刚性桩复合地基计算书(cfg桩)三相岩土

'三相岩土—刚性桩复合地基计算程序淘宝有售说明：1.高程请输入绝对标高，或统一高程系统。2.桩边至筏板边距离为采用等效实体法计算沉降时采用。3.地基承载力修正深度适合建筑周边存在独立基础的地下车库时，修正深度不同于基础埋深时。4.输入土层各压力段下孔隙比很重要，用于计算不用压力段下压缩模量，输入此值以后，输入的压缩模量值会在计算时被替换。5.保存数据与读取数据均为EXCEL2003格式，计算书为word2003格式。6.如有问题可发邮件到2419859460@qq.com淘宝店名：三相岩土9 三相岩土—刚性桩复合地基计算程序淘宝有售复合地基计算书5号楼一、计算条件1.地质条件主层号亚层号土层名称层底标高(m)地层厚度(m)重度(KN/m3)压缩模量(Mpa)承载力(Kpa)深度修正系数侧阻标准值(Kpa)端阻标准值(Kpa)10填土30.511.7018.003.001001.00——20细砂27.213.3019.5015.501703.00——30细砂17.619.6019.7019.002203.0065—40粘土9.717.9017.7015.111401.0053—50细砂0.519.2019.7020.003003.0070240060粘土-3.293.8017.6020.501801.0066100070细砂-8.395.1019.8021.703103.0072250080卵石-13.495.1021.0035.003304.40140460090粉质粘土-14.591.1019.9020.231801.60——100细砂-19.094.5019.9021.503203.00——110粉质粘土-20.191.1019.9020.232001.60——120细砂-22.792.6019.8022.003503.00——土层高压固结孔隙比e主层号亚层号土层名称e0e0.1e0.2e0.3e0.4e0.5e0.6e0.8e1.0e1.2e1.640粘土0.8590.7800.7390.6630.6540.6430.6360.6230.6110.5970.57160粘土0.8310.7480.7100.6440.6260.6160.6050.5870.5730.5630.54190粉质粘土0.9120.7870.7500.7190.7010.6930.6830.6640.6490.6390.624110粉质粘土0.7870.6720.6390.6160.6010.5900.5800.5630.5530.5410.5292.工程概况基础长度：67.83m基础宽度：17.73m地基承载力修正深度：0.50m基底压力：570kpa准永久荷载：540KN/m3地下水位高程：18.00m自然地面标高：32.21m3.桩基参数桩长：26m桩径：500mm桩顶标高：21.73m桩间土承载力发挥系数β：1.0单桩承载力发挥系数λ：0.9桩端阻力发挥系数：1.0桩顶标高:21.73m布桩形式：矩形桩间距X方向：1.7mY方向：1.8m二、复合地基承载力计算1.桩在地层中位置9 三相岩土—刚性桩复合地基计算程序淘宝有售主层号亚层号土层名称地层计算厚度(m)侧阻标准值(Kpa)端阻标准值(Kpa)30细砂4.1265—40粘土7.9053—50细砂9.2070—70细砂0.987225002.单桩竖向承载力特征值计算根据《建筑地基处理技术规范》(JGJ79)第7.1.5条式(7.1.5-3)Ra=×(up∑qsili+αpqpAp)=×[π×0.50×(4.12×65+7.90×53+9.20×70+3.80×66+0.98×72)+1.00×π×0.252×2500.00]=1542.80KNRa—单桩竖向承载力特征值(KN)up—桩周长(m)qsi—桩周第i层土极限侧阻力标准值(Kpa)li—桩周第i层土厚度(Kpa)αp—桩端端阻力发挥系数qp—桩的极限端阻力标准值(Kpa)Ap—桩的截面积(m2)3.面积置换率计算根据《建筑地基处理技术规范》(JGJ79)第7.1.5条式(7.1.5-1)布桩类型：矩形=0.502/(1.052×1.70×1.80)=0.0640m—面积置换率d—桩径(m)de—一根桩分担的处理地基面积的等效圆直径(m)4.桩间土承载力基底以下存在软弱下卧层,天然地基承载力按207.8873Kpa计算主层号亚层号土层名称修正深度(m)平均重度(KN/m3)深度修正系数修正后承载力(Kpa)40粘土4.1218.751207.89fsk=207.89Kpa5.复合地基承载力计算根据《建筑地基处理技术规范》(JGJ79)第7.1.5条式(7.1.5-2)fspk=λm+β(1-m)fsk=0.90×0.0640×1542.80/(π×0.252)+0.95×(1-0.0640)×207.89=637.32Kpafspk—复合地基承载力特征值(kpa)λ—单桩承载力发挥系数β—桩间土承载力发挥系数6.复合地基承载力深度修正不考虑深度修正fspa=fspk=637.32Kpafspa—深度修正后复合地基承载力(kpa)7.桩体试块抗压强度计算达到设计要求的复合地基承载力需要的单桩竖向承载力特征值Ra==[570.00-0.95×(1-0.0640)×207.89]×π×0.252/(0.90×0.0640)=1063.73KN9 三相岩土—刚性桩复合地基计算程序淘宝有售桩身试块抗压强度,根据《建筑地基处理技术规范》(JGJ79)第7.1.6条式(7.1.6-2)fcu≥4=4×0.90×1063.73/(π×0.252)/1000=24.08Mpafcu—桩体试块抗压强度(Mpa)三、下卧层承载力验算1.天然地基下卧层承载力验算根据《建筑地基基础设计规范》(GB50007)第5.2.7条式(5.2.7-1)Pz+Pcz≤fazPz—下卧层顶面处附加压力值(kPa)Pcz—下卧层顶面处土的自重压力值(kPa)faz—下卧层顶面处经深度修正后承载力特征值(kPa)计算结果见下表主层号亚层号土层名称层顶标高m有效重度KN/m3附加应力系数附加应力PzKpa自重应力PczkpaPz+Pczkpa修正深度m平均重度KN/m3深度修正系数修正后承载力kpa计算结果30细砂21.7319.701.0000367.09202.91570.000.5019.703.00220.00不满足30细砂18.009.700.9739357.50276.39633.894.2317.373.00414.39不满足40粘土17.617.700.9661354.66280.17634.834.6216.721.00208.90不满足50细砂9.719.700.7042258.52341.00599.5212.5211.033.00697.74满足60粘土0.517.600.4613169.33430.24599.5721.7210.471.00402.10不满足70细砂-3.299.800.3936144.50459.12603.6225.5210.043.001063.58满足80卵石-8.3911.000.3226118.42509.10627.5230.6210.004.401655.25满足90粉质粘土-13.499.900.267998.35565.20663.5535.7210.141.60751.56满足100细砂-14.599.900.257894.63576.09670.7236.8210.143.001424.35满足110粉质粘土-19.099.900.221481.27620.64701.9141.3210.111.60860.29满足120细砂-20.199.800.213678.40631.53709.9342.4210.103.001620.72满足2.复合地基下卧层承载力验算根据《建筑地基基础设计规范》(GB50007)第5.2.7条式(5.2.7-1)Pz+Pcz≤faz计算结果见下表主层号亚层号土层名称层顶标高m有效重度KN/m3附加应力系数附加应力PzKpa自重应力PczkpaPz+Pczkpa修正深度m平均重度KN/m3深度修正系数修正后承载力kpa计算结果80卵石-8.3911.000.3226118.42509.10627.5230.6210.004.401655.25满足90粉质粘土-13.499.900.267998.35565.20663.5535.7210.141.60751.56满足100细砂-14.599.900.257894.63576.09670.7236.8210.143.001424.35满足110粉质粘土-19.099.900.221481.27620.64701.9141.3210.111.60860.29满足120细砂-20.199.800.213678.40631.53709.9342.4210.103.001620.72满足3.按桩基模式验算桩端下卧层承载力根据《建筑桩基技术规范》(JGJ94)第5.4.1条式(5.4.1-1)σz+γmz≤fazσz—作用于下卧层顶面的附加应力γm—下卧层顶面以上深度修正范围内土层加权平均重度(KN/m3)9 三相岩土—刚性桩复合地基计算程序淘宝有售z—修正深度(m)σz0==[570.00-3/2×(67.83+17.73-4×0.80)×(4.12×65+7.90×53+9.20×70+3.80×66+0.98×72)]/[(67.83-2×0.80)×(17.73-2×0.80)]=212.08kpaσz0—桩端位置附加应力(kpa)Fk+Gk—建筑荷载与基础覆土重之和,即基底压力(kpa)A0、B0—桩群外缘矩形底面的长、短边边长(m)计算结果见下表主层号亚层号土层名称层顶标高m有效重度KN/m3附加应力系数附加应力σz自重应力γ·zkpaσz+γ·zkpa修正深度m平均重度KN/m3深度修正系数修正后承载力kpa计算结果70细砂-4.279.801.0000212.08468.72680.8126.503.0010.031092.41满足80卵石-8.3911.000.9636204.36509.10713.4630.624.4010.001655.25满足90粉质粘土-13.499.900.7938168.36565.20733.5635.721.6010.14751.56满足100细砂-14.599.900.7531159.72576.09735.8136.823.0010.141424.35满足110粉质粘土-19.099.900.6043128.16620.64748.8041.321.6010.11860.29满足120细砂-20.199.800.5733121.59631.53753.1242.423.0010.101620.72满足四、沉降计算1.天然地基沉降计算根据《建筑地基基础设计规范》(GB50007)第5.3.5条式(5.3.5)s=ψs∑(ziαi-zi-1αi-1)s—地基最终变形量(mm)ψs—沉降计算经验系数p0—准永久组合时基础底面处的附加应力(kpa)，p0=337.09kpazi、zi-1—基础底面至第i层土、第i-1层土底面的距离(m)αi、αi-1—基础底面至第i层土、第i-1层土底面范围内平均附加应力系数Esi—基础底面下第i层土的压缩模量(Mpa)，应取土的自重压力至土的自重压力与附加压力之和的压力段计算，根据《土工试验方法标准》(GBT50123)第14.1.9、14.1.10条Esi=e0—初始孔隙比pi1、pi2—第i层土自重应力、第i层土自重应力与附加应力之和(Kpa)ei1、ei2—第i层土自重应力下孔隙比、第i层土自重应力与附加应力之和作用下孔隙比,根据高压固结试验内插计算根据《建筑地基基础设计规范》(GB50007)第5.3.7条,地基变形计算深度zn应符合式(5.3.7)条规定Δsn"≤0.025∑Δsi"Δsi"—在计算深度范围内,第i层土计算变形值(mm)Δsn"—在由计算厚度向上取厚度为Δz的土层计算变形值(mm)Δz—根据基础宽度b=17.73m，查表5.3.7，Δz=1m计算过程见下表9 三相岩土—刚性桩复合地基计算程序淘宝有售主层号亚层号土层名称计算深度m有效重度KN/m3自重应力Pczkpa附加应力PzKpaPz+Pczkpa孔隙比e1孔隙比e2压缩模量Mpa平均附加应力系数Ai本层沉降Δs"mm30细砂1.0019.70202.91337.09540.0019.000.99980.999817.74302.0019.70222.61336.87559.4819.000.99880.997817.70303.0019.70242.31335.41577.7119.000.99620.991017.58303.7319.70256.69331.80588.4919.000.99300.715412.6930细砂4.129.70264.37327.60591.9719.000.99090.37836.7140粘土5.127.70274.07324.82598.890.6830.63612.950.98380.954524.85406.127.70281.77316.13597.900.6770.63614.440.97460.927521.66407.127.70289.47305.64595.110.6710.63616.390.96350.895918.42408.127.70297.17293.91591.080.6650.63719.150.95090.861415.16409.127.70304.87281.50586.370.6630.63720.440.93720.825313.614010.127.70312.57268.86581.430.6620.63720.340.92250.788913.074011.127.70320.27256.33576.600.6610.63820.240.90730.752912.544012.027.70327.20244.14571.340.6610.63820.130.89320.647710.8550细砂13.029.70334.90233.58568.4820.000.87740.687611.595014.029.70344.60222.37566.9720.000.86160.655511.055015.029.70354.30211.76566.0620.000.84580.625010.535016.029.70364.00201.75565.7520.000.83030.596210.055017.029.70373.70192.34566.0420.000.81490.56919.595018.029.70383.40183.49566.8920.000.79980.54359.165019.029.70393.10175.18568.2820.000.78510.51948.765020.029.70402.80167.38570.1820.000.77070.49688.375021.029.70412.50160.05572.5520.000.75670.47558.015021.229.70414.44153.15567.5920.000.75390.09271.5660粘土22.227.60424.14151.83575.970.6240.60817.440.74030.45168.736023.227.60431.74145.41577.150.6230.60817.390.72700.43288.396024.227.60439.34139.37578.710.6220.60717.330.71420.41528.086025.027.60445.42133.67579.090.6210.60717.290.70410.32016.2470桩端26.009.80452.87129.34582.2121.700.69210.37835.8870细砂26.029.80453.06124.30577.3621.700.69190.00760.127027.029.80462.86124.20587.0621.700.68000.37075.76总沉降计算值s"=334.45mm在基底以下27.02m以上1m厚度土层计算变形值ΔsΔs=5.76mm<0.025∑Δs"=8.36mm沉降计算深度满足要求。变形计算深度范围内压缩模量的当量值，根据《建筑地基基础设计规范》(GB50007)式5.3.6==18.3738/0.9922=18.52Ai—第i层土附加应力系数沿土层厚度的积分值，Ai=ziαi-zi-1αi-1沉降计算经验系数ψs根据p0=337.09kpa、=18.52查表5.3.5，ψs=0.259最终变形量ss=ψss"=0.259×339.99=86.700mm2.复合地基沉降计算复合土层的压缩模量，根据《建筑地基处理技术规范》(JGJ79)第7.7.1条规定，复合土层的分层与天然地基相同，各复合土层的压缩模量等于该层天然地基压缩模量的ζ倍Espi=ζEsiζ==637.32/220.00=2.897沉降计算过程见下表9 三相岩土—刚性桩复合地基计算程序淘宝有售主层号亚层号土层名称计算深度m自重应力Pczkpa附加应力PzKpaPz+Pczkpa孔隙比e1孔隙比e2压缩模量Mpa复合压缩模量Mpa平均附加应力系数Ai本层沉降Δs"mm30细砂1.00202.91337.09540.0019.0055.040.99980.99986.12302.00222.61336.87559.4819.0055.040.99880.99786.11303.00242.31335.41577.7119.0055.040.99620.99106.07303.73256.69331.80588.4919.0055.040.99300.71544.3830细砂4.12264.37327.60591.9719.0055.040.99090.37832.3240粘土5.12274.07324.82598.890.6830.63612.9537.510.98380.95458.58406.12281.77316.13597.900.6770.63614.4441.820.97460.92757.48407.12289.47305.64595.110.6710.63616.3947.490.96350.89596.36408.12297.17293.91591.080.6650.63719.1555.490.95090.86145.23409.12304.87281.50586.370.6630.63720.4459.200.93720.82534.704010.12312.57268.86581.430.6620.63720.3458.930.92250.78894.514011.12320.27256.33576.600.6610.63820.2458.650.90730.75294.334012.02327.20244.14571.340.6610.63820.1358.320.89320.64773.7450细砂13.02334.90233.58568.4820.0057.940.87740.68764.005014.02344.60222.37566.9720.0057.940.86160.65553.815015.02354.30211.76566.0620.0057.940.84580.62503.645016.02364.00201.75565.7520.0057.940.83030.59623.475017.02373.70192.34566.0420.0057.940.81490.56913.315018.02383.40183.49566.8920.0057.940.79980.54353.165019.02393.10175.18568.2820.0057.940.78510.51943.025020.02402.80167.38570.1820.0057.940.77070.49682.895021.02412.50160.05572.5520.0057.940.75670.47552.775021.22414.44153.15567.5920.0057.940.75390.09270.5460粘土22.22424.14151.83575.970.6240.60817.4450.520.74030.45163.016023.22431.74145.41577.150.6230.60817.3950.370.72700.43282.906024.22439.34139.37578.710.6220.60717.3350.210.71420.41522.796025.02445.42133.67579.090.6210.60717.2950.080.70410.32012.1570桩端26.00452.87129.34582.2121.7062.860.69210.37832.0370细砂26.02453.06124.30577.3621.700.69190.00760.127027.02462.86124.20587.0621.700.68000.37075.767028.02472.66119.33591.9921.700.66850.35645.547029.02482.46114.72597.1921.700.65720.34295.337030.02492.26110.35602.6221.700.64630.33005.137030.12493.24106.21599.4521.700.64530.03230.5080卵石31.12503.04105.81608.8535.000.63470.31663.058032.12514.04101.89615.9435.000.62440.30512.948033.12525.0498.18623.2235.000.61450.29412.838034.12536.0494