Applicability Analysis of Design Method for Settlement Reducing Pile Considering Pile-Soil Interaction
-
摘要: 针对复杂地层中减沉桩基础适用性的问题，基于大量实际工程探讨场地地基与建筑类型、最大沉降控制标准与桩土刚度分布等因素对减沉桩基设计结果的影响，提出以节约用桩量为优化目标的减沉桩基础应用准则和设计方法，并通过工程案例验证了方法的合理性。结果表明：减沉桩基础对多种场地和建筑物类型具有较好的适应性，基础重要性等级、天然地基承载力和桩土刚度分布是决定其应用的关键因素；从节约用桩量和保证基础整体安全性出发，建议软土和硬土地区建筑物所在场地的天然地基承载力满足率不低于0.5和0.65；从保证筏板承载力贡献率考虑，Gibson地基和分层地基的无量纲影响系数建议不低于2.3和1.5；满足上述各项要求可作为判定减沉桩基础适用的基本前提。
-
关键词:
- 桩–土共同作用 /
- 减沉桩设计 /
- 适用性 /
- 无量纲影响系数 /
- 天然地基承载力满足率
Abstract: Regarding the applicability of settlement-reducing piles in complex stratum conditions, the influence of factors such as the site condition and building type, maximum settlement control standard, and pile and soil stiffness distribution on the design of settlement-reducing piles based on a large number of practical engineering projects were discussed. The application criteria and design methods of settlement reducing pile as the optimization objective were proposed, and the rationality was verified by engineering cases. The results show that the settlement-reducing pile has good adaptability to various sites and building types. The important grade of the foundation, the bearing capacity of the foundation, and the stiffness distribution of the pile and soil are the key factors to determine its application. To save the amount of piles and ensure the overall safety of the foundation, it was recommended that the bearing capacity of the foundation in soft and hard soils should not be less than 0.5 and 0.65, respectively. Considering the contribution of raft-bearing capacity, the dimensionless influence coefficient of Gibson soil and layered soil was recommended not to be less than 2.3 and 1.5, respectively. Meeting the above requirements can be used as the premise to determine the applicability of the settlement-reducing pile. -
表 1 桩–土共同作用设计方法
设计方法 方法1 方法2 方法3 基础名称 减少沉降桩基础；蠕变桩基；复合桩基；疏桩基础 组合式桩筏基础（CPRF）；考虑承台效应的复合基桩 基于差异沉降控制的桩筏基础；变刚度调平桩基础 桩基用途 用于减小基础整体沉降，有时兼具补足部分天然地基承载力的作用 承担上部荷载和减小基础沉降，并考虑筏板对上部荷载的分担作用 用于减小基础差异沉降，并考虑筏板对上部荷载的分担作用 单桩承载力取值 单桩承载力极限值 单桩承载力特征值 单桩承载力特征值（或极限值） 布桩方式 均匀布桩或柱（墙）等集中荷载位置布桩 满堂均匀布桩 在柔性筏板中部或荷载集中部位布桩 适用场地（建筑类别） 软土地基（多层和小高层建筑）；硬黏土地基（多层建筑）；砂性土地基（高层建筑） 硬黏土、砂性土地基（高层建筑） 黏性土、砂性土地基（高层建筑） 平均桩间距 ≥6d (3～6)d ≥3d 群桩荷载分担比例 <60% 60%～75% ≥50% 文献来源 [2, 7, 8, 11, 15-20] [21-23] [6, 13, 23, 24] 注：d为桩径。 
下载: 导出CSV
表 2 桩筏基础工程应用案例
