不同墙趾约束条件下模块式加筋土挡墙离心模型试验

doi:10.11779/CJGE201810018

摘要
图/表
参考文献
相关文章 (15)

全文: PDF (1909 KB) HTML (1 KB)
输出: BibTeX | EndNote (RIS)

摘要开展了墙趾正常约束、仅对模块-基座界面作光滑处理、仅对基座-地基界面作光滑处理,以及对基座-地基界面作光滑处理且将基座前方土体挖除这4组不同墙趾约束条件的模块式加筋土挡墙离心模型试验,以研究工作应力下墙趾约束条件对挡墙内部稳定性的影响。研究结果表明,墙趾约束条件对模块式加筋土挡墙内部稳定性影响显著;对模块-基座界面作光滑处理的挡墙,其底层模块沿该界面滑移,挡墙中下部的墙面水平位移和筋材应变明显增大,筋材连接力沿墙高呈三角形分布;对基座-地基界面作光滑处理的挡墙,基座前方地基土仍可给基座提供足够的墙趾约束作用,挡墙内部稳定性同墙趾正常约束情况;对于基座-地基界面作光滑处理后又将基座前方土体挖除这种模拟墙趾受到冲刷的挡墙,其基座沿该界面滑移,挡墙中下部的墙面水平位移和筋材应变显著增大,筋材连接力接近极限状态AASHTO法计算的筋材最大拉力,但挡墙仍能保持稳定;在墙趾可能受到冲刷的极端情况下,挡墙在设计上不应考虑墙趾的约束作用,而对于正常服役状态的挡墙,可采用考虑墙趾约束作用的K-刚度法进行挡墙内部稳定性的计算。

	服务

	把本文推荐给朋友
	加入我的书架
	加入引用管理器
	E-mail Alert
	RSS
	作者相关文章
	陈建峰
	张琬

关键词 ：加筋土, 模块式挡墙, 离心模型试验, 墙趾约束, 内部稳定性

Abstract：The centrifugal model tests are performed on four reinforced soil segmental retaining walls under different toe restraint conditions, which are normal toe restraint, smoothing the block-pad interface, smoothing the pad-foundation interface, smoothing the pad-foundation interface and then excavating the foundation soils in the front of the leveling pad. The influences of the toe restraint condition on the internal stability of reinforced segmental wall under working stress are discussed. The test results show that the toe restraint conditions significantly affect the internal stability of reinforced soil segmental walls. For the wall that the block-pad interface is smoothed, the bottom block slides along the block-pad interface, which leads to an obvious increase in the horizontal displacements and reinforcement strains within the middle and lower parts of the wall and a triangular distribution with height of connection loads between reinforcements and facing. For the wall with the pad-foundation interface smoothed, the foundation soils in the front of leveling pad can provide the pad with enough restraint, thus the internal stability of the wall is the same as that under the normal toe restraint. The purpose of smoothing the pad-foundation interface and then excavating the foundation soils in the front of the leveling pad is to simulate the condition that the toe is scoured. In such condition, the pad slides along its interface with the foundation soils, the facing displacements and the reinforcement strains within the middle and bottom parts of the wall increase significantly, and the connection loads in reinforcements are close to the maximum reinforcement loads under the limit state calculated by the AASHTO method, but the wall still remains stable. In the extreme situation where the toe is eroded by scouring, the effect of toe constraint should not be considered in the design of the reinforced soil segmental retaining walls. For the walls under working stress, the reinforcement loads can be calculated using the K-stiffness method with consideration of the toe restraint effects.

Key words： reinforced soil segmental retaining wall centrifugal model test toe restraint internal stability

收稿日期: 2017-08-15

ZTFLH:

TU476.4

基金资助:国家自然科学基金项目（41772289,41072200）

作者简介: 陈建峰(1972- ),男,浙江余姚人,教授,工学博士,主要从事加筋土结构与边坡支护、岩体力学与工程等方面的教学与研究工作。E-mail: jf_chen@tongji.edu.cn。

引用本文:

陈建峰, 张琬. 不同墙趾约束条件下模块式加筋土挡墙离心模型试验[J]. 岩土工程学报, 2018, 40(10): 1905-1911. CHEN Jian-feng, ZHANG Wan. Centrifuge modeling on reinforced soil segmental retaining walls under different toe restraint conditions. Chinese J. Geot. Eng., 2018, 40(10): 1905-1911.

链接本文:

http://manu31.magtech.com.cn/Jwk_ytgcxb/CN/10.11779/CJGE201810018 或 http://manu31.magtech.com.cn/Jwk_ytgcxb/CN/Y2018/V40/I10/1905

[1] BATHURST R J, SIMAC M R.Geosynthetic reinforced segmental retaining wall structures in North America[C]// Proceedings of the Fifth International Conference on Geotextiles, Geomembranes and Related Products. Singapore: Southeast Asia Chapter of the International Geotextile Society (SEAC-IGS), 1994: 1-41.
[2] KOERNER R M, SOONG T Y.Geosynthetic reinforced segmental retaining walls[J]. Geotextiles and Geomembranes, 2001, 19(6): 359-386.
[3] LESHCHINSKY D, VAHEDIFARD F.Impact of toe resistance in reinforced masonry block walls: Design dilemma[J]. Journal of Geotechnical and Geoenvironmental Engineering, 2012, 138(2): 236-240.
[4] BATHURST R J, WALTERS D, VLACHOPOