刚性桩复合地基计算书(CFG桩)三相岩土.doc

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淘宝店名：三相岩土9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30.511.7018.003.001001.0020细砂27.213.3019.5015.501703.0030细砂17.619.6019.7019.002203.006540粘土9.717.9017.7015.111401.005350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-14.591.1019.9020.231801.60100细砂-19.094.5019.9021.503203.00110粉质粘土-20.191.1019.9020.232001.60120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： 67.83 m 基础宽度： 17.73 m 地基承载力修正深度： 0.50 m 基底压力： 570kpa 准永久荷载： 540KN/m3 地下水位高程： 18.00 m 自然地面标高： 32.21 m3.桩基参数 桩长： 26 m 桩径： 500 mm 桩顶标高： 21.73 m 桩间土承载力发挥系数： 1.0 单桩承载力发挥系数： 0.9 桩端阻力发挥系数： 1.0 桩顶标高: 21.73 m 布桩形式：矩形 桩间距 X方向： 1.7 m Y方向： 1.8 m二、复合地基承载力计算1.桩在地层中位置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4.126540粘土7.905350细砂9.207070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=(upqsili+pqpAp)=0.50(4.1265+7.9053+9.2070+3.8066+0.9872)+1.000.2522500.00=1542.80KN Ra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) p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/(1.0521.701.80) =0.0640 m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4.1218.751207.89 fsk=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=m+(1-m)fsk = 0.90 0.0640 1542.80/(0.252)+0.95(1-0.0640)207.89=637.32Kpa fspk复合地基承载力特征值 (kpa) 单桩承载力发挥系数 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=637.32Kpa fspa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)207.890.252/(0.90 0.0640)=1063.73KN 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) fcu4=40.901063.73/(0.252)/1000=24.08Mpa fcu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(GB 50007)第5.2.7条式(5.2.7-1) Pz+Pczfaz Pz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(GB 50007)第5.2.7条式(5.2.7-1) Pz+Pczfaz 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(JGJ 94)第5.4.1条式(5.4.1-1) z+mz faz z作用于下卧层顶面的附加应力 m下卧层顶面以上深度修正范围内土层加权平均重度(KN/m3) z修正深度(m)z0=570.00-3/2(67.83+17.73-40.80)(4.1265+7.9053+9.2070+3.8066+0.9872)/(67.83-20.80)(17.73-20.80)=212.08kpa z0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 z自重应力zkpaz+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(GB 50007)第5.3.5条式(5.3.5) s=s(zii-zi-1i-1) s地基最终变形量(mm) s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=337.09kpa zi、zi-1基础底面至第i层土、第i-1层土底面的距离(m) i、i-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(GB 50007)第5.3.7条,地基变形计算深度zn应符合式(5.3.7)条规定 sn0.025si si在计算深度范围内,第i层土计算变形值(mm) sn在由计算厚度向上取厚度为z的土层计算变形值(mm) z根据基础宽度b=17.73m，查表5.3.7，z=1m 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smm30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 s s=5.76mm0.025s=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(GB 50007)式5.3.6 =18.3738/0.9922=18.52 Ai第i层土附加应力系数沿土层厚度的积分值，Ai=zii-zi-1i-1 沉降计算经验系数s根据p0=337.09kpa、=18.52查表5.3.5，s=0.259 最终变形量s s=ss=0.259339.99=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倍 Espi=Esi =637.32/220.00=2.897沉降计算过程见下表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smm30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 s s=3.97mm0.025s=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=45.49 Ai加固土层第i层土附加应力系数沿土层厚度的积分值 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s根据=45.49查建筑地基处理技术规范(JGJ79)表7.1.8，s=0.200 最终变形量s s=ss=0.200159.17=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(GB 50007)、复合地基技术规范(GB/T 50783)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(GB 50007)式(5.3.5) s=s(zii-zi-1i-1) s地基最终变形量(mm) s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