序号 地区 建筑类型/层数/高度（m） 场地类别 桩型 沉降/mm $ {\alpha _{\text{r}}} $/% 文献来源 1 法兰克福 高层建筑/64/256 硬黏土 灌注桩 144 45 [25] 2 法兰克福 高层建筑/30/130 硬黏土 灌注桩 150 20 [25] 3 法兰克福 高层建筑/53/208 硬黏土 灌注桩 120 50 [25] 4 法兰克福 高层建筑/38/153 硬黏土 灌注桩 55 27 [28] 5※ 伦敦 多层建筑/7/34.5 硬黏土 灌注桩 20 60 [29] 6 柏林 高层建筑/-/121 松砂–密实砂土 灌注桩 73 52 [25] 7 柏林 高层建筑/-/103 松砂–密实砂土 灌注桩 30 60(推算) [25] 8※ 米兰 高层建筑/52/202 砂砾与黏质粉土互层 灌注桩 - 65(推算) [30] 9※ 那不勒斯 圆形储油罐/-/15 粉砂 CFA桩 30 52 [31] 10※ 佩斯 高层建筑/42/- 砂土与黏土互层 灌注桩 17～40 25(推算) [32] 11※ 昆士兰 高层建筑/30/- 密砂与坚硬黏土互层 CFA桩 44(推算) 58(推算) [33] 12※ 昆士兰 高层建筑/23/- 砂土与黏土互层 CFA桩 <50(推算) 48(推算) [33] 13※ 鹿儿岛 多层建筑/7/45 砂土与粉土互层 灌注桩 10 69(推算) [34] 14※ 浦和 多层建筑/5/17 硬黏土夹砂土 搅拌桩+H型钢 20 50 [35,36] 15※ 日本 圆形筒仓-/12 粉土 钢管桩 30 57 [21] 16 浦和 多层建筑/4/- 黏土，粉土与砂土互层 搅拌桩+H型钢 3～10 49 [37] 17※ 华盛顿 高层建筑/19/- 砂土与黏土互层 H型钢桩 50(推算) 50 [38] 18※ 纽约 高层建筑/36/- 密砂、粉土和卵石 灌注桩 <40(推算) 65 [39] 19※ 奥兰多 高层建筑/16/- 砂土夹黏土和粉土 灌注桩 <25 60 [40] 20 多哈 高层建筑/74/>400 石灰岩和页岩 灌注桩 140～160
(推算)23 [41] 21※ 哥德堡 多层建筑/7/28 软黏土 木桩 30～60 67 [42] 22※ 哥德堡 多层建筑/4/- 软黏土 预制桩 30～48 38 [15] 23※ 墨西哥城 多层建筑/-/- 湖积沼泽土 预制桩 210 17(推算) [1] 24※ 马来西亚 多层建筑/5/- 粉质黏土 预制方桩 50～78 - [26,27] 25※ 寥内群岛 圆形储油罐-/12 软黏土 预制桩 20 - [43] 26※ 北京 高层建筑/51/208 粉质黏土与密实砂砾 矩形挖孔桩 20(推算) 33 [19] 27 厦门 高层建筑/30/94 花岗岩残积砂质黏土 人工挖孔桩 39 73 [44] 28 厦门 高层建筑/30/97 花岗岩残积砂质黏土 人工挖孔桩 <50(推算) - [45] 29 武汉 高层建筑/22/83 粉质黏土和粉细砂 预制管桩 - 20 [46] 30※ 南京 小高层建筑/9/28 粉砂、粉土与粉质黏土 预制方桩 18 38(推算) [47] 31※ 上海 小高层建筑/12/- 软黏土 预制方桩 105(推算) 23 [10] 32※ 上海 小高层建筑/10/- 软黏土 灌注桩 46 34(推算) [11] 33※ 上海 多层建筑/7/17 软黏土 预制方桩 33(推算) 10 [48] 注：$ {\alpha _{\text{r}}} $表示筏板荷载分担比例；“※”表示设计取（接近）单桩极限承载力；“-”表示数据不详。
下载: 导出CSV
表 4 基础类型、场地条件与基础沉降的关系（改自Poulos[53]）
基础类型 场地
类别所在地区（国家） 案例数目 基础柔度
系数/(mm·MPa−1)筏板基础 硬黏土 休斯顿（美国） 2 227~308 石灰岩 安曼（约旦）、
利雅得（沙特阿拉伯）2 25~44 桩筏基础 硬黏土 法兰克福（德国） 5 218~258 密砂 柏林（德国）、
新泻（日本）2 83-130 软岩 迪拜（阿联酋） 5 32-66 石灰岩 法兰克福（德国） 1 38
下载: 导出CSV
表 5 Gibson地基桩筏基础工程实例
建筑物类型 场地
类型Dpr/m Br/m lp/m s/d Eptip/Ertip $ {\alpha _{{\text{raft}}}} $
/%$ {s_{{\text{avg}}}} $
/mm文献
来源30层大楼 硬黏土 3.0 21 20 3.5 4.4 20 150 [25] 64层大楼* 硬黏土 14.0 59 35 6.4 3.1 43 144 [4] 53层大楼* 硬黏土 14.0 54 30 6.0 2.8 51 110 [4] 29层大楼* 硬黏土 15.8 44 22 5.5 2.2 60 60 [25] 32层大楼* 硬黏土 13.5 118 30 6.0 2.8 62 80 [25] 14层大楼* 硬黏土 8.0 101 34 5.8 4.2 60 50 [25] 57层大楼 硬黏土 21.0 62 30 3.3 2.3 15 25 [25] 38层大楼 硬黏土 13.4 44 35 4.3 3.2 27 55 [28] 121 m办公楼* 砂土 3.0 37 16 6.5 2.5 52 73 [16, 25] 103 m办公楼* 砂土 11.0 51 25 6.0 1.8 60 30 [16, 25] 90 m大楼 硬黏土 8.8 25 24.8 4.3 3.3 40 22 [56, 57] 19层大楼 硬黏土 7.5 34 15 3.2 2.6 19 33 [3] 16层大楼 硬黏土 2.5 29 13 3.6 2.2 25 16 [58] 7层会议中心* 硬黏土 13.7 47 16 5.6 2.1 70 14 [29, 59] 42层大楼 硬黏土 14.5 53 26.5 3.8 2.0 29 29 [3, 57] 注：“*”表示按接近单桩竖向极限承载力进行设计；Dpr表示筏板埋深；Br表示基础等效宽度；lp表示桩长；s/d表示距径比；$ {\alpha _{{\text{raft}}}} $表示筏板荷载分担比；$ {s_{{\text{avg}}}} $表示基础平均沉降。
下载: 导出CSV
表 6 分层地基桩筏基础工程实例资料汇总
建筑物类型 上覆土层/
持力土层Dpr/m Br/m lp/m s/d Eptip/Ertip $ {\alpha _{{\text{raft}}}} $
/%$ {s_{{\text{avg}}}} $
/mm文献
