软土地区深基坑开挖对邻近建筑物影响的三维有限元分析
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摘要
在考虑土体小应变刚度特性的基础上,本文建立了包含基坑及邻近建筑物在内的三维有限元模型,不仅对考虑建筑物的初始不均匀沉降的必要性进行讨论,分析了不同墙体刚度及楼层数的建筑物变形特点,而且对不同围护结构变形形式的基坑邻近建筑物变形进行探讨。同时,文中还针对与基坑边成不同角度、与坑角成不同方位的建筑物进行分析,从而对基坑开挖所引发的邻近建筑物变形特点进行了较为深入的研究,并得到以下主要结论:
(1)对于横墙垂直于基坑边的矩形建筑物,有必要对建筑物的初始变形加以考虑。对于纵墙垂直于基坑边且跨越坑外沉降槽最低点时,考虑建筑物的初始变形是很有必要的;而当纵墙垂直于基坑边,且处于坑外土体上凸区域时,不考虑建筑物的初始变形则是偏于保守的。
(2)当建筑物跨越坑外沉降槽最低点时,且当楼层大于4层时,建筑物的挠曲变形与墙体拉应变则不再随楼层的增加而减小,即此时楼层低的建筑物最为不利;当建筑物跨越坑外沉降槽的上凸区域时,且挠曲变形导致楼层为3层的建筑物墙体拉应变最大,即3层的建筑物最为不利。
(3)当围护结构发生踢脚和内凸变形时,建筑物的下凹挠曲变形最为显著,并产生显著的墙体拉应变,此时邻近的建筑物是最为不利的;而对于任意变形形式的围护结构,当建筑物距基坑距离约为(1~1.5)倍开挖深度时,建筑物都将是不利的。
(4)当建筑物的挠曲变形对墙体拉应变起主要作用时,墙体最大拉应变发生在垂直于基坑边的建筑物纵墙上,此时纵墙与基坑边垂直时是最不利位置;当建筑物挠曲程度较小时,墙体的拉应变源于挠曲变形与扭转变形的共同作用,此时纵墙与基坑边垂直并不是最不利位置。
(5)对于纵墙平行于基坑边的建筑物,当其距坑角距离小于一倍开挖深度时,坑角效应对建筑物变形起不利作用,即此时建筑物是最为不利的;而当建筑物纵墙垂直于基坑边,且距坑角距离小于一倍开挖深度时,坑角效应对建筑物变形起有利作用,而当建筑物距坑角距离大于一倍开挖深度时,坑角效应对建筑物墙体拉应变的影响基本可以忽略,但墙体拉应变达到最大值,即此时建筑物是最为不利的。
Based on considering the small strain stiffness behavior of the soil, the 3D finite element models including the excavation and the building are built. The necessity of considering the initial differential settlement of buildings is discussed, while the buildings with different wall stiffness and different storeys are analyzed. The response of buildings adjacent to excavation with different deformation modes of retaining wall is researched. Meanwhile, for the building with arbitrary angle or adjacent to the excavation corner, the impact of excavation which is related to the distance and the angle between the building and the retaining wall or the excavation corner is analyzed. Through the above analysis, the characteristics of the deformation of the building caused by the excavation are studied in depth, and the main conclusions are as follows:
(1)When the latitudinal walls of building is perpendicular to the retaining wall, it is necessary to consider the initial differential settlement of the building. When the longitudinal walls of the building are perpendicular to the retaining wall and are located over the lowest point of the settlement trough, taking account of initial deflection is necessary. When the longitudinal wall of building is perpendicular to the retaining wall and are located over the hogging zone of the settlement trough, taking no account of initial deflection is conservative.
(2)When the building locates over the lowest point of the settlement trough and the number of building storeys is greater than 4, the deflection and the tensile strain remain constant. In this case, the lowest building is in the most adverse situation. When the building locates over the hogging zone of the settlement trough, the tensile strain of 3-storey building reaches the maximum value and the 3-storey building is in the most adversity.
(3)For the kick-in and convex deformation of the wall, the sagging deformation is the most significant and the tensile strain on the building is severe. In this case, the building close to the excavation is in the most adverse situation. For any deformation form of the retaining wall, when the relative distance between the building and the excavation is about (1~1.5) times the excavation depth, the buildings located in this position are in most adversity.
(4)When the deflection deformation becomes the major cause of the tensile strain, the maximum tensile strain occurs on the longitudinal walls perpendicular to the retaining wall. In this case, the longitudinal wall perpendicular to the retaining wall is in most adversity. When the deflection deformation is slight, the deflection deformation and torsion deformation cause the tensile strain together. In this case, the longitudinal wall perpendicular to the retaining wall is not in most adversity.
(5)When the longitudinal walls of the building are parallel to the retaining wall and the distance between them is smaller than the excavation depth, the corner effect has negative influence on the controlling of deformation of the building. The building is in the most adverse situation for this case. When the longitudinal walls of the building are perpendicular to the retaining wall and the distance between them is smaller than the excavation depth, the corner effect has a positive influence on the controlling of deformation of the building, and obviously reduces the tensile strain of the wall. However, the building is in the most adverse situation where the tensile strain reaches the maximum value.
