桩基承载力、天然地基承载力、沉降变形计算.xls

1、大直径压密注浆、桩底扩孔、桩底嵌岩 灌注桩承载力计算保护密码：qwe桩号北楼桩【设设计计标标高高均均为为绝绝对对标标高高】嵌岩桩参数按按建建筑筑桩桩基基技技术术规规范范JGJ94-2008，第第 5.3.9 条条地质孔号B3孔顶标高3.50(m)地下水位-3(m)桩端是否嵌岩嵌岩岩层性质极软岩、软岩沉桩工艺桩端注浆设设计计：单桩抗压荷载标准组合2900(kN)设设计计：单桩抗拔荷载标准组合1600(kN)嵌岩端深径比 hr/d11.90011.900【MAX】hr/d8荷荷载载综综合合分分项项系系数数1.35嵌岩段侧阻和端阻综合系数r2.040极软岩、软岩指frk 15MPa：较硬岩、坚硬岩指

2、frk30MPa。二者之间时自自行行计计算算r内插值灌注桩基本资料桩 长(m)70.00桩径 d(m)1桩顶标高(m)0.60桩顶入土深度(m)2.90扩底灌注桩参数大大直直径径扩扩底底灌灌注注桩桩技技术术规规程程JGJ/225JGJ/225 20102010 第第6.2.36.2.3 条条，抗抗拔拔计计算算同同建建筑筑桩桩基基技技术术规规范范JGJ94-2008JGJ94-2008，第第5.4.65.4.6 条条桩身截面(m2)0.786周长 U(m)3.142桩端标高(m)-69.4桩端入土深度(m)72.90扩孔直径 D(m)斜坡高度 H(m)1.8承压桩不计侧阻高度（m）：灌注桩计算资

3、料抗拔时扩底桩土体破坏面高度4d10d(m)9桩端阻面积Ap(m2)0.786端阻周长U(m)3.142桩身自重(KN)716 注：1.当桩径大于0.8m时，按建筑桩基技术规范JGJ94-2008，第 5.3.6 条对大直径灌注桩考虑si、p大直径桩侧阻、端阻尺寸效应系数3.按大直径扩底灌注桩技术规程JGJ/225 2010，第 6.3.2 条，扩底桩扩大头斜面及变截面以上 2d 长度范围内不应计入桩侧阻力(d 为桩身直径)2.对大直径嵌岩桩（直径800mm），侧阻力和端阻力不需要考虑尺寸效应系数；计算嵌岩段以上土层侧阻力时，应考虑大直径桩侧阻力的尺寸效应系数。4.按桩基规范JGJ94-200

4、8，第 5.4.6 条，计算基桩的抗拔极限承载力。对于扩底桩按表 5.4.6-1 定扩底桩破坏表面周长ui及其计算高度。土层基本信息(si、p取值详：建筑桩基技术规范JGJ94-2008，第 5.3.10 条)桩承承压压(侧阻+端阻)计算桩抗抗拔拔(侧阻)计算抗拔桩分段侧阻计算土层名称土层顶顶面面深度入土厚度li(m)桩侧摩阻力q qsk侧阻修正si抗压强度标准值端阻修正p侧注浆si【桩侧注浆】端注浆p【桩端嵌岩】u*siqsksilipqpkpAp扩孔面高度扩孔侧阻si计算周长 u ui抗拔系数iu*siqsksili*i分段截面一分段截面二3-10.000.100.956 0.003.14

5、0.03-13.02.30150.956103.653.140.7577.73-15.35.70150.956256.883.140.75192.7碎石 3-211.05.00450.928656.193.140.75492.116.09.00250.956676.013.140.75507.0125.05.00350.956525.783.140.75394.3330.02.00450.956800270.403.140.70189.3砂土 132.04.00700.9282500816.593.140.75612.42-136.02.00750.9566000450.673.140.753

6、38.02-238.05.00750.9561126.683.140.65732.343.012.00750.9562704.023.140.651757.655.06.000.9560.003.140.061.02.001.0001.000桩端嵌岩桩入岩1.0003.140.063.09.901.0001.000桩端嵌岩0.001.0003.140.0侧阻总长 70.007586.880.000.00抗拔极限侧阻合计：=5293.6注注：1.1.桩桩注注浆浆段段的的桩桩侧侧摩摩阻阻力力及及桩桩端端端端阻阻力力取取值值为为上上海海市市地地基基基基础础设设计计标标准准DGJDGJ 08-11-2