来源12层大楼* 淤泥质黏性土/砂质粉土夹粉砂 5.4 50.8 30 10.4 3.2 34 145(推算) [10] 10层办公楼* 砂质粉土夹淤泥质粉质黏土/砂质粉土 4.3 27.4 28.4 4.8 2.4 30 60(推算) [11] 51层办公楼 粉质黏土/砂砾 16 46.0 30 5 2.3 33 20(推算) [60] 19层营业楼 粉质黏土/粉质黏土和黏土 6.5 34.1 7 4.2 2.3 44 22(推算) [60] 6层营业楼* 淤泥质粉质黏土/粉质黏土 2.98 53.0 24 11.4 1.9 70 24 [61] 30层住宅楼 可塑–硬塑残积砂质黏土/硬塑–坚硬残积砂质黏土 10.5 47.3 10 7 2.1 88 39 [45] 30层住宅楼 可塑残积砂质黏土/硬塑残积砂质黏土 11 40.5 15 5.2 1.2 80 25 [45] 7层商业楼* 砂质粉土/砂土 6.5 94.3 25 4.5 1.2 69 10 [34] 52层办公楼* 黏质粉土与砂砾/砂砾 16 39.6 33.2 4.4 1.1 65 - [30] 注：“*”表示按相对较高的单桩竖向承载力进行设计；“-”表示数据不详。
下载: 导出CSV
表 7 筏板下地基土物理力学参数
土体类别 厚度/
m重度/
(kN·m−3)压缩
模量/MPa极限摩
阻力/kPa极限端
阻力/ kPa淤泥质粉质黏土 5.0 17.8 2.5 15 黏土 10.0 17.6 2.46 21 粉质黏土 12.8 18.1 3.95 50 砂质–黏质粉土 7.2 19.4 5.29 55 1200 砂质粉土夹粉砂 4.4 20.0 12.21 60 2000 灰色粉质黏土 未穿透 19.2 5.12 70 4000
下载: 导出CSV
-
[1] ZEEVAERT L. Compensated friction-pile foundation to reduce the settlement of buildings on the highly compressible volcanic clay of Mexico City[C]// Proceedings 4th ICSMFE, London, 1957, 2: 81-86. [2] BURLAND J B, BROMS B B, DE MELLO V H B. Behaviour of foundation and structure[C]// Proceedings 9th International Conference on Soil Mechanics and Foundation Engineering, Tokyo, 1977, 2: 495-546. [3] COOKE R W. Piled raft foundations on stiff clays - a contribution to design philosophy[J]. Geotechnique,1986,36(2):169-203. doi: 10.1680/geot.1986.36.2.169 [4] FRANKE E, EI-MOSSALLAMY Y, WITTMANN P. Calculation methods for raft foundations in Germany[J]. Design applications of raft foundations, 2000: 283-322. [5] POULOS H G. Piled raft foundations: design and applications[J]. Geotechnique,2001,51(2):95-113. doi: 10.1680/geot.2001.51.2.95 [6] RANDOLPH M F. Science and empiricism in pile foundation design[J]. Geotechnique,2003,53(10):847-876. doi: 10.1680/geot.2003.53.10.847 [7] 黄绍铭, 王迪民, 裴 捷, 等. 按沉降量控制的复合桩基设计方法(上)[J]. 工业建筑,1992,22(7):34-36. doi: 10.3321/j.issn:1000-8993.1992.07.009 [8] 黄绍铭, 王迪民, 裴 捷, 等. 按沉降量控制的复合桩基设计方法(下)[J]. 工业建筑,1992,22(8):41-44. doi: 10.3321/j.issn:1000-8993.1992.08.010 [9] 宰金珉. 复合桩基设计的新方法[C]//第七届土力学及基础工程学术会议论文集, 西安:1994: 611-615. [10] 杨 敏, 艾智勇. 以沉降控制为基础的桩基础设计理论与工程实践[C]//中国土木工程学会第八届年会论文集, 北京:1998, 3: 432-436. [11] 杨 敏. 基于变形控制设计原则的减少沉降桩基础研究(英文)[J]. 岩土工程学报,2000,22(4):481-486. doi: 10.3321/j.issn:1000-4548.2000.04.019 [12] 赵锡宏, 董建国. 桩基减少桩数与沉降问题的研究[J]. 土木工程学报,2000,33(3):71-74. doi: 10.3321/j.issn:1000-131X.2000.03.013 [13] 刘金砺, 迟铃泉. 桩土变形计算模型和变刚度调平设计[J]. 岩土工程学报,2000,22(2):151-157. doi: 10.3321/j.issn:1000-4548.2000.02.002 [14] 管自立. 疏桩基础理论与实践[M]. 北京: 中国建筑工业出版社, 2015. [15] HANSBO S, JENDEBY L. A case study of two alternative foundation principles: conventional friction piling and creep piling[J]. Vag-och Vattenbyggaren,1983,7(8):29-31. [16] LONG P D, VIETNAM W S P. Piled raft—a cost-effective foundation method for high-rises[J]. Geotechnical Engineering Journal of the SEAGS & AGSSEA, 2010, 41(3): 1-12. [17] 管自立. 