(1)对于横墙垂直于基坑边的矩形建筑物,有必要对建筑物的初始变形加以考虑。对于纵墙垂直于基坑边且跨越坑外沉降槽最低点时,考虑建筑物的初始变形是很有必要的;而当纵墙垂直于基坑边,且处于坑外土体上凸区域时,不考虑建筑物的初始变形则是偏于保守的。
(2)当建筑物跨越坑外沉降槽最低点时,且当楼层大于4层时,建筑物的挠曲变形与墙体拉应变则不再随楼层的增加而减小,即此时楼层低的建筑物最为不利;当建筑物跨越坑外沉降槽的上凸区域时,且挠曲变形导致楼层为3层的建筑物墙体拉应变最大,即3层的建筑物最为不利。
(3)当围护结构发生踢脚和内凸变形时,建筑物的下凹挠曲变形最为显著,并产生显著的墙体拉应变,此时邻近的建筑物是最为不利的;而对于任意变形形式的围护结构,当建筑物距基坑距离约为(1~1.5)倍开挖深度时,建筑物都将是不利的。
(4)当建筑物的挠曲变形对墙体拉应变起主要作用时,墙体最大拉应变发生在垂直于基坑边的建筑物纵墙上,此时纵墙与基坑边垂直时是最不利位置;当建筑物挠曲程度较小时,墙体的拉应变源于挠曲变形与扭转变形的共同作用,此时纵墙与基坑边垂直并不是最不利位置。
(5)对于纵墙平行于基坑边的建筑物,当其距坑角距离小于一倍开挖深度时,坑角效应对建筑物变形起不利作用,即此时建筑物是最为不利的;而当建筑物纵墙垂直于基坑边,且距坑角距离小于一倍开挖深度时,坑角效应对建筑物变形起有利作用,而当建筑物距坑角距离大于一倍开挖深度时,坑角效应对建筑物墙体拉应变的影响基本可以忽略,但墙体拉应变达到最大值,即此时建筑物是最为不利的。
Based on considering the small strain stiffness behavior of the soil, the 3D finite element models including the excavation and the building are built. The necessity of considering the initial differential settlement of buildings is discussed, while the buildings with different wall stiffness and different storeys are analyzed. The response of buildings adjacent to excavation with different deformation modes of retaining wall is researched. Meanwhile, for the building with arbitrary angle or adjacent to the excavation corner, the impact of excavation which is related to the distance and the angle between the building and the retaining wall or the excavation corner is analyzed. Through the above analysis, the characteristics of the deformation of the building caused by the excavation are studied in depth, and the main conclusions are as follows:
(1)When the latitudinal walls of building is perpendicular to the retaining wall, it is necessary to consider the initial differential settlement of the building. When the longitudinal walls of the building are perpendicular to the retaining wall and are located over the lowest point of the settlement trough, taking account of initial deflection is necessary. When the longitudinal wall of building is perpendicular to the retaining wall and are located over the hogging zone of the settlement trough, taking no account of initial deflection is conservative.
(2)When the building locates over the lowest point of the settlement trough and the number of building storeys is greater than 4, the deflection and the tensile strain remain constant. In this case, the lowest building is in the most adverse situation. When the building locates over the hogging zone of the settlement trough, the tensile strain of 3-storey building reaches the maximum value and the 3-storey building is in the most adversity.
(3)For the kick-in and convex deformation of the wall, the sagging deformation is the most significant and the tensile strain on the building is severe. In this case, the building close to the excavation is in the most adverse situation. For any deformation form of the retaining wall, when the relative distance between the building and the excavation is about (1~1.5) times the excavation depth, the buildings located in this position are in most adversity.
(4)When the deflection deformation becomes the major cause of the tensile strain, the maximum tensile strain occurs on the longitudinal walls perpendicular to the retaining wall. In this case, the longitudinal wall perpendicular to the retaining wall is in most adversity. When the deflection deformation is slight, the deflection deformation and torsion deformation cause the tensile strain together. In this case, the longitudinal wall perpendicular to the retaining wall is not in most adversity.
(5)When the longitudinal walls of the building are parallel to the retaining wall and the distance between them is smaller than the excavation depth, the corner effect has negative influence on the controlling of deformation of the building. The building is in the most adverse situation for this case. When the longitudinal walls of the building are perpendicular to the retaining wall and the distance between them is smaller than the excavation depth, the corner effect has a positive influence on the controlling of deformation of the building, and obviously reduces the tensile strain of the wall. However, the building is in the most adverse situation where the tensile strain reaches the maximum value.
引文
[1] Peck R.B..Deep excavation and tunneling in soft ground[A].In Proceedings of the 7th International Conference on Soil Mechanics and Foundation Engineering,State-of-the-Art-Volume[C].Mexico City,1969,pp:225-290.
[2] Clough GW,O’Rourke TD..Construction induced movements of insitu walls.In Proceedings of the design and performance of earth retaining structures[J].ASCE special conference,1990,pp:439-470.
[3]吴佩轸,王明俊,彭严儒等.连续壁变形行为探讨[A].第七届大地工程学术研究讨论会[C],1997,1:601-608.
[4]龚晓南,高有潮.深基坑工程施工设计手册[M].北京:中国建筑工业出版社,1998.
[5] Pio-Go Hsieh,Chang-Yu Ou.Shape of ground surface settlement profiles caused by excavation[J].Canadian Geotechnical Journal,1998,35:1004-1017.
[6]李永盛.上海博物馆基坑围护结构的受力与变形[J].岩土工程学报,1996,18(3):55–61.
[7] Ou Chang-Yu, Liao Jui-tang, Lin Horn-da. Performance of diaphragm wall construction using top-down method[J]. Journal of Geotechnical and Geoenvironmental Engineering, 1998, 124(9): 798-808.
[8]徐中华.上海地区支护结构与主体结构相结合的深基坑变形性状研究[D].上海:同济大学,2007.
[9]徐中华,王卫东,王建华.逆作法深基坑对周边保护建筑影响的实测分析[J].土木工程学报,2009,42(10):88–95.
[10]李琳,杨敏,熊巨华.软土地区深基坑变形特性分析[J].土木工程学报,2007,40(4):66-72.
[11]程琪,刘国彬,张伟立.上海地区地铁超深基坑及深基坑变形有限元分析[J].地下空间与工程学报(增刊2),2009,5(supp.2):1497–1502.
[12]徐中华.大开口式逆作法深基坑实测变形分析[J].地下空间与工程学报, 2009,5(4): 750–756.
[13]刘国彬,王卫东.基坑工程手册(第二版),北京:中国建筑工业出版社,2009
[14] Goldberg D.T.,Jaworski W.E.,Gordon M.D..Lateral Support Systems and Underpinning [A].Report No.FHWA-RD-75-129[C],Volume 2,Federal Highway Administration,Washington,1976.
[15] Adbulaziz I.Mana,G.Wayne Clough.Prediction of movement for braced cutsin clay[J].Journal of Geotechnical Division,1981,107(GT6):759-777.
[16]谭跃虎,吉同筠.软土深挖基坑中挡墙侧向变形分析与计算[J].岩土工程学报,1995,17(4):71–76.
[17]金雪莲,樊有维,李春忠等.南京地区基坑支护结构变形的调查分析[J].岩土力学(增刊),2006,27(supp.):1295–1299.
[18] O’Rourke T.D..Ground movements caused by braced excavations[J].Journal of the Geotechnical Engineering Division,1981,107(9):1159-1178.
[19] Chang-Yu Ou,Pio-Go Hsieh,Dar-Chang Chiou.Characteristic of ground surface settlement during excavation[J].Canadian Geotechnical Journal,1993,30:758-767.
[20] Masuda T..Behavior of deep excavation with diaphragm wall[D].M.S.thesis,Massachusetts Institute of Technology(MIT),Cambradge,Massachusetts,1993.