7、01808-11-2018表表7.2.4-27.2.4-2中中灌灌注注桩桩极极限限摩摩阻阻力力和和端端阻阻力力的的上上限限值值，综综合合调调整整系系数数取取1.21.2。全全国国规规范范全国规范单桩竖向极限承载力安全系数：2.00上海规范桩端阻比 p：0.00分项系数：桩侧摩阻力的分项系数s(表)：2.000桩端阻力的分项系数p(表)：2.000单桩抗抗压压承承载载力力极限值(kN)：7586.88单桩抗压承载力特征值(kN)：3793.442900合合格格单桩抗抗拔拔侧侧阻阻极限值(kN)：5293.57单桩抗抗拔拔承载力特征值(kN)：3362.371600合合格格A:A:【钢钢筋筋混混凝

8、凝土土轴轴心心受受压压桩桩正正截截面面受受压压承承载载力力应应符符合合建建筑筑桩桩基基技技术术规规范范JGJ94-2008JGJ94-2008第第 5.8.25.8.2条条的的规规定定】C:C:抗抗拔拔工工程程桩桩验验算算工工程程桩桩验算【钢筋混凝土桩正截面抗拉承载力应符合建筑桩基技术规范JGJ94-2008第 5.8.7条、3.5.3的规定】钻孔灌注桩裂缝控制等级为三级，最大裂缝限值0.2mm砼抗压强度设计值fc-N/mm2cAps抗压承载力设计值 Rd=fc*c*Aps+0.9fy*As荷载基本组合合格钢筋抗拉强度设计值fy-N/mm2桩抗拔主筋主筋根数(n)抗拔主筋总面积主筋配筋率te螺

9、旋箍筋箍筋间距(mm)箍筋面积体积配箍率C3014.30.80.7869749.53915HRB4003603222176932.25%122001130.25%工工程程试试桩桩验算验算荷载单桩抗拔荷载标准组合（KN）抗拔承载力设计值 N（kN）桩身抗拉强度承载力复核(kN)合格砼抗压强度标准值fck-N/mm2cAps抗压承载力标准值 R=fck*c*Aps+0.9fy*As荷载标准组合合格N =fy*As+fpy*Apy =6369.642160.00C4026.80.80.78617604.55800砼抗拉强度标准值ftk-N/mm2受力特征系数acr保护层厚度Cs钢筋应力 s不均匀系数

10、裂缝宽度max(mm)合格B B：【钻钻孔孔灌灌注注桩桩的的配配筋筋构构造造应应满满足足建建筑筑桩桩基基技技术术规规范范JGJ94-2008JGJ94-2008第第4.1.14.1.1 灌灌注注桩桩配配筋筋规规定定。】C302.012.750900.460.117608c0.70c0.80c0.703按混凝土结构设计规范GB50010-2010 第 7.1.2 条 计算抗拔桩身混凝土裂缝C504908.8C4513257.5C803037.5【7】建筑桩基技术规范JGJ 94-2008 第 5.7.2-7 条砼抗拉强度标准值 ftk特征系数保护层厚度钢筋应力不均匀系数裂裂缝缝宽宽度度max(m

11、m)(mm)合合格格桩桩身身砼砼标标准准抗抗压压强强度度桩桩身身砼砼标标准准抗抗压压强强度度桩桩身身砼砼标标准准抗抗压压强强度度 验算永久荷载控制的桩基的水平承载力时，应将单桩水平承载力特征值乘以调整系数 0.800.80；验算地震作用桩基的水平承载力时，宜将单桩水平承载力特征值乘以调整系数 1.251.25。C502.642.750119.40.200.0650.20C506885.0C4518598.2C804247.5桩基础承台承载力、沉降变形计算 建筑桩基技术规范JGJ94-2008【5.5.7】保护密码：qwe一建筑场地土层、承台、桩基参数三/（2）桩基沉降计算参数 a）场地信息：场

