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项目嵌岩桩竖向承载力计算计算依据JGJ94-2008建筑桩基技术规范GB50007-2002建筑地基基础设计规范GB50010-2002混凝土结构设计规范参数输入岩石风化程度完整性嵌岩深径比frk,mpa成孔工艺泥岩中风化较完整06.6干作业砂岩中风化较完整025.1干作业ψ0.7桩长(m)10平均侧阻(kpa)0混凝土fc(mpa)钢筋fy(mpa)侧阻效应ψsi1.00c3014.3hrb335300工作条件系数ψ预制桩干作业泥浆护壁套管护壁软土挤土0.850.90.70.80.6桩身强度计算R=ψ*fc*Aps+0.9As'*fy'桩身强度计算表直径(mm)Aps(mm2)配筋率Rc(KN)1000785,3980.00%7,86112001,130,9730.00%11,32114001,539,3800.00%15,40916002,010,6190.00%20,12618002,544,6900.00%25,47220003,141,5930.00%31,447Qrk桩端阻力计算嵌岩段侧阻端阻综合系数ζr规范值嵌岩深径比00.512345678软岩(15MPa)0.60.80.951.181.351.481.571.631.71.7硬岩(30MPa)0.450.650.810.911.04嵌岩深径比00.512345678砂岩ζr(frk)0.59880.83881.026881.189761.33721.420481.8841.9622嵌岩深径比00.512345678泥岩ζr(frk)0.720.961.141.4161.621.7761.8841.9622Qrk桩端阻力计算表持力层泥岩直径d(mm)D/dD(mm)Ap(mm2)Qrk(KN)Qsk(KN)Quk(KN)Ra(KN)10001.818002544690.04912,092012,0926,04612001.8333333322003801327.11118,063018,0639,03214001.7857142925004908738.52123,326023,32611,66316001.812529006605198.55431,387031,38715,69418001.7777777832008042477.19338,217038,21719,10920001.8360010178760.248,369048,36924,185持力层砂岩直径d(mm)D/dD(mm)Ap(mm2)Qrk(KN)Qsk(KN)Quk(KN)Ra(KN)100011000785398.163411,804011,8045,9021200112001130973.35516,998016,9988,4991400114001539380.423,136023,13611,5681600116002010619.29830,219030,21915,1101800118002544690.04938,246038,24619,1232000120003141592.65447,217047,21723,609基桩承载力表持力层中风化泥岩嵌岩hc/d0直径d(mm)扩底D(mm)配筋率ρ竖向承载力R(KN)混凝土c30100018000.00%5,615钢筋hrb335120022000.00%8,086140025000.00%11,006160029000.00%14,376180032000.00%18,194200036000.00%22,462基桩承载力表持力层中风化砂岩嵌岩hc/d0直径d(mm)扩底D(mm)配筋率ρ竖向承载力R(KN)混凝土c30100010000.00%5,615钢筋hrb335120012000.00%8,086140014000.00%11,006160016000.00%14,376180018000.00%18,194200020000.00%22,462灌注桩水平承载力计算计算依据JGJ94-2008建筑桩基技术规范Rha=0.75*α*γm*ft*w0*(1.25+22ρg)*(1±ζn*N/(γm*ft*An))/νm=20.73KN参数输入桩类灌注桩桩侧土类2土分类标准桩形圆桩混凝土c30钢筋hrb3351淤泥土，淤泥质土，饱和湿陷黄土桩的实际埋深h6m桩顶约束铰接2流塑，软塑黏土(IL0.75)，圆桩d=1me0.9粉土,松散粉细砂，松散，稍密填土方桩b=0.4m3可塑黏土(IL0.25-0.75)、湿陷黄土，m取低值e0.75-0.9粉土，中密填土，稍密细砂ρg桩顶荷载(KN)4硬塑、坚硬（IL0.25)黏土、湿陷黄土0.35%500e0.75粉土,中密中砂，密实老填土5中密，密实的砾砂，碎石类土α=(m*b0/EI)^(1/5)=0.392272(1/m)b0计算d=1md1m圆桩b01.8b01.8m方桩b00.99Ec=30000N/mm2I0=0.045598107EI1162.752地基水平抗力系数的比例系数m预制桩土类别12342.54.5610土类别12344