CFG桩复合地基处理工程计算书

1、 1、面积置换率计算rn=ra up q l a q a+f = maspksksi pip ppa，pf式中： spk复合地基承载力特征值，取值为 180kpa；apm面积置换率；ra 单桩承载力特征值（kn）；桩间土强度的发挥系数，按规范取 0.90；upqsili 第 i 层土的厚度；qp单桩承载力 r 计算和取值表a桩侧土侧阻力特征 桩端端阻力特征值 单桩承载力特征层厚（kpa）a素填土0.121.901225/zk1267.79硬塑粘土素填土2.481.404512950/2.9030/264.77264.77硬塑粘土素填土1.201.404512950/zk4 附近. 硬塑粘土素填

2、土2.802.132.875.054.453.053.952.501.942.2045950/124512351235451235zk5261.38274.31硬塑粘土素填土950/zk7可塑粘土素填土380/zk8228.70214.99可塑粘土硬塑粘土素填土380950/zk11可塑粘土/zk12zk14267.72273.341.4025/硬塑粘土素填土0.561.803.2045950/1245硬塑粘土950取值 ra =200kn取 ra =200kn 进行计算。rlf = maapm0.078322、桩位布置m=d / d2e2式中：m实际置换率；n同一承台内桩数量；a 桩截面积，

3、0.09616m （桩径 d=0.35m）；2pa承台面积；d桩身平均直径(m)；d 一根桩分担的处理地基面积的等效直径(m)；正方形布桩 d =1.13s，矩形布桩 d =1.13 s s ，1 2eees、s 、s 分别为桩间距、纵向桩间距和横向桩间距。12. .承台尺寸桩位间距楼号 序号 承台类型桩径(mm)(mm)桩根数0.10650.10010.10010.10450.09480.09380.11530.10570.09750.09580.10220.10900.10650.10010.11030.2275-2.10m(局部1#楼2.6m)4 根6 根9 根djj-04 1300x1

4、300800x800350mm4 根10400x390350mm1100x11000.09480.09380.11530.10570.10450.09580.11610.09750.1001350mmdjj-06 3000x4100 1100x1100350mm950x11001150x900850x1300-1.60m2#楼350mm350mm350mm10 djj-10 2800x4300 1000x1200350mm850x12001150x950950x1100350mm350mm. 350mm850x13001100x9000.10450.1190350mm以上布桩均满足na 桩截面

5、积，0.09616m （桩径 d=0.35m）；2pa承台面积。根据以上单桩承载力计算可知，按上表桩间距布置cfg 桩，有效最短桩长不应小于2.5m，才能满足上部荷载的要求，复合地基承载力特征值fspk200kpa。3、桩体强度选择f 4式中：f 桩体混合料试块 28d 立方体抗压强度平均值。acuapl2pra单桩承载力特征值 200（kn）；cu4、复合地基承载力验算m=pa(1)根据式中：m实际置换率；n同一承台内桩数量；a 桩截面积，0.09616m （桩径 d=0.35m）；2pa承台面积；并根据各类型基础 cfg 桩布桩形式及桩距，经计算，复合地基面积置换率 m 值均可满足设计要求

6、；(2)复合地基承载力验算rlf = maapf式中： spk复合地基承载力特征值；l. .m面积置换率，计算时取实际置换率，见布桩大样图；ra单桩承载力特征值（kn）；复合地基承载力计算结果见下表。复合地基承载力计算结果表处理后的桩间土承桩间土强 复合地基承实际面积载力特征值 fsk 单桩承载力（kpa）按最不利考发挥系数楼号 基础型号度发挥系 载力特征值虑spk0.10650.10010.10010.10450.09480.09380.11530.10570.09750.09580.10220.10900.10650.10010.11030.22750.09480.09380.11530.

7、10570.10450.0958264.77269.70274.40260.16267.10274.30278.10228.43261.81245.06228.43261.74214.99224.88262.58257.19264.67334.78273.35364.89265.44295.36606060606060606060606060606060606060606060600.800.800.800.800.800.800.800.800.800.800.800.800.80.900.900.900.900.900.900.900.900.900.900.900.900.9282.84

8、273.20277.11274.54259.54262.99314.54249.17261.10244.14242.70285.47238.74235.87289.00528.49257.62310.19309.98369.16279.13284.23djj-070.80.90.80.90.80.90.80.9djj-060.80.90.80.90.80.90.80.90.80.9. .0.11610.09750.10010.10450.1190340.75272.62219.94606060376.86269.87231.76243.86367.57224.88323.226060地基处理后

9、的变形计算应按现行的国家标准建筑地基处理技术规范（ jgj79-2012）的有关规定执行，复合地基的压缩模量等于该天然地基压缩模量 倍，按勘察报告提供的桩间土承载力特征值（素ak =f /f （f 为处理后的复合地基承载力， 为压缩模量提高系数）,各土层处理后的压缩模量spk akspk. 本工程根据场地地质条件和上部结构荷载选取最不利位置进行估算。 a ) /， e = apaen= b(2.5- 0.4 lnb) d 0.025 d ， s s 计算变形s = s =nossiii - 1 i - 1siniesii=1i=1sy 沉降经验系数，根据变形计算深度范围内压缩模量的当量值( )

10、、基底附加压力按建筑地基处理技术规essp0ez、z 基础底面至第 层土、第ii - 1ii. 计算压缩计算z (mp (kpa) n压缩模量模量提4土层模量值z项目0)akspk高系数iissi602.9015.4254.85硬塑粘土19012010.316.2433.2031914.0硬塑粘土硬塑粘土19019010.3110.3154.8510.31粉土110605.422.905.421.000素填土硬塑粘土硬塑粘土粉土13.874.78 1.40 0.2491 1.39504.78 5.00 0.2285 3.17501.00 7.60 0.2059 1.68941.00 9.80

11、0.1875 1.09061901901106010.3110.315.4249.2810.315.4228732413.814.22.9015.66可塑粘土硬塑粘土可塑粘土1301901307.2810.317.2839.3155.6739.31180 14.0803.7620.305.40 5.90 0.2307. 硬塑粘土硬塑粘土19019010.3110.3155.6710.311.000.1942014.00粉土1105.425.421.000.1734素填土602.907.2816.8242.2259.8042.225.80 1.98 0.2483 1.9665可塑粘土硬塑粘土可塑

12、粘土1301901305.805.805.8010.317.2834813.2803.7621.815.805.80硬塑粘土硬塑粘土粉土19019011010.3110.315.4259.8010.315.421.00 10.6 0.1869 2.18901.00 16 0.1497 1.6562计算项目z (mp (kpa) n压缩模量4土层f (kpa) f (kpa)z(mp0)akspke (mpa)iisse (mpa)si60802.903.7614.024.83 0.14 0.2499 0.13994.83 2.02 0.2448 1.838018.16180 13.029011

13、.0硬塑粘土硬塑粘土19019010.3110.3149.8010.314.83 4.50 0.2207 1.99461.00 5.90 0.2043 0.8489. .13.00粉土1105.425.421.00602.9010.3110.3112.8645.6710.314.43 2.10 0.2464 2.06984.43 5.00 0.2225 2.38021901901.00 8.00 0.1890 1.598013.626611.71307.287.281.00017.00110605.422.903.765.4213.3417.301.00素填土4.60 3.18 0.2322 2.9536804.60 4.08 0.2217 0.664627616.7硬塑粘土硬塑粘土素填土1901906010.3110.312.9047.4