[21] Carder D.R..Ground movements caused by different embedded retaining wall construction techniques[A].Transport Research Laboratory Report 172[C],Berkshire,U.K.,1995.
[22] Ing Hieng Wong,Toeh Yaw Poh,Han Leong Chuah.Performance of excavations for depressed expressway in Singapore[J] . Journal of Geotechnical and Geoenvironmental Engineering,1997,123(7):617-625.
[23]刘兴旺,施祖元,益德清等.软土地区基坑开挖变形性状研究[J].岩土工程学报,1999,21(4):456-460.
[24]崔江余,梁仁旺.建筑基坑工程设计计算与施工[M].北京:中国建材工业出版社,1999.
[25] Michael Long.Database for retaining wall and ground movements due to deep excavations[J].Journal of Geotechnical and Geoenvironmental Engineering,2001,127(3):203-224.
[26] Chungsik Yoo.Behavior of braced and anchored walls in soils overlying rock[J].Journal of Geotechnical and Geoenvironmental Engineering,2001,127(3): 225-233.
[27] Christian Moormann.Analysis of wall and ground movements due to deep excavations in soft soil based on a new worldwide database[J].Soils and Foundations,2004,44(1):87-98
[28] Zhong W.Wang,Charles W.W.Ng,Guo B.Liu.Characteristics of wll deflections and ground surface settlements in Shanghai[J] . Canadian Geotechnical Journal,2005,42(5): 1243-1254.
[29] Erin H.Y.Leung,Charles W.W.Ng.Wall and ground movements associated with deep excavations supported by cast in situ wall in mixed ground conditions[J].Journal of Geotechnical and Geoenvironmental Engineering,2007,133(2):129-143.
[30]王建华,徐中华,陈锦剑等.上海软土地区深基坑连续墙的变形特性浅析[J].地下空间与工程学报,2005,1(4):485-489.
[31]王建华,徐中华,王卫东.支护结构与主体结构相结合的深基坑变形特性分析[J].岩土工程学报,2007,29(12):1899-1903.
[32]丁勇春,王建华,徐中华,陈锦剑.上海软土地区地铁车站深基坑的变形特性[J].上海交通大学学报,2008,42(11):1871-1875.
[33]徐中华,王建华,王卫东.上海地区深基坑工程中地下连续墙的变形性状[J].土木工程学报,2008,41(8):81-86.
[34]徐中华,王建华,王卫东.软土地区采用灌注桩围护的深基坑变形性状研究[J].岩土力学,2009,30(5):1362–1366.
[35]武朝军,陈锦剑,叶冠林等.苏州地铁车站基坑变形特性分析[J].岩土工程学报(增刊1),2010,32(supp.1):458–462.
[36]江晓峰,刘国彬,张伟立等.基于实测数据的上海地区超深基坑变形特性研究[J].岩土工程学报(增刊2),2010,32(supp.2):570–573.
[37]潘林有,胡中雄.深基坑卸荷回弹问题的研究[J].岩土工程学报,2002,24(1):101-104.
[38]杨坪,唐益群,马险峰等.冲填土卸荷回弹变形离心模型试验研究[J].岩石力学与工程学报,2007,26(supp.):4258-4263.
[39]刘国彬,黄院雄,侯学渊.基坑回弹的实用计算法[J].土木工程学报,2000,33(4):61-67.
[40]田振,顾倩燕.大直径圆形深基坑基底回弹问题研究[J].岩土工程学报(增刊),2006,28(supp.):1360-1364.
[41]郑刚,魏少伟等.基坑降水对坑底土体回弹影响的试验研究[J].岩土工程学报,2009,31(5):663-668.
[42] Stanley S.The elastic heave of the bottom of excavation[J].Geotechnique,1956, 9(2):62-70.
[43]郑刚,刁钰.超深开挖对单桩的竖向荷载传递及沉降的影响机理有限元分析[J].岩土工程学报, 2009,37(6): 638–643.
[44] Gordon T C K,Ou C Y,and Juang C H.Modelling of small-strain behavior of Taipei clays for finite element analysis of braced excavation[J].J.Computers and Geotechnics,2008.
[45]贾坚.上海软土地区深大基坑卸荷变形机理[J].上海交通大学学报,2009,43(6):1005–1010.
[46]郑刚,魏少伟.坑内降水基坑底不同位置土体变形性状的室内试验研究[J].岩土工程学报,2011,33(2):247–252.
[47]孔令荣.考虑残余应力的基坑回弹变形分析[J].岩土工程学报(增刊1),2010,32(supp.1):79–82.
[48]郑刚,焦莹.超深基坑工程设计理论及工程应用[M].北京:中国建材工业出版社,2010.
[49]刘建航.地下墙深基坑周围地层移动的预测和治理之一[J].地下工程与隧道,1993,1:1-15.
[50]刘建航.地下墙深基坑周围地层移动的预测和治理之二[J].地下工程与隧道,1993,2:2-16.
[51]徐方京,谭敬慧.地下连续墙深基坑开挖综合特性研究[J].岩土工程学报,1993,15(6):28-33.
[52] Bowles,J.E..Foundation analysis and Design[M].4th Edition,New York: McGraw-Hill Company,1988.
[53]唐孟雄,赵锡宏.深基坑周围地表沉降及变形分析[J].建筑科学,1996,4:31-35.
[54]张永进.考虑土体性质影响的基坑地面沉降变形计算[J].建筑结构,2000,30(11):32–33.
[55]李小青,王朋团,张剑.软土基坑周围地表沉陷变形计算分析[J].岩土力学,2007,28(9):1879-1882.
[56]聂宗泉,张尚根,孟少平.软土深基坑开挖地表沉降评估方法研究[J].岩土工程学报,2008,30(8):1218-1223.
[57]杨敏,卢俊义.基坑开挖引起的地面沉降估算[J].岩土工程学报,2010,32(12):1821-1828.
[58]李卫超,王伟,王瑞祥等.上海基坑开挖引起地面沉降估算经验系数探讨[J].岩土工程学报(增刊2),2010,32(supp.2):73-76.
[59]欧章煜.深开挖工程分析设计理论与实务[M].台北:科技图书股份有限公司,2002.
[60]刘建航,侯学渊.基坑工程手册,北京:中国建筑工业出版社,1997
[61] S.M.Woo,Z.C.Moh.Geotechnical characteristic of soils in the Taipei basin[A].Proceedings of 10th Southeast Asian Geotechnical Conference[C],1990,2:51-65.
[62] Fernie R.,Suckling T..Simplified approach for estimating laternal movement of embedded walls in U.K.ground[A].Proceeding,International Symposium on Geo Aspects of Underground Construction in Soft Ground[C],City University,London,1996,pp:131-136.
[63]李佳川,夏明耀.地下连续墙深基坑开挖与纵向地下管线保护[J].同济大学学报,1995,23(5):499-504.
[64] Zaw Zaw Aye,Dhiraj Karki,Christian Schulz.Ground movement prediction and building damage risk-assessment for the deep excavations and tunneling works in Bangkok subsoil[A].International Symposium on Underground Excavationand Tunnelling[C],Bangkok,Thailand,2006,pp:281-297.
[65]李亚.基坑周围土体位移场的分析与动态控制[D].上海:同济大学,1999.
[66]杨国伟.深基坑及其邻近建筑物保护研究[D].上海:同济大学,2000.
[67] Matt Schuster , Gordon Tung-Chun Kung , C . Hsein Juang , Youssef M.A.Hashash.Simplified model for evaluating damage potential of buildings adjacent to a braced excavation[J] . Journal of Geotechnical and Geoenvironmental Engineering,2009,135(12):1823-1835.
[68]王卫东,徐中华.预估深基坑开挖对周边建筑物影响的简化分析方法[J].岩土工程学报(增刊1),2010,32(supp.1):32-38.
[69]刘登攀.紧邻基坑的建筑物变形特性及安全评估研究[博士学位论文D].上海:同济大学,2008.
[70]刘影,王旭东.地下开挖对临近建筑物损害影响评估综述[J].地下空间与工程学报,2009,5(4):841-847.
[71]边亦海,黄宏伟.深基坑开挖引起的建筑物破坏风险评估[J].岩土工程学报(增刊),2006,28(supp.):1892-1896.
[72] J.B.Burland,C.P.Wroth.Settlement behavior of buildings and associated damange[A].Proc.,Conf.on Settlement of Structures[C],Pentech Press,London,1974,pp:611-654.
[73] Marco D . Boscardin , Edward J . Cording . Buliding resopnse to excavation-induced stettlement[J].Journal of Geotechnical Engineering,1989,115(1):1-21.
[74] Michael J.Kotheimer,L.Sebastian Bryson.Damage approximation method for excavation-induced damage to adjacent buildings[A].Ground Modification,Problem Soils,and Geo-support (2009 International Foundation Congress and Equipment Expo)[C],2009,pp:65-72.
[75] Moorak Son . The response of buildings to excavation-induced ground movements[D].PhD thesis,University of Illinois,Illinois,2003.
[76] Moorak Son,Edward J.Cording.Estimation of building damage due to excavation-induced ground movements[J] . Journal of Geotechnical and Geoenvironmental Engineering,2005,131(2):162-177.
[77] Storer J.Boone.Ground-movement-related building damage[J].Journal of Geotechnical Engineering,1996,122(11):886-896.
[78] Richard J.Finno,Frank T.Voss Jr.,Edwin Rossow et al..Evaluating damage potential in buildings affected by excavations[J].Journal of Geotechnical and Geoenvironmental Engineering,2005,131(10):1199-1210.
[79] Matt Schuster , Gordon Tung-Chun Kung , C . Hsein Juang , Youssef M.A.Hashash.Simplified model for evaluating damage potential of buildings adjacent to a braced excavation[J] . Journal of Geotechnical andGeoenvironmental Engineering,2009,135(12):1823-1835.
[80]李大勇,龚晓南,张土乔.软土地基深基坑周围地下管线保护措施的数值模拟[J].岩土工程学报,2001,23(6):736-740.
[81]李大勇,龚晓南.软土地基深基坑工程邻近柔性借口地下管线的性状分析[J].土木工程学报,2003,36(2):77–80.
[82]李进军,王卫东,邸国恩等.基坑工程对邻近建筑物附加变形影响的分析[J].岩土力学(增刊),2007,28(supp.):623-629.
[83]刘国彬,刘登攀.基坑施工对周围建筑物沉降的影响分析[J].建筑结构,2007,37(11):79–83.
[84]谢秀栋.软土地区深基坑施工变形安全性状的时间特性研究[博士学位论文D].上海:同济大学,2007.
[85]薛莲,傅晏,刘新荣.深基坑开挖对邻近建筑物的影响研究[J].地下空间与工程学报,2008,28(8):847–851.
[86]王浩然,王卫东,徐中华.基坑开挖对邻近建筑物影响的三维有限元分析[J].地下空间与工程学报(增刊2),2009,5(supp.2):1512–1517.
[87]刘杰,姚海林,任建喜.地铁车站基坑围护结构变形监测与数值模拟[J].岩土力学(增刊2), 2010,31(supp.2):456–461.
[88]高广运,高盟,杨成斌.基坑施工对运营地铁隧道的变形影响及控制研究[J].岩土工程学报,2010,32(3):453–459.
[89]张陈蓉,蔡建鹏,黄茂松.基坑开挖对邻近地埋管线的影响分析[J].岩土工程学报(增刊2),2010,32(supp.2):154-157.
[90]褚峰,李永盛,梁发云等.土体小应变条件下紧邻地铁枢纽的超深基坑变形特性数值分析[J].岩石力学与工程学报(增刊1),2010,29(supp.1):3184–3192.
[91] J. B. Burland, B. B. Broms, V. F. B. de Mello. Behavior of foundation and structures[A]. Proc., 9th Int. Conf. on Soil Mechanics and Foundation Engineering,Ⅱ, State of the Art Report[C], Tokyo, 1977, pp:495-546.
[92]侯学渊,杨敏.软土地基变形控制设计理论和工程实践[M].上海:同济出版社,1996.
[93]中华人民共和国建设部.GB 50007-2002建筑地基基础设计规范[S].北京:中国建筑工业出版社,2002.
[94]中华人民共和国国家煤炭工业局.建筑物、水体、铁路及主要井巷煤柱留设与压煤开采规程[S].北京:煤炭工业出版社,2000.
[95] Brinkgreve R B J,Swolfs W M Beuth L,PLAXIS 3D FOUNDATION Manual Version 2[M],Delft: PLAXIS bv,2007.
[96] Schanz T.,Vermeer P.A.,Bonnier P.G..The Hardening-Soil Model: Formulation and verification . [A] Beyond 2000 in ComputationalGeotechnics[C].Rotterdam,1999,pp: 281-296.
[97] James K.Mitchell,Kenichi Soga.Fundamentals of Soil Behavio(rThird Edition)[M].Hoboken: John Wiley & Sons,Inc.,2005.
[98] Vermeer P A . Small-Strain stiffness of Soils and its Numerical Consequences[M],Stuttgart: Thomas Benz,2007.
[99]刘畅,郑刚,张书鸳.逆作法施工坑底回弹对支护结构的影响[J].天津大学学报,2007,40(8):995-1001.
[100] Hans-Georg Kempfert,Berhane Gebreselassie.Excavations and Foundations in Soft Soils[M].Berlin: Springer verlag,2006.
[101]王卫东,王建华.深基坑支护结构与主体结构相结合的设计、分析与实例[M].北京:中国建材工业出版社,2007.
[102]龚东庆,郑渊仁.硬化土体模型分析基坑挡土壁与地盘变形的评估[J].岩土工程学报(增刊2),2010,32(supp.2):175–178.
[103]中华人民共和国建设部.GB 50003-2001砌体结构设计规范[S].北京:中国建筑工业出版社,2001.
[104]杜永峰,闫力.砌体结构地震损伤的识别及试验研究[A].防振减灾工程理论与实践新进展——第四届全国防震减灾工程学术研讨会会议论文集[C].北京:中国建筑工业出版社,2009.
[105]顾小鲁,钱鸿缙,刘惠珊等.地基与基础(第三版)[M],北京:中国建筑工业出版社,2003.
[106]韩煊,Jamie R.Standing,李宁.地铁施工引起的建筑物扭转变形分析[J].土木工程学报,2010,43(1):82-88.
[107] Fook-hou Lee,Kwet-Yew Yong,Kevin C.N.Quan et al..Effect of corners in strutted excavations: field monitoring and case histories[J].Journal of Geotechnical and Geoenvironmental Engineering,1998,124(4):339-349.
[108] Ou Chang-yu,Chiou Dar-chang,Wu Tzong-shiann.Three-dimensional element analysis of deep excavations[J].Journal of Geotechnical Engineering,1996,122(5):337-345.
[109] Ou Chang-yu,Shiau Bor-yuan,Wang I-wen.Three-dimension deformation behavior of the Taipei National Enterprise Center(TNEC) excavation case history[J].Canadian Geotechnical Journal,2000,37:438-448.
[110]杨雪强,刘祖德,何世秀.论深基坑支护的空间效应[J].岩土工程学报,1998,20(2):74-78.
[111]俞建霖,龚晓南.软土地基基坑开挖的三维性状分析[J].浙江大学学报,1998,32(5):552-557.
[112]俞建霖,龚晓南.深基坑工程的空间性状分析[J].岩土工程学报,1999,21(1):21-25.
[113]俞建霖,龚晓南.基坑工程变形性状研究[J].土木工程学报,2002,35(4):86-90.
[114]俞建霖.基坑性状的三维数值分析研究[J].建筑结构学报,2002,23(4):65-70.
[115]高文华,杨林德,沈蒲生.软土深基坑支护结构内力与变形时空效应的影响因素分析[J].土木工程学报,2001,34(5):90–95.
[116]高文华,沈蒲生,杨林德.深基坑支护结构内力与变形时空效应分析的程序实现[J].土木工程学报,2003,36(2):86–90.
[117]李俊才,张倬元,罗国煜.深基坑支护结构的时空效应研究[J].岩土力学,2003,24(5):812-816.
[118] Jill Roboski,Richard J.Finno.Distribution of ground movement parrallel to deep excavations in clay[J].Canadian Geotechnical Journal,2006,43:43-58.
[119] Blackburn J.T.,Finno Richard J..Three-dimensional responses observed in an internally braced excavation in soft clay[J].Journal of Geotechnical and Geoenvironmental Engineering,2007,133(11):1364-1373.
[120] Teruo.Nakai,Hossain Md.Shahin,Naoyuki Iwata et al..3D effects in excavation problems ( Model tests and numberical simulations ) [A].Geomechanics II: testing,modeling and simulation(Geomechanics 2005) [C].ASCE,pp:407-426.
[121]刘燕,刘国彬,孙晓玲等.考虑时空效应的软土地区深基坑变形分析[J].岩土工程学报(增刊),2006,28(supp.):1433–1436.
[122] Finno Richard J.,Blackburn J.T.,Roboski Jill F..Three-dimensional effects for supported excavations in clay[J] . Journal of Geotechnical and Geoenvironmental Engineering,2007,133(1):30-36.
[123]赖冠宙,房营光,史宏彦.深基坑排桩支护结构空间共同变形分析[J].岩土力学,2007,28(8):1749–1752.
[124]潘泓,周陈发,曹洪.复合土钉墙的角部空间效应及变形性状分析[J].岩土力学,2008,29(2):333-336.
[125]王桂平,刘国彬.考虑时空效应的软土深基坑变形有限元分析[J].土木工程学报,2009,42(4):114–118.
[2] Clough GW,O’Rourke TD..Construction induced movements of insitu walls.In Proceedings of the design and performance of earth retaining structures[J].ASCE special conference,1990,pp:439-470.
[3]吴佩轸,王明俊,彭严儒等.连续壁变形行为探讨[A].第七届大地工程学术研究讨论会[C],1997,1:601-608.
[4]龚晓南,高有潮.深基坑工程施工设计手册[M].北京:中国建筑工业出版社,1998.
[5] Pio-Go Hsieh,Chang-Yu Ou.Shape of ground surface settlement profiles caused by excavation[J].Canadian Geotechnical Journal,1998,35:1004-1017.
[6]李永盛.上海博物馆基坑围护结构的受力与变形[J].岩土工程学报,1996,18(3):55–61.
[7] Ou Chang-Yu, Liao Jui-tang, Lin Horn-da. Performance of diaphragm wall construction using top-down method[J]. Journal of Geotechnical and Geoenvironmental Engineering, 1998, 124(9): 798-808.
[8]徐中华.上海地区支护结构与主体结构相结合的深基坑变形性状研究[D].上海:同济大学,2007.
[9]徐中华,王卫东,王建华.逆作法深基坑对周边保护建筑影响的实测分析[J].土木工程学报,2009,42(10):88–95.
[10]李琳,杨敏,熊巨华.软土地区深基坑变形特性分析[J].土木工程学报,2007,40(4):66-72.
[11]程琪,刘国彬,张伟立.上海地区地铁超深基坑及深基坑变形有限元分析[J].地下空间与工程学报(增刊2),2009,5(supp.2):1497–1502.