.64630.6835.000.60480.28362.738035.12547.0491.27638.3235.000.59530.27372.648035.22548.1488.07636.2135.000.59440.02680.2690粉质粘土36.22559.1487.76646.900.6870.67919.640.58530.26334.529036.32560.1384.72644.850.6870.67919.640.58440.02580.44100细砂37.32570.0384.42654.4621.500.57550.25343.97总沉降计算值s"=159.17mm在基底以下37.32m以上1m厚度土层计算变形值ΔsΔs=3.97mm<0.025∑Δs"=3.98mm沉降计算深度满足要求。变形计算深度范围内压缩模量的当量值，根据《建筑地基处理技术规范》(JGJ79)式7.1.8==21.4778/0.4722=45.49Ai—加固土层第i层土附加应力系数沿土层厚度的积分值9 三相岩土—刚性桩复合地基计算程序淘宝有售Aj—加固土层下第j层土附加应力系数沿土层厚度的积分值沉降计算经验系数ψs根据=45.49查《建筑地基处理技术规范》(JGJ79)表7.1.8，ψs=0.200最终变形量ss=ψss"=0.200×159.17=31.83mm3.按等效实体法进行复合地基沉降计算声明：本方法结合了《建筑地基基础设计规范》(GB50007)、《复合地基技术规范》(GB/T50783)和《建筑桩基技术规范》(JGJ94)及部分论文观点，软件作者个人总结的计算方法，各位用户可做为参考使用。根据《复合地基技术》(JGJ79)第5.3.1条规定，复合地基的沉降由垫层压缩变形量、加固区复合土层压缩变形量(s1)、加固区下卧土层下卧变形量(s2)组成。其中垫层压缩变形量在施工期已基本完成可忽略不计，加固区复合土层压缩变形量(S1)对于刚性桩复合地基亦可忽略不计。复合地基加固区下卧土层压缩变形量(s2)计算，参照《建筑地基基础设计规范》(GB50007)式(5.3.5)s=ψs∑(ziαi-zi-1αi-1)s—地基最终变形量(mm)ψs—沉降计算经验系数p0z—准永久组合时桩端底面处的附加应力(kpa),参照《复合地基技术》(JGJ79)第98页公式(4)p0z=A、B—基础长边、短边边长(m)A0、B0—桩群外缘矩形底面的长、短边边长(m)p0—准永久组合时基础底面处的附加应力(kpa)，p0=153.45kpa沉降计算过程见下表主层号亚层号土层名称计算深度m有效重度KN/m3自重应力Pczkpa附加应力PzKpaPz+Pczkpa孔隙比e1孔隙比e2压缩模量Mpa平均附加应力系数Ai本层沉降Δs"mm70细砂0.029.80453.06153.45606.5121.701.00000.02000.14701.029.80462.86153.45616.3121.700.99980.99987.07702.029.80472.66153.34626.0021.700.99880.99777.06703.029.80482.46152.65635.1221.700.99610.99087.01704.029.80492.26150.99643.2621.700.99150.97736.91704.129.80493.24148.20641.4421.700.99090.09670.6880卵石5.1211.00503.04147.86650.9035.000.98380.95454.18806.1211.00514.04143.91657.9535.000.97460.92754.07807.1211.00525.04139.13664.1735.000.96350.89593.93808.1211.00536.04133.79669.8335.000.95090.86143.78809.1211.00547.04128.14675.1835.000.93720.82533.62809.2211.00548.14122.39670.5335.000.93570.08050.359010.229.90559.14121.81680.960.6870.67519.780.92100.78526.099 三相岩土—刚性桩复合地基计算程序淘宝有售粉质粘土9010.329.90560.13116.12676.250.6870.67619.770.91950.07650.59100细砂11.329.90570.03115.56685.5921.500.90420.74585.3210012.329.90579.93110.05689.9821.500.88850.71115.08总沉降计算值s"=65.88mm参照《建筑桩基技术规范》(JGJ94)第5.5.8条，在桩底以下12.32m处的附加应力σz与自重应力σc满足下式要求σz=110.05<0.2σc=115.99kpa沉降计算深度满足要求总沉降计算值s"=65.88mm变形计算深度范围内压缩模量的当量值，根据《建筑地基基础设计规范》(GB50007)式5.3.6==10.9461/0.4293=25.50Ai—第i层土附加应力系数沿土层厚度的积分值，Ai=ziαi-zi-1αi-1沉降计算经验系数ψs根据《建筑桩基技术规范》(JGJ94),=25.50查表5.5.11，ψs=0.595最终变形量ss=ψss"=0.595×65.88=39.20mm9'