.56.51022灌注桩土类别123452.561435100土类别1234561435100300m(min)6m(max)14桩的换算埋深αhAABCDEF2.42.62.833.54νm桩顶铰接ABCDEF0.6010.6390.6750.7030.750.768νm桩顶固接ABCDEF1.0451.0180.990.9670.9340.926νx桩顶铰接ABCDEF3.5263.1632.9052.7272.5022.441νx桩顶固接ABCDEF1.0951.0791.0551.0280.970.94αγmft(mpa)w0(m3)ρgζnN(KN)An(m2)νmαem0.39227221.430.1013290.35%0.55000.8009750.6016.6666676灌注桩水平承载力计算计算依据JGJ94-2008建筑桩基技术规范Rha=0.75*α^3*EI*χ0a/νx=参数输入桩类灌注桩土类2土分类标准桩形圆桩混凝土c30钢筋hrb4001桩的实际埋深h15m桩顶约束固接2圆桩d=0.45mχ0a(mm)10.3方桩b=m3m取低值ρg桩顶荷载(KN)40.35%5005α=(m*b0/EI)^(1/5)=0.688943(1/m)b0计算d=1md1m圆桩b01.0575b01.0575m方桩b00.45Ec=30000N/mm2I0=0.001603148EI40.88028地基水平抗力系数的比例系数m预制桩土类别12342.54.5610土类别12344.56.51022灌注桩土类别123452.561435100土类别1234561435100300m(min)6m(max)14桩的换算埋深αhFABCDEF2.42.62.833.54νm桩顶铰接ABCDEF0.6010.6390.6750.7030.750.768νm桩顶固接ABCDEF1.0451.0180.990.9670.9340.926νx桩顶铰接ABCDEF3.5263.1632.9052.7272.5022.441νx桩顶固接ABCDEF1.0951.0791.0551.0280.970.94αγmft(mpa)w0(m3)ρgζnN(KN)An(m2)0.68894321.430.0091610.35%0.55000.162197110.22KN土分类标准淤泥土，淤泥质土，饱和湿陷黄土流塑，软塑黏土(IL0.75)，e0.9粉土,松散粉细砂，松散，稍密填土可塑黏土(IL0.25-0.75)、湿陷黄土，e0.75-0.9粉土，中密填土，稍密细砂硬塑、坚硬（IL0.25)黏土、湿陷黄土e0.75粉土,中密中砂，密实老填土中密，密实的砾砂，碎石类土νxαem0.946.6666676混凝土强度值(N/mm2)c15c20c25c30c35c40c45c50c55c60fc7.29.611.914.316.719.121.123.125.327.5c15c20c25c30c35c40c45c50c55c60ft0.911.11.271.431.571.711.81.891.962.04c15c20c25c30c35c40c45c50c55c60Ec2.20E+042.55E+042.80E+043.00E+043.15E+043.25E+043.35E+043.45E+043.55E+043.60E+04σmin/σmaxρc0.20.2-0.30.3-0.40.4-0.50.5疲劳修正系数γρ7.40E-018.00E-018.60E-019.30E-011.00E+00c15c20c25c30c35c40c45c50c55c60疲劳变形模量(N/mm2)1.10E+041.20E+041.30E+041.40E+041.50E+041.55E+041.60E+041.65E+041.70E+04钢筋强度值(N/mm2)HPB235HRB335HRB400RRB400fyk235335400400HPB235HRB335HRB400RRB400fy210300360360HPB235HRB335HRB400RRB400Es2.10E+052.00E+052.00E+052.00E+05钢绞线强度(N/mm2)d(mm)d(mm)1x38.610.81x79.511.112.715.2fptk18601860fptk18601860186018601x38.610.81x79.511.112.715.2fpt13201320fpt13201320132013201x38.610.81x79.511.112.715.2fpy'390390fpy'3903903903901x38.610.81x79.511.112.715.2E1.95E+051.95E+05E1.95E+051.95E+051.95E+051.95E+05c65c70c75c8029.731.833.835.9c65c70c75c802.092.142.182.22c65c70c75c803.65E+043.70E+043.75E+043.80E+04c65c70c75c801.75E+041.80E+041.85E+041.90E+04