[12]徐中华.大开口式逆作法深基坑实测变形分析[J].地下空间与工程学报, 2009,5(4): 750–756.
[13]刘国彬,王卫东.基坑工程手册(第二版),北京:中国建筑工业出版社,2009
[14] Goldberg D.T.,Jaworski W.E.,Gordon M.D..Lateral Support Systems and Underpinning [A].Report No.FHWA-RD-75-129[C],Volume 2,Federal Highway Administration,Washington,1976.
[15] Adbulaziz I.Mana,G.Wayne Clough.Prediction of movement for braced cutsin clay[J].Journal of Geotechnical Division,1981,107(GT6):759-777.
[16]谭跃虎,吉同筠.软土深挖基坑中挡墙侧向变形分析与计算[J].岩土工程学报,1995,17(4):71–76.
[17]金雪莲,樊有维,李春忠等.南京地区基坑支护结构变形的调查分析[J].岩土力学(增刊),2006,27(supp.):1295–1299.
[18] O’Rourke T.D..Ground movements caused by braced excavations[J].Journal of the Geotechnical Engineering Division,1981,107(9):1159-1178.
[19] Chang-Yu Ou,Pio-Go Hsieh,Dar-Chang Chiou.Characteristic of ground surface settlement during excavation[J].Canadian Geotechnical Journal,1993,30:758-767.
[20] Masuda T..Behavior of deep excavation with diaphragm wall[D].M.S.thesis,Massachusetts Institute of Technology(MIT),Cambradge,Massachusetts,1993.
[21] Carder D.R..Ground movements caused by different embedded retaining wall construction techniques[A].Transport Research Laboratory Report 172[C],Berkshire,U.K.,1995.
[22] Ing Hieng Wong,Toeh Yaw Poh,Han Leong Chuah.Performance of excavations for depressed expressway in Singapore[J] . Journal of Geotechnical and Geoenvironmental Engineering,1997,123(7):617-625.
[23]刘兴旺,施祖元,益德清等.软土地区基坑开挖变形性状研究[J].岩土工程学报,1999,21(4):456-460.
[24]崔江余,梁仁旺.建筑基坑工程设计计算与施工[M].北京:中国建材工业出版社,1999.
[25] Michael Long.Database for retaining wall and ground movements due to deep excavations[J].Journal of Geotechnical and Geoenvironmental Engineering,2001,127(3):203-224.
[26] Chungsik Yoo.Behavior of braced and anchored walls in soils overlying rock[J].Journal of Geotechnical and Geoenvironmental Engineering,2001,127(3): 225-233.
[27] Christian Moormann.Analysis of wall and ground movements due to deep excavations in soft soil based on a new worldwide database[J].Soils and Foundations,2004,44(1):87-98
[28] Zhong W.Wang,Charles W.W.Ng,Guo B.Liu.Characteristics of wll deflections and ground surface settlements in Shanghai[J] . Canadian Geotechnical Journal,2005,42(5): 1243-1254.
[29] Erin H.Y.Leung,Charles W.W.Ng.Wall and ground movements associated with deep excavations supported by cast in situ wall in mixed ground conditions[J].Journal of Geotechnical and Geoenvironmental Engineering,2007,133(2):129-143.
[30]王建华,徐中华,陈锦剑等.上海软土地区深基坑连续墙的变形特性浅析[J].地下空间与工程学报,2005,1(4):485-489.
[31]王建华,徐中华,王卫东.支护结构与主体结构相结合的深基坑变形特性分析[J].岩土工程学报,2007,29(12):1899-1903.
[32]丁勇春,王建华,徐中华,陈锦剑.上海软土地区地铁车站深基坑的变形特性[J].上海交通大学学报,2008,42(11):1871-1875.
[33]徐中华,王建华,王卫东.上海地区深基坑工程中地下连续墙的变形性状[J].土木工程学报,2008,41(8):81-86.
[34]徐中华,王建华,王卫东.软土地区采用灌注桩围护的深基坑变形性状研究[J].岩土力学,2009,30(5):1362–1366.
[35]武朝军,陈锦剑,叶冠林等.苏州地铁车站基坑变形特性分析[J].岩土工程学报(增刊1),2010,32(supp.1):458–462.
[36]江晓峰,刘国彬,张伟立等.基于实测数据的上海地区超深基坑变形特性研究[J].岩土工程学报(增刊2),2010,32(supp.2):570–573.
[37]潘林有,胡中雄.深基坑卸荷回弹问题的研究[J].岩土工程学报,2002,24(1):101-104.
[38]杨坪,唐益群,马险峰等.冲填土卸荷回弹变形离心模型试验研究[J].岩石力学与工程学报,2007,26(supp.):4258-4263.
[39]刘国彬,黄院雄,侯学渊.基坑回弹的实用计算法[J].土木工程学报,2000,33(4):61-67.
[40]田振,顾倩燕.大直径圆形深基坑基底回弹问题研究[J].岩土工程学报(增刊),2006,28(supp.):1360-1364.
[41]郑刚,魏少伟等.基坑降水对坑底土体回弹影响的试验研究[J].岩土工程学报,2009,31(5):663-668.
[42] Stanley S.The elastic heave of the bottom of excavation[J].Geotechnique,1956, 9(2):62-70.
[43]郑刚,刁钰.超深开挖对单桩的竖向荷载传递及沉降的影响机理有限元分析[J].岩土工程学报, 2009,37(6): 638–643.
[44] Gordon T C K,Ou C Y,and Juang C H.Modelling of small-strain behavior of Taipei clays for finite element analysis of braced excavation[J].J.Computers and Geotechnics,2008.
[45]贾坚.上海软土地区深大基坑卸荷变形机理[J].上海交通大学学报,2009,43(6):1005–1010.
[46]郑刚,魏少伟.坑内降水基坑底不同位置土体变形性状的室内试验研究[J].岩土工程学报,2011,33(2):247–252.
[47]孔令荣.考虑残余应力的基坑回弹变形分析[J].岩土工程学报(增刊1),2010,32(supp.1):79–82.
[48]郑刚,焦莹.超深基坑工程设计理论及工程应用[M].北京:中国建材工业出版社,2010.
[49]刘建航.地下墙深基坑周围地层移动的预测和治理之一[J].地下工程与隧道,1993,1:1-15.
[50]刘建航.地下墙深基坑周围地层移动的预测和治理之二[J].地下工程与隧道,1993,2:2-16.