12、地天然地面 (绝对标高 m)：4.80 室内 0.000相对 (绝对标高m)：5.15 场地地下水位面 (绝对标高 m)：2.501承台底压力 Pk ：734.4(kPa)承台底土自重应力 Pc：38.4(kPa)b）荷载信息：上部结构准永久组合轴力 Fk (kN)：5800.0(kN)C0=0.047=2.00群桩长径比 l/d=60C1=1.691=0.135第 i 层桩周土负摩阻力标准值 qnsi：（计算值大于正摩阻力标准值时，表格取正摩阻力标准值.）基础长宽比 Lc/Bc=1.36C2=9.5854考虑群桩效应的基桩下拉荷载标标准准值值-Qng负摩阻力群桩效应系数 n：=1.003桩基

13、沉降计算经验系数-：沉降计算深度范围内压缩模量的当量值 ：=45.494(MPa)：=其中：qns=13.38(kPa)m=8.35（kN/m3)0.430群桩效应的单桩下拉荷载标准值 Qng：=365.60(kN)e)桩端以下沉降计算深度(m)：26.00（m）即时调整桩端以桩基沉降计算深度，直至满足规范【5.5.8】桩基沉降计算深度 Zn 按应力比法确定，计算深度处的附加应力z 与土的自重应力c 应小于 0.2（计算表格各层附加应力栏中查看此值）。求得桩基最终沉降量。5矩形桩基中点最终沉降量=3.63.6（mm）三/（1）土层参数表格G26 孔土土层层参参数数极限侧阻、端阻土层设计参数桩桩

14、位位桩承载力计算负摩阻力计算参数桩基沉降计算建筑桩基技术规范JGJ94-2008第【5.5.7】条土层编号土层编号、属性混凝土钻孔灌注桩土重度压缩模量土层顶面深度厚度厚厚度度土层侧阻土层端阻负摩阻力系数中心点位置平均竖向有效应力负摩阻力标准值土层自重应力桩端至压缩层距离深宽比平均附加应力系数各层附加应力用布辛奈斯克解的桩基沉降量qsikqpikEsihohiliQsikQpkniliiqnsicZi2*Zi/Bcaizz/cZi*aiZi*ai-Zi-1*ai-1sisi(kPa)(kPa)（kN/m3)(MPa)(m)(m)(m)(kN)(m)(m)(kPa)(kPa)(kPa)(m)/(k

15、Pa)/(mm)(mm)1-3杂填土16.004.300.001.400.1522.400.000.001粉质粘土夹粘质粉土15.0018.804.431.401.100.000.00.200.3567.677.5041.080.000.003-1粘质粉土15.0018.602.882.503.600.000.00.253.6085.447.5072.040.000.003-2砂质粉土30.00220018.8014.006.108.600.000.00.358.60138.7615.00147.720.000.00淤泥质粘土30.0016.904.0014.704.300.000.00.20

16、4.30191.4415.00177.390.000.00粉质粘土35.0018.106.0019.004.904.35239.20.350.55208.5017.50217.080.000.00粘质粉土65.00200019.8010.0023.903.103.10316.50.30247.460.000.001砂质粉土85.00500018.8028.0027.005.005.00667.6291.460.000.002粉砂100.00600019.1045.0032.0013.410.1523.61178.1413.4913.2610.610.0555192.780.470.7360.7

17、3656.8156.8119.0052.0045.4112.74528.1526.0020.800.0308106.940.200.8010.0654.3161.12天然地基基础承承载载力力、沉沉降降变变形形计算 建筑地基基础设计规范 GB 50007-2011 第【5.2.4、5.3.5】条保护密码：qwe一建筑场地土层、基础参数，地基承载力验算二基础沉降计算1：场地信息：场地天然地面 (绝对标高 m)：4.50 室内 0.000相对 (绝对标高m)：5.15 场地地下水位面 (绝对标高 m)：2.501：沉降计算点位：基础形心中点沉降2：荷载信息：上部结构准永久组合轴力 (kN)：2800

18、00.0(kN)=计算大型筏基沉降时，轴力应扣除地下室的土层补偿重量。调整时控制 P0 值。应先计算基础 中中心心点点 沉降，确确定定沉降变形 计计算算深深度度，再查看其它点位沉降变形。3：基础信息：基础承台长 Lc (m )：130.00 基础承台宽 Bc (m)：50.00基础埋深 (m )：1.20-相对 0.000基础埋深2：沉降变形计算深度：建筑地基基础设计规范 GB 50007-2011 第 5.3.7底位于第 1 层 1-3 号土层。承台深度(m)：=0.55地下水深度(m)：2.00沉降计算深度(m)：26.00承台底以下沉降计算深度(m)：26.00（m）=0.0250.02