疏桩基础设计实例分析与探讨(一)[J]. 建筑结构,1993,10(6):26-31. [18] 管自立. 疏柱基础设计实例分析与探讨(续)[J]. 建筑结构,1993,23(11):42-46. [19] 宰金珉. 桩土明确分担荷载的复合桩基及其设计方法[J]. 建筑结构学报,1995,16(4):66-74. doi: 10.3321/j.issn:1000-6869.1995.04.001 [20] 刘惠珊. 高层建筑补偿式基础的改进一半补偿的疏桩基础[C] //中国土木工程学会第八届土力学及岩土工程学术会议论文集, 南京:1999: 334-337. [21] KAKURAI M, YAMASHITA K, TOMONO M. Settlement behavior of piled raft foundation on soft ground[C]//Proceedings 8th Asian Regional Conference Soil Mechanics Foundation Engineering, Kyoto, 1987, 1: 373-376. [22] SOMMER H, TAMARO G, DEBENEDITTIS C. Messe Turm, foundations for the tallest building in Europe[C]// Proceedings 4th. International Deep Foundation Institute Conference , Stresa, 1991: 139-145. [23] JGJ 94—2008 建筑桩基技术规范 [S]. 北京: 中国建筑工业出版社, 2008. [24] RANDOLPH M F. Design methods for pile groups and piled rafts[C]//Proceedings 13th ICSMFE, 1994, 5: 61-82. [25] KATZENBACH R, ARSLAN U, MOORMANN CHR. Piled raft foundation projects in Germany[J]. Design applications of raft foundations, 2000: 323-392. [26] TAN Y C, CHOW C M, GUE S S. Piled raft with different pile length for medium-rise buildings on very soft clay[C]//Proceedings 16th Internationl Conference Soil Mechanics Foundation Engineering , Osaka, 2005, 3: 2045-2048. [27] TAN Y C, CHEAH S W, TAHA M R. Methodology for design of piled raft for 5-story buildings on very soft clay[C]//Foundation Analysis and Design: Innovative Methods (GSP 153), ASCE, 2006: 226-233. [28] SALES M M, SMALL J C, POULOS H G. Compensated piled rafts in clayey soils: behaviour, measurements, and predictions[J]. Canadian Geotechnical Journal,2010,47(3):327-345. doi: 10.1139/T09-106 [29] BURLAND J B, KALRA J C. Queen Elizabeth II Conference Centre: Geotechnical aspects[J]. Proceedings of the Institution of Civil Engineers,1986,80(6):1479-1503. doi: 10.1680/iicep.1986.527 [30] ALLIEVI L, FERRERO S, MUSSI A, et al. Structural and geotechnical design of a piled raft for a tall building founded on granular soil[C]//Proceedings of the 18th International Conference on Soil Mechanics and Geotechnical Engineering, 2013: 2659-2661. [31] DE SANCTIS L, RUSSO G. Analysis and performance of piled rafts designed using innovative criteria[J]. Journal of Geotechnical and Geoenvironmental Engineering,2008,134(8):1118-1128. doi: 10.1061/(ASCE)1090-0241(2008)134:8(1118) [32] SMITH D M A, RANDOLPH M F. Piled raft foundations- a case history[C]//Proceedings of Conference Deep Foundation Practice, 1990: 237-245. [33] BADELOW F, POULOS H G, SMALL J C, et al. Economic foundation