EXCEL結(jié)構(gòu)計算軟件大全

灌注樁單樁豎向承載力計算,,,,,,,,,,,,

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孔號,ZK1,,,,,,,,,,,

孔口標(biāo)高,73.50,,,,,,,,,,,

,土層分布:,第1層土,第2層土,第3層土,第4層土,第5層土,第6層土,第7層土,第8層土,第9層土,第10層土,第11層土

,樁身長度Li(m),2.00,3.00,2.50,4.00,2.00,2.00,1.00,5.00,8.00,10.00,0.00

,樁側(cè)極限側(cè)阻力標(biāo)準(zhǔn)值qsik（kPa）,0.00,0.00,25.00,25.00,30.00,35.00,40.00,45.00,65.00,60.00,0.00

,樁端極限端阻力標(biāo)準(zhǔn)值qpk（kPa）,0.00,0.00,0.00,0.00,0.00,0.00,0.00,0.00,0.00,4500.00,0.00

樁徑D(m),0.80,總樁長（m)：,,39.50,,,,,,,,

樁身混凝土強度等級,C30,混凝土軸心抗壓設(shè)計值fc(N/mm2)=,,,,14.30,,,,,,

大直徑樁側(cè)阻力尺寸效應(yīng)系數(shù)ψs=(0.8/D)^1/3,,1.0000,,,,,,,,,,

大直徑樁端阻力尺寸效應(yīng)系數(shù)ψp=(0.8/D)^1/3,,1.0000,,,,,,,,,,

,樁身周長u(m),2.512,,,,,,,,,,

,樁端面積Ap(m^2),0.503,,,,,,,,,,

單樁極限側(cè)阻力標(biāo)準(zhǔn)值(kN)Qsik=u*qsik*lsi,,0.00,0.00,157.00,251.20,150.72,175.84,100.48,565.20,1306.24,1507.20,0.00

單樁總極限側(cè)阻力標(biāo)準(zhǔn)值(kN)∑Qsik=ψs*Qsik,,4213.88,,,,,,,,,,

單樁極限端阻力標(biāo)準(zhǔn)值(kN)Qpk=ψp*qpk*Ap,,2261.95,,,,,,,,,,

單樁豎向極限承載力標(biāo)準(zhǔn)值(kN)Quk=∑Qsik+Qpk,,6475.83,,,,,,,,,,

單樁豎向承載力特征(kN)Ra=（∑Qsik+Qpk)/2,,3237.91,,,,,,,,,,

樁身強度驗算,0.65*fc*Ap=,4672.18,滿足要求!,,,,,,,,,

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根據(jù)樁徑按內(nèi)插法計算工程樁樁身配筋率(0.30%～0.65%),,0.360,%,,,,,,,,,

工程樁樁身最小配筋值,,1811.29,,,,,,,,,,

,φ12根數(shù)(As=113),17,,縱筋間距,135,,,,,,,

,φ14根數(shù)(As=154),12,,縱筋間距,191,,,,,,,

,φ16根數(shù)(As=201),10,,縱筋間距,229,,,,,,,

,φ18根數(shù)(As=254),8,,縱筋間距,287,,,,,,,

試樁樁身最小配筋,As=[Quk-0.65*fc*Ap*(1-3%)]/fy=,6479.38,(mm2),,,,,,,,,

,φ16根數(shù)(As=201),33.00,,縱筋間距,69.46,,,,,,,

,φ18根數(shù)(As=254),26.00,,縱筋間距,88.16,,,,,,,

,φ20根數(shù)(As=314),21.00,,縱筋間距,109.15,,,,,,,

,φ22根數(shù)(As=381),18.00,,縱筋間距,127.34,,,,,,,

,φ25根數(shù)(As=491),14.00,,縱筋間距,163.73,,,,,,,

錨樁兼做工程樁時單樁抗拔承載力,,,,,,,,,,,,

,Rd'=（λ*∑Qsik)/γs+Gp=,1574.95,,,,,,,,,,

,λ為抗拔承載力系數(shù)，一般取0.5~0.6,,,,,,,,,,,

,γs為樁的抗拔承載力分項系數(shù)，取1.6,,,,,,,,,,,

,Gp為樁的自重，地下水以下扣除浮力，浮力分項系數(shù)1.2,,,Gp=(25-10*1.2)*Ap*∑lsi=,,,258.11,kN,,,,

,錨樁樁身最小配筋A(yù)s'=Rd'/fy=,5249.84,(mm2),,,,,,,,,

,φ16根數(shù)(As=201),27.00,,縱筋間距,84.90,,,,,,,

,φ18根數(shù)(As=254),21.00,,縱筋間距,109.15,,,,,,,

,φ20根數(shù)(As=314),17