19、50.0250.0254：地基承载力：基础承载力 fa：建筑地基基础设计规范 GB 50007-2011 第【5.2.4】条 承载力宽度修正 b ：0.00 承载力深度修正 d：1.20基底下土重度：16.00基底上土重度 m m：16.003：基底压力值 Pk ：67.1(kPa)基底土自重应力 Pc：8.8(kPa)=71.0(kPa)基础底部平均附加压力 P0 =58.28(kPa)基底压力值 Pk ：建筑地基基础设计规范 GB 50007-2011 第【5.2.1、5.2.2】条基础长宽比：2.60Pk=(Fk+Gk)/A=67.1(kPa)=合合格格计算深度以上有限范围变形 Z=1.

20、00(m)5：软弱下卧层-地基承载力：软弱下卧层验算：建筑地基基础设计规范 GB 50007-2011 第【5.2.7】条4：沉降计算经验系数 s：=0.987建筑地基基础设计规范 GB 50007-2011 第 5.3.5指指定定下下卧卧层层：土层深度(m)：14.70(m)其中：沉降计算深度范围内压缩模量的当量值 ：承载力宽度修正 b ：0.00 承载力深度修正 d：1.00下卧层土重度：6.90下卧层上土重度 m m：9.84=5.12(MPa)下卧层承载力 faz：=199.8(kPa)下卧层附加压力Pz ：=20.9(kPa)Pcz=144.7(kPa)5：【基础形心中点沉降】最终沉

21、降量：【建筑地基基础设计规范 GB 50007-2011 第 5.3.5】其中：Es1/Es2=3.47z/b=0.28则：=9.12=272.7（mm）【注】下卧层地基压力：Pz +Pcz =165.6(kPa)=合合格格三土层参数表格23G26土土层层参参数数土层设计参数基基础础基础沉降计算计算深度校核建筑地基基础设计规范GB 50007-2011 第【5.3.5】条土层编号土层属性土重度压缩模量承载力特征值深度厚度埋埋深深土层自重应力承台底至压缩层距离土层深宽比平均附加应力系数用分层总和法计算基础沉降计算深度之上 z 高度土层变形ESifakhohiHicZiZi/(0.5*Bc)aiZ

22、i*aiZi*ai-Zi-1*ai-1sisiZn-zi(Zn-zi)/(0.5*Bc)az(Zn-zi)*azsn（kN/m3)(MPa)(kPa)(m)(m)(m)(kPa)(m)（mm）（mm）(m)（mm）1-3杂填土16.004.0070.00.001.400.5522.400.850.030.25000.2120.21212.3812.381粉质粘土夹粘质粉土18.805.8385.01.401.1038.081.950.080.24990.4870.27510.9923.373-1粘质粉土18.608.2790.02.503.6069.045.550.220.24971.3860

23、.89825.3248.693-2砂质粉土18.809.67120.06.108.60144.7214.150.570.24603.4802.09550.5099.19淤泥质粘土16.902.4560.014.704.30174.3918.450.740.24224.4690.98894.03193.22粉质粘土18.103.8365.019.004.90214.0823.350.930.23675.5281.05964.45257.6725.001.000.23485.869粘质粉土19.806.7723.902.65240.0526.001.040.23346.0680.54118.622

24、76.2926.001.040.23346.0686.871砂质粉土18.809.6427.002粉砂19.1013.4432.0013.4445.41钢管桩承载力计算保护密码：qwe桩号Z1【设设计计标标高高均均为为绝绝对对标标高高】地质孔号2孔顶标高(m)3.91地下水位(m)3.55单桩承载力特征值700kNkN钢管桩基本资料桩 长(m)33.00钢管直径d(m)0.325桩顶标高(m)3.55桩顶入土深度(m)0.36钢管壁厚 t(mm)：12桩身截面(m2)0.083周长 U(m)1.021桩端标高(m)-29.45桩端入土深度(m)33.36压屈稳定的允许厚径比 t/d：1/45厚

