桩基单桩承载力自动计算表格电子表格

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桩基单桩承载力计算表1,,,,,,,,,,,,,

桩型选择,,砼等级,边长或直径(mm),周长Up(m),截面积Ap(m^2),,桩端标高(绝对标高),桩顶标高(绝对标高),承台底标高(绝对标高),,桩长(m),有效桩长(m),单桩自重Gp

2,,C80,350,1.400,0.123,,-18.4,2.6,2.5,,21,20.9,33.44

土层名称,土层序号,桩侧极限摩阻力fs(KPa),桩端极限端阻力fp(KPa),土层抗拔承载力系数λ,孔号,,,,,,,,

,,,,,J2,,,G2,,,TYC3,,

,,,,,层底绝对标高,承台下桩土层厚度(m),承台下桩埋深(m),层底绝对标高,承台下桩土层厚度(m),承台下桩埋深(m),层底绝对标高,承台下桩土层厚度(m),承台下桩埋深(m)

地表(孔顶),,,,,3.43,,,3.45,,,3.41,,

填土,①,0,,,2.23,0.27,0.27,2.15,0.35,0.35,1.81,0.69,0.69

粉质粘土,②1,15,,0.7,0.53,1.7,1.97,0.45,1.7,2.05,0.21,1.6,2.29

粉砂,②3,40,,0.6,-2.87,3.4,5.37,-2.55,3,5.05,-3.19,3.4,5.69

淤泥质粉质粘土,③,20,,0.7,-6.57,3.7,9.07,-6.55,4,9.05,-6.59,3.4,9.09

淤泥质粘土,④1,25,,0.8,-11.07,4.5,13.57,-14.55,8,17.05,-14.19,7.6,16.69

粉质粘土,⑤1-a,45,,0.8,-17.07,6,19.57,-16.55,2,19.05,-17.69,3.5,20.19

粉砂,⑤2,70,2000,0.65,-23.07,1.33,20.9,-23.85,1.85,20.9,-24.69,0.71,20.9

粘土,⑤3-1,55,800,0.8,-30.77,0,0,-25.95,0,0,-26.79,0,0

粉质粘土,⑦1,70,2000,0.7,-32.07,0,0,-31.95,0,0,-32.99,0,0

粘质粉土夹粉质粘土,⑦2-1,100,6000,0.65,-41.87,0,0,-41.85,0,0,-36.59,0,0

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孔号,端阻力fp,桩端极限阻力Rpk=fpAp,Σfsili,桩侧总极限摩阻力Rsk=UpΣfsili,Rk=Rsk+Rpk,端阻比ρp=Rpk/Rk,桩端阻力分项系数γp,总侧摩阻力分项系数γs,单桩竖向承载力设计值Rd=Rsk/γs+Rpk/γp,Σλifsili,单桩竖向抗拔承载力设计值R'd=UpΣλifsili/γs+Gp,按桩身强度确定单桩竖向承载力设计值Rd=(0.60~0.75)fcAp,

J2,2000,245.00,711.10,995.54,1240.54,0.197,1.118,1.788,775.93,517.77,486.49,2638.65,～3298.31

G2,2000,245.00,645.00,903.00,1148.00,0.213,1.136,1.798,717.86,462.03,437.71,,

TYC3,2000,245.00,625.20,875.28,1120.28,0.219,1.142,1.801,700.39,456.31,432.71,kN,

孔号,端阻力fp,桩端极限阻力Rpk/0.7=fpAp/0.7,Σfsili/0.8,桩侧总极限摩阻力Rsk/0.8=UpΣfsili/0.8,"Rk,E=Rsk,E+Rpk,E","端阻比ρp=Rpk,E/Rk,E",桩端阻力分项系数γp,总侧摩阻力分项系数γs,"单桩竖向抗震承载力设计值RdE=Rsk,E/γs+Rpk,E/γp",选用单桩竖向承载力设计值Rd,选用单桩竖向抗震承载力设计值RdE,选用单桩竖向抗拔承载力设计值R'd,

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J2,2000,350.00,888.88,1244.43,1594.43,0.220,1.143,1.802,996.79,660kN,850kN,270kN,

G2,2000,350.00,806.25,1128.75,1478.75,0.237,1.164,1.812,923.61,,,,

TYC3,2000,350.00,781.50,1094.10,1444.10,0.242,1.171,1.815,901.60,,,,

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注:1.请用户输入白色底框内数值，无该项则不需输入数值。2.承台底标高可根据桩直径输入为(桩顶标高－0.15)或(桩顶标高－0.20)。3.混