design for tall buildings[C]//Proceedings of the 10th International Conference on Piling and Deep Foundations, Amsterdam, 2006: 200-209. [34] SONODA R, MATSUMOTO T, KITIYODOM P, et al. Case study of a piled raft foundation constructed using a reverse construction method and its post-analysis[J]. Canadian Geotechnical Journal,2009,46(2):142-159. doi: 10.1139/T08-111 [35] YAMASHITA K, KAKURAI M, YAMADA T, et al. Settlement behaviour of a five-story building on a piled raft foundation[C]//Proceedings of the 2nd International Geotechnical Seminar on Deep Foundations on Bored and Auger Piles, Balkema, Rotterdam, The Netherlands, 1993: 351-356. [36] YAMASHITA K, KAKURAI M, YAMADA T. Investigation of a piled raft foundation on stiff clay[C]//Proceedings 13th International Conference Soil Mechanics Foundation Engineering,New Delhi, 1994, 2: 543-546. [37] YAMASHITA K, KAKURAI M. Settlement behaviour of the raft foundation with friction piles[C]//Proceedings 4th International Conference Piling Deep Foundations, Stresa, Italy, 1991, 1: 461-466. [38] BAKER C N, SMITH B E, NIELSEN H. Use of highly stressed piles to control settlement[C]//Proceedings 4th International Conference Piling Deep Foundations, Stresa, Italy, 1991, 1: 331-336. [39] KHOURY M C, POEPPEL A R, GALLAGHER M J. Piled rafts in New York City-Design overview and case history[C] //Indian Geotechnical Conference-2010, 2010 IGS Mumbai Chapter & IIT Bombay, 2010: 715-718. [40] SALLAM A M, JAMMAL S E. Settlement-control piles to optimize the mat foundation of a high-rise building in Downtown Orlando[C]//Art of Foundation Engineering Practice, ASCE, 2010: 605-619. [41] POULOS H G. The design of foundations for high-rise buildings[J]. Proceedings of the Institution of Civil Engineers-Civil Engineering,2010,163(6):27-32. doi: 10.1680/cien.2010.163.6.27 [42] HANSBO S. Foundations on friction creep piles in soft clays[C]//1st International Conference on Case Histories in Geotechnical Engineering, Missouri University of Science and Technology, 1984: 913-922. [43] LIEW S S, GUE S S, TAN Y C. Design and instrumentation and results of a reinforcement concrete piled raft supporting 2500 ton oil storage tank on very soft alluvium deposits[C] //9th International Conference of Piling and Deep Foundations, ASCE, 2002. [44] 宰金珉, 周 峰, 梅国雄, 等. 自适应调节下广义复合基础设计方法与工程实践[J]. 岩土工程学报,2008,30(1):93-99. doi: 10.3321/j.issn:1000-4548.2008.01.014 [45] 梅国雄, 周 峰, 吴志斌. 桩土共同作用的若干实现方法及其应用[M]. 北京: 科学出版社, 2013. [46] 何颐华, 金宝森. 高层建筑箱形基础加摩擦群桩的桩土共同作用[J]. 岩土工程学报,1990,12(3):53-65. doi: 10.3321/j.issn:1000-4548.1990.03.006 [47] 宰金珉. 塑性支承桩——卸荷减沉桩的概念及其工程应用[J]. 