25、径比 t/d：1/27钢管桩计算资料桩端阻面积Ap(m2)0.083端阻周长U(m)1.021空心钢管桩端封口形式：开口钢管桩桩身自重(KN)26*钢材牌号Q345抗拉、抗压、抗弯强度设计值：f295抗剪强度 fv170屈服强度 fy3351.1.按按建建筑筑桩桩基基技技术术规规范范JGJ94-2008JGJ94-2008，第第 5.3.75.3.7 条条，确确定定钢钢管管桩桩单单桩桩竖竖向向极极限限承承载载力力标标准准值值。桩承压计算桩承压计算土层名称土层深度入土厚度li(m)桩侧摩阻力q qsk桩端端阻力q qpk桩端土塞系pu*qsk*lipqpkAp抗拔系数iu*qsk*li*i1填土

26、0.03.141548.090.003 淤泥质粉质粘土夹砂质粉土3.54.101562.790.7043.954 淤泥质粘土7.68.9022199.920.60119.955-1-1 粘土16.54.0035700142.940.6085.775-1-2 粉质粘土20.511.5042850493.150.60295.895-3 粉质粘土32.01.366016000.6783.3288.870.7058.325-4 粉质粘土42.300.657-1 砂质粉土44.500.70331030.2188.87603.88单桩承载力抗抗压压极限值(kN)：1119.08单桩承载力抗压特征值(kN)

27、：559.54700不不合合格格建建筑筑桩桩基基技技术术规规范范JGJ94-2008，第第 5.3.105.3.10 条条计计算算基基桩桩抗抗压压承承载载力力单桩承载力抗抗拔拔侧侧阻阻极限值(kN)：603.88单桩承载力抗抗拔拔特特征征值值(kN)(kN)：328.42建建筑筑桩桩基基技技术术规规范范JGJ94-2008，第第 5.4.5 条条计计算算基基桩桩抗抗拔拔承承载载力力A:【打(压压)入式钢管桩，按建建筑筑桩桩基基技技术术规规范范JGJ94-2008JGJ94-2008第第 5.8.65.8.6条条的规定，验算桩身强度及桩身局部压屈】钢管的横截面积：Aa11800mm2极限压应力（

28、N/mm2）95295钢材抗压强度设计值（N/mm2）合合格格极限压应力比0.321/45合合格格B：钢桩的防腐处理应符合建建筑筑桩桩基基技技术术规规范范JGJ94-2008JGJ94-2008第第 4.1.184.1.18条条规定。当采用“增加腐蚀余量”法时，钢桩的腐蚀速率当无实测资料时可按表 4.1.18 确定；地基基础设计规范地基承载力修正系数表(4.2.3-1,2)混凝土材料属性表 qwe地基承载力系数表地基承载力修正系数表jd(0)NgNqNcgd002.55.141.210.012.55.381.2C1520.012.55.631.2C2030.022.55.91.2C2540.0

29、52.56.191.2C3050.072.56.491.2C3560.112.56.811.2C4070.162.57.161.2C4580.222.57.531.2C5090.32.57.921.17C55100.392.58.351.14C60110.52.718.81.11C65120.632.979.281.07C70130.783.269.811.02C75140.973.5910.370.97C80151.183.9410.980.92161.434.3411.630.85171.734.7712.340.83普普通通热热轧轧钢钢筋筋材材料料属属性性表表 qweqwe182.085

30、.2613.10.8192.485.813.930.8钢筋材料202.956.414.830.8213.57.0715.820.8钢筋牌号224.137.8216.880.8HPB235234.888.6618.050.8HPB300245.749.619.320.8HRB335256.7610.6620.720.8HRB400HRB500地基基础设计规范桩基端、侧阻力分项系数表(6.2.4-2)分项系数rpgpgsSymbol0011.6Symbol10.051.021.64宋体20.11.051.730.151.081.7540.21.121.79上海市地基基础设计标准DGJ 08-11-

31、2018，表7.2.4-250.251.181.82p60.31.241.83s70.351.31.8p80.41.411.7690.451.51.69表 D.0.1-2 矩形面积上均布荷载作用下角点平均附加应力系数()建筑桩基技术规范JGJ94-2008【5.5.7】/建筑地基基础设计规范GB50007-2011【5.3.5】z/ba/b1.01.21.41.61.82.00.00.25000.25000.25000.25000.25000.25000.20.24960.24970.24970.24980.24980.24980.40.24740.24790.24810.24830.2483

32、0.24840.60.24230.24370.24440.24480.24510.24520.80.23460.23720.23870.23950.24000.24031.00.22520.22910.23130.23260.23350.23401.20.21490.21990.22290.22480.22600.22681.40.20430.21020.21400.21460.21800.21911.60.19390.20060.20490.20790.20990.21131.80.18400.19120.19600.19940.20180.20342.00.17460.18220.1875

33、0.19120.19800.19582.20.16590.17370.17930.18330.18620.18832.40.15780.16570.17150.17570.17890.18122.60.15030.15830.16420.16860.17190.17452.80.14330.15140.15740.16190.16540.16803.00.13690.14490.15100.15560.15920.16193.20.13100.13900.14500.14970.15330.15623.40.12560.13340.13940.14410.14780.15083.60.1205

34、0.12820.13420.13890.14270.14563.80.11580.12340.12930.13400.13780.14084.00.11140.11890.12480.12940.13320.13624.20.10730.11470.12050.12510.12890.13194.40.10350.11070.11640.12100.12480.12794.60.10000.10700.11270.11720.12090.12404.80.09670.10360.10910.11360.11730.12045.00.09350.10030.10570.11020.11390.1

35、1695.20.09060.09720.10260.10700.11060.11365.40.08780.09430.09960.10390.10750.11055.60.08520.09160.09680.10100.10460.10765.80.08280.08900.09410.09830.10180.10476.00.08050.08660.09160.09570.09910.10216.20.07830.08420.08910.09320.09660.09956.40.07620.08200.08690.09090.09420.09716.60.07420.07990.08470.0

36、8860.09190.09486.80.07230.07790.08260.08650.08980.09267.00.07050.07610.08060.08440.08770.09047.20.06880.07420.07870.08250.08570.08847.40.06720.07250.07690.08060.08380.08657.60.06560.07090.07520.07890.08200.08467.80.06420.06930.07360.07710.08020.08288.00.06270.06780.07200.07550.07850.08118.20.06140.0

37、6630.07050.07390.07690.07958.40.06010.06490.06900.07240.07540.07798.60.05880.06360.06760.07100.07390.07648.80.05760.06230.06630.06960.07240.07499.20.05540.05990.06370.06700.06970.07219.60.05330.05770.06140.06450.06720.069610.00.05140.05560.05920.06220.06490.067210.40.04960.05370.05720.06010.06270.06

38、4910.80.04790.05190.05530.05810.06060.062811.20.04630.05020.05350.05630.05870.060911.60.04480.04860.05180.05450.05690.059012.00.04350.04710.05020.05290.05520.057312.80.04090.04440.04740.04990.05210.054113.60.03870.04200.04480.04720.04930.051214.40.03670.03980.04250.04880.04680.048615.20.03490.03790.

39、04040.04260.04460.046316.00.03320.03610.03850.04070.04250.044218.00.02970.03230.03450.03640.03810.039620.00.02690.02920.03120.03300.03450.0359附录 E 桩基等效沉降系数e 计算参数建筑桩基技术规范JGJ94-2008【5.5.7】E.0.1 桩基等效沉降系数应按表 E.0.1-1E.0.1-5 中列出的参数，采用本规范式 5.5.9-1 或 5.5.9-2 计算。表表 E.0.1-1 (sa /d=2 )l/dLc/Bc123455C00.2030.28

40、20.3290.3630.389C11.5431.6871.7971.8451.915C25.5635.3565.0865.0204.87810C00.1250.1880.2280.2580.282C11.4871.5731.6531.6761.731C27.0006.2605.7375.5355.29215C00.0930.1460.1800.2070.228C11.5081.5681.6371.6471.696C28.4137.2526.5206.2085.87820C00.0750.1200.1510.1750.194C11.5481.5921.6541.6561.701C29.7838

41、.2367.3106.8976.48625C00.0630.1030.1310.1520.170C11.5961.6281.6861.6791.722C211.1189.2058.0947.5837.09530C00.0550.0900.1160.1350.152C11.6461.6691.7241.7111.753C212.42610.1598.8688.2647.70040C00.0440.0730.0950.1120.126C11.7541.7611.8121.7871.827C214.98412.03610.3969.6108.90050C00.0360.0620.0810.0960.