[51]徐方京,谭敬慧.地下连续墙深基坑开挖综合特性研究[J].岩土工程学报,1993,15(6):28-33.
[52] Bowles,J.E..Foundation analysis and Design[M].4th Edition,New York: McGraw-Hill Company,1988.
[53]唐孟雄,赵锡宏.深基坑周围地表沉降及变形分析[J].建筑科学,1996,4:31-35.
[54]张永进.考虑土体性质影响的基坑地面沉降变形计算[J].建筑结构,2000,30(11):32–33.
[55]李小青,王朋团,张剑.软土基坑周围地表沉陷变形计算分析[J].岩土力学,2007,28(9):1879-1882.
[56]聂宗泉,张尚根,孟少平.软土深基坑开挖地表沉降评估方法研究[J].岩土工程学报,2008,30(8):1218-1223.
[57]杨敏,卢俊义.基坑开挖引起的地面沉降估算[J].岩土工程学报,2010,32(12):1821-1828.
[58]李卫超,王伟,王瑞祥等.上海基坑开挖引起地面沉降估算经验系数探讨[J].岩土工程学报(增刊2),2010,32(supp.2):73-76.
[59]欧章煜.深开挖工程分析设计理论与实务[M].台北:科技图书股份有限公司,2002.
[60]刘建航,侯学渊.基坑工程手册,北京:中国建筑工业出版社,1997
[61] S.M.Woo,Z.C.Moh.Geotechnical characteristic of soils in the Taipei basin[A].Proceedings of 10th Southeast Asian Geotechnical Conference[C],1990,2:51-65.
[62] Fernie R.,Suckling T..Simplified approach for estimating laternal movement of embedded walls in U.K.ground[A].Proceeding,International Symposium on Geo Aspects of Underground Construction in Soft Ground[C],City University,London,1996,pp:131-136.
[63]李佳川,夏明耀.地下连续墙深基坑开挖与纵向地下管线保护[J].同济大学学报,1995,23(5):499-504.
[64] Zaw Zaw Aye,Dhiraj Karki,Christian Schulz.Ground movement prediction and building damage risk-assessment for the deep excavations and tunneling works in Bangkok subsoil[A].International Symposium on Underground Excavationand Tunnelling[C],Bangkok,Thailand,2006,pp:281-297.
[65]李亚.基坑周围土体位移场的分析与动态控制[D].上海:同济大学,1999.
[66]杨国伟.深基坑及其邻近建筑物保护研究[D].上海:同济大学,2000.
[67] Matt Schuster , Gordon Tung-Chun Kung , C . Hsein Juang , Youssef M.A.Hashash.Simplified model for evaluating damage potential of buildings adjacent to a braced excavation[J] . Journal of Geotechnical and Geoenvironmental Engineering,2009,135(12):1823-1835.
[68]王卫东,徐中华.预估深基坑开挖对周边建筑物影响的简化分析方法[J].岩土工程学报(增刊1),2010,32(supp.1):32-38.
[69]刘登攀.紧邻基坑的建筑物变形特性及安全评估研究[博士学位论文D].上海:同济大学,2008.
[70]刘影,王旭东.地下开挖对临近建筑物损害影响评估综述[J].地下空间与工程学报,2009,5(4):841-847.
[71]边亦海,黄宏伟.深基坑开挖引起的建筑物破坏风险评估[J].岩土工程学报(增刊),2006,28(supp.):1892-1896.
[72] J.B.Burland,C.P.Wroth.Settlement behavior of buildings and associated damange[A].Proc.,Conf.on Settlement of Structures[C],Pentech Press,London,1974,pp:611-654.
[73] Marco D . Boscardin , Edward J . Cording . Buliding resopnse to excavation-induced stettlement[J].Journal of Geotechnical Engineering,1989,115(1):1-21.
[74] Michael J.Kotheimer,L.Sebastian Bryson.Damage approximation method for excavation-induced damage to adjacent buildings[A].Ground Modification,Problem Soils,and Geo-support (2009 International Foundation Congress and Equipment Expo)[C],2009,pp:65-72.
[75] Moorak Son . The response of buildings to excavation-induced ground movements[D].PhD thesis,University of Illinois,Illinois,2003.
[76] Moorak Son,Edward J.Cording.Estimation of building damage due to excavation-induced ground movements[J] . Journal of Geotechnical and Geoenvironmental Engineering,2005,131(2):162-177.
[77] Storer J.Boone.Ground-movement-related building damage[J].Journal of Geotechnical Engineering,1996,122(11):886-896.
[78] Richard J.Finno,Frank T.Voss Jr.,Edwin Rossow et al..Evaluating damage potential in buildings affected by excavations[J].Journal of Geotechnical and Geoenvironmental Engineering,2005,131(10):1199-1210.
[79] Matt Schuster , Gordon Tung-Chun Kung , C . Hsein Juang , Youssef M.A.Hashash.Simplified model for evaluating damage potential of buildings adjacent to a braced excavation[J] . Journal of Geotechnical andGeoenvironmental Engineering,2009,135(12):1823-1835.
[80]李大勇,龚晓南,张土乔.软土地基深基坑周围地下管线保护措施的数值模拟[J].岩土工程学报,2001,23(6):736-740.
[81]李大勇,龚晓南.软土地基深基坑工程邻近柔性借口地下管线的性状分析[J].土木工程学报,2003,36(2):77–80.
[82]李进军,王卫东,邸国恩等.基坑工程对邻近建筑物附加变形影响的分析[J].岩土力学(增刊),2007,28(supp.):623-629.
[83]刘国彬,刘登攀.基坑施工对周围建筑物沉降的影响分析[J].建筑结构,2007,37(11):79–83.
[84]谢秀栋.软土地区深基坑施工变形安全性状的时间特性研究[博士学位论文D].上海:同济大学,2007.
[85]薛莲,傅晏,刘新荣.深基坑开挖对邻近建筑物的影响研究[J].地下空间与工程学报,2008,28(8):847–851.
[86]王浩然,王卫东,徐中华.基坑开挖对邻近建筑物影响的三维有限元分析[J].地下空间与工程学报(增刊2),2009,5(supp.2):1512–1517.
[87]刘杰,姚海林,任建喜.地铁车站基坑围护结构变形监测与数值模拟[J].岩土力学(增刊2), 2010,31(supp.2):456–461.
[88]高广运,高盟,杨成斌.基坑施工对运营地铁隧道的变形影响及控制研究[J].岩土工程学报,2010,32(3):453–459.