岩土工程学报,2001,23(3):273-278. doi: 10.3321/j.issn:1000-4548.2001.03.003 [48] TANG Y J, PEI J, ZHAO X H. Design and measurement of piled-raft foundations[J]. Proceedings of the Institution of Civil Engineers-Geotechnical Engineering,2014,167(5):461-475. doi: 10.1680/geng.13.00004 [49] DGJ 08—11—2010 地基基础设计规范[S]. [50] DB 33/1001—2003 建筑地基基础设计规范[S]. 杭州: 浙江大学出版社, 2003. [51] SKEMPTON A W, MACDONALD D H. The allowable settlements of buildings[J]. Proceedings of the Institution of Civil Engineers,1956,5(6):727-768. doi: 10.1680/ipeds.1956.12202 [52] ZHANG L, NG A M Y. Limiting tolerable settlement and angular distortion for building foundations[C]//Probabilistic Applications in Geotechnical Engineering, GSP, 2006, 170: 1-11. [53] POULOS H G. Foundation design for tall buildings[J]. Geotechnical Engineering State of the Art and Practice, 2012: 786-809. [54] 董建国, 赵锡宏. 高层建筑地基基础——共同作用理论与实践[M]. 上海: 同济大学出版社, 1997. [55] GB 50007—2011 建筑地基基础设计规范[S]. 北京: 中国建筑工业出版社, 2012. [56] HOOPER J A. Observations on the behaviour of a piled-raft foundation on London Clay[J]. Proceedings of the Institution of Civil Engineers,1973,55(4):855-877. doi: 10.1680/iicep.1973.4144 [57] HOOPER J A. Review of behaviour of piled raft foundations[R]. Construction Industry Research and Information Association, 1979. [58] COOKE R W, SILLETT D F, BRYDEN S D W, et al. Some observations of the foundation loading and settlement of a multi-storey building on a piled raft foundation in London Clay[J]. Proceedings of the Institution of Civil Engineers,1981,70(3):433-460. doi: 10.1680/iicep.1981.1783 [59] PRICE G, WARDLE I F. Queen Elizabeth II Conference Centre: monitoring of load sharing between piles and raft[J]. Proceedings of the Institution of Civil Engineers,1986,80(6):1505-1518. doi: 10.1680/iicep.1986.528 [60] 宰金珉. 复合桩基理论与应用[M]. 北京: 知识产权出版社, 2004. [61] 徐 骥, 方鹏飞, 朱向荣. 复合桩基在杭州百货大楼二期工程中的应用[C]//第十届全国结构工程学术会议论文集(第Ⅱ卷), 2001: 594-598. [62] YAMASHITA K, YAMADA T, HAMADA J. Investigation of settlement and load sharing on piled rafts by monitoring full-scale structures[J]. Soils and Foundations,2011,51(3):513-532. doi: 10.3208/sandf.51.513 [63] POULOS H G. Piled raft and compensated piled raft foundations for soft soil sites[C]//Advances in Designing and Testing Deep Foundations, ASCE, 2005: 214-235. [64] 纠永志. 开挖条件下软粘土地基桩筏础非线性分析 [D]. 上海: 同济大学, 2015. [65] TERZAGHI K. Theoretical soil mechanics[M]. New York: Wiley, 1943. [66] BRINCH HANSEN J. A revised and extended formula for bearing capacity[J]. Geoteknisk Institut bulletin,1970,28:5-11. [67] 杨 军. 桩基沉降控制机理的理论与离心模型试验研究[D]. 上海: 同济大学, 2017. -
图(7) / 表(7)
计量
- 文章访问数: 91
- HTML全文浏览量: 40
- PDF下载量: 20
- 被引次数: 0