42、108C11.8651.8601.9091.8731.911C217.49213.88511.90510.94510.09060C00.0310.0540.0700.0840.095C11.9791.9622.0101.9621.999C219.96715.71913.40612.27411.27870C00.0280.0480.0630.0750.085C12.0952.0672.1142.0552.091C222.42317.54614.90113.60212.46580C00.0250.0430.0560.0670.077C12.2132.1742.2202.1502.185C224.8

43、6819.37016.39814.93313.65590C00.0220.0390.0510.0610.070C12.3332.2832.3282.2452.280C227.30721.19517.89716.26714.849100C00.0210.0360.0470.0570.065C12.4532.3922.4362.3412.375C229.74423.02419.40017.60816.049注：Lc 群桩基础承台长度；Bc 群桩基础承台宽度；l 桩长；d 桩径。表表 E.0.1-2 (sa /d=3 )l/dLc/Bc123455C00.2030.3180.3770.4160.44

44、5C11.4831.7231.8751.9552.045C23.6794.0364.0064.0533.99510C00.1250.2130.2630.2980.324C11.4191.5591.6621.7051.770C24.8614.7234.4604.3844.23715C00.0930.1660.2090.2400.265C11.4301.5331.6191.6461.703C25.9005.4355.0104.8554.64120C00.0750.1380.1760.2050.227C11.4611.5421.6191.6351.687C26.8796.1375.5705.3465

45、.07325C00.0630.1180.1530.1790.200C11.5001.5651.6371.6441.693C27.8226.8266.1275.8395.51130C00.0550.1040.1360.1600.180C11.5421.5951.6631.6621.709C28.7417.5066.6806.3315.94940C00.0440.0850.1120.1330.150C11.6321.6671.7291.7151.759C210.5358.8457.7747.3096.82250C00.0360.0720.0960.1140.130C11.7261.7461.805

46、1.7781.819C212.29210.1688.8608.2847.69460C00.0310.0630.0840.1010.115C11.8221.8281.8851.8451.885C214.02911.4869.9449.2598.56870C00.0280.0560.0750.0900.103C11.9201.9131.9681.9161.954C215.75612.80111.02910.2379.44480C00.0250.0500.0680.0810.093C12.0192.0002.0531.9882.025C217.47814.12012.11711.22010.3259

47、0C00.0220.0450.0620.0740.085C12.1182.0872.1392.0602.096C219.20015.44213.21012.20811.211100C00.0210.0420.0570.0690.097C12.2182.1742.2252.1332.168C220.92516.77014.30713.20112.101注：Lc 群桩基础承台长度；Bc 群桩基础承台宽度；l 桩长；d 桩径。表表 E.0.1-3 (sa /d=4 )l/dLc/Bc123455C00.2030.3540.4220.4640.495C11.4451.7861.9862.1012.21

48、3C22.6333.2433.3403.4443.43110C00.1250.2370.2940.3320.361C11.3781.5701.6951.7561.830C23.7073.8733.7433.7293.63015C00.0930.1850.2340.2690.296C11.3841.5241.6261.6661.729C24.5714.4584.1884.1073.95120C00.0750.1530.1980.2300.254C11.4081.5211.6111.6381.695C25.3615.0244.6364.5024.29725C00.0630.1320.1730.20

49、20.225C11.4411.5341.6161.6331.68680C26.1145.5785.0814.9004.65030C00.0550.1170.1540.1810.203C11.4771.5551.6331.6401.691C26.8436.1225.5245.2985.00440C00.0440.0950.1270.1510.170C11.5551.6111.6811.6731.720C28.2617.1956.4026.0935.71350C00.0360.0810.1090.1300.148C11.6361.6741.7401.7181.762C29.6488.2587.27

50、76.8876.42460C00.0310.0710.0960.1150.131C11.7191.7421.8051.7681.810C211.0219.3198.1527.6847.13870C00.0280.0630.0860.1030.117C11.8031.8111.8721.8211.861C212.38710.3819.0298.4857.85680C00.0250.0570.0770.0930.107C11.8871.8821.9401.8761.914C213.75311.4479.9119.2918.57890C00.0220.0510.0710.0850.098C11.97