[89]张陈蓉,蔡建鹏,黄茂松.基坑开挖对邻近地埋管线的影响分析[J].岩土工程学报(增刊2),2010,32(supp.2):154-157.
[90]褚峰,李永盛,梁发云等.土体小应变条件下紧邻地铁枢纽的超深基坑变形特性数值分析[J].岩石力学与工程学报(增刊1),2010,29(supp.1):3184–3192.
[91] J. B. Burland, B. B. Broms, V. F. B. de Mello. Behavior of foundation and structures[A]. Proc., 9th Int. Conf. on Soil Mechanics and Foundation Engineering,Ⅱ, State of the Art Report[C], Tokyo, 1977, pp:495-546.
[92]侯学渊,杨敏.软土地基变形控制设计理论和工程实践[M].上海:同济出版社,1996.
[93]中华人民共和国建设部.GB 50007-2002建筑地基基础设计规范[S].北京:中国建筑工业出版社,2002.
[94]中华人民共和国国家煤炭工业局.建筑物、水体、铁路及主要井巷煤柱留设与压煤开采规程[S].北京:煤炭工业出版社,2000.
[95] Brinkgreve R B J,Swolfs W M Beuth L,PLAXIS 3D FOUNDATION Manual Version 2[M],Delft: PLAXIS bv,2007.
[96] Schanz T.,Vermeer P.A.,Bonnier P.G..The Hardening-Soil Model: Formulation and verification . [A] Beyond 2000 in ComputationalGeotechnics[C].Rotterdam,1999,pp: 281-296.
[97] James K.Mitchell,Kenichi Soga.Fundamentals of Soil Behavio(rThird Edition)[M].Hoboken: John Wiley & Sons,Inc.,2005.
[98] Vermeer P A . Small-Strain stiffness of Soils and its Numerical Consequences[M],Stuttgart: Thomas Benz,2007.
[99]刘畅,郑刚,张书鸳.逆作法施工坑底回弹对支护结构的影响[J].天津大学学报,2007,40(8):995-1001.
[100] Hans-Georg Kempfert,Berhane Gebreselassie.Excavations and Foundations in Soft Soils[M].Berlin: Springer verlag,2006.
[101]王卫东,王建华.深基坑支护结构与主体结构相结合的设计、分析与实例[M].北京:中国建材工业出版社,2007.
[102]龚东庆,郑渊仁.硬化土体模型分析基坑挡土壁与地盘变形的评估[J].岩土工程学报(增刊2),2010,32(supp.2):175–178.
[103]中华人民共和国建设部.GB 50003-2001砌体结构设计规范[S].北京:中国建筑工业出版社,2001.
[104]杜永峰,闫力.砌体结构地震损伤的识别及试验研究[A].防振减灾工程理论与实践新进展——第四届全国防震减灾工程学术研讨会会议论文集[C].北京:中国建筑工业出版社,2009.
[105]顾小鲁,钱鸿缙,刘惠珊等.地基与基础(第三版)[M],北京:中国建筑工业出版社,2003.
[106]韩煊,Jamie R.Standing,李宁.地铁施工引起的建筑物扭转变形分析[J].土木工程学报,2010,43(1):82-88.
[107] Fook-hou Lee,Kwet-Yew Yong,Kevin C.N.Quan et al..Effect of corners in strutted excavations: field monitoring and case histories[J].Journal of Geotechnical and Geoenvironmental Engineering,1998,124(4):339-349.
[108] Ou Chang-yu,Chiou Dar-chang,Wu Tzong-shiann.Three-dimensional element analysis of deep excavations[J].Journal of Geotechnical Engineering,1996,122(5):337-345.
[109] Ou Chang-yu,Shiau Bor-yuan,Wang I-wen.Three-dimension deformation behavior of the Taipei National Enterprise Center(TNEC) excavation case history[J].Canadian Geotechnical Journal,2000,37:438-448.
[110]杨雪强,刘祖德,何世秀.论深基坑支护的空间效应[J].岩土工程学报,1998,20(2):74-78.
[111]俞建霖,龚晓南.软土地基基坑开挖的三维性状分析[J].浙江大学学报,1998,32(5):552-557.
[112]俞建霖,龚晓南.深基坑工程的空间性状分析[J].岩土工程学报,1999,21(1):21-25.
[113]俞建霖,龚晓南.基坑工程变形性状研究[J].土木工程学报,2002,35(4):86-90.
[114]俞建霖.基坑性状的三维数值分析研究[J].建筑结构学报,2002,23(4):65-70.
[115]高文华,杨林德,沈蒲生.软土深基坑支护结构内力与变形时空效应的影响因素分析[J].土木工程学报,2001,34(5):90–95.
[116]高文华,沈蒲生,杨林德.深基坑支护结构内力与变形时空效应分析的程序实现[J].土木工程学报,2003,36(2):86–90.
[117]李俊才,张倬元,罗国煜.深基坑支护结构的时空效应研究[J].岩土力学,2003,24(5):812-816.
[118] Jill Roboski,Richard J.Finno.Distribution of ground movement parrallel to deep excavations in clay[J].Canadian Geotechnical Journal,2006,43:43-58.
[119] Blackburn J.T.,Finno Richard J..Three-dimensional responses observed in an internally braced excavation in soft clay[J].Journal of Geotechnical and Geoenvironmental Engineering,2007,133(11):1364-1373.
[120] Teruo.Nakai,Hossain Md.Shahin,Naoyuki Iwata et al..3D effects in excavation problems ( Model tests and numberical simulations ) [A].Geomechanics II: testing,modeling and simulation(Geomechanics 2005) [C].ASCE,pp:407-426.
[121]刘燕,刘国彬,孙晓玲等.考虑时空效应的软土地区深基坑变形分析[J].岩土工程学报(增刊),2006,28(supp.):1433–1436.
[122] Finno Richard J.,Blackburn J.T.,Roboski Jill F..Three-dimensional effects for supported excavations in clay[J] . Journal of Geotechnical and Geoenvironmental Engineering,2007,133(1):30-36.
[123]赖冠宙,房营光,史宏彦.深基坑排桩支护结构空间共同变形分析[J].岩土力学,2007,28(8):1749–1752.
[124]潘泓,周陈发,曹洪.复合土钉墙的角部空间效应及变形性状分析[J].岩土力学,2008,29(2):333-336.
[125]王桂平,刘国彬.考虑时空效应的软土深基坑变形有限元分析[J].土木工程学报,2009,42(4):114–118.