998×1290×300)=1491mm2率：ρ=0.15%mASMx/(γS2h0fy1)=575.742×106/(0.998×1290×300)=1491mm2率：ρ=0.15%9mASM'y/(γS1h0fy1)=318.769×106/(0.999×1290×300)=825mm2率：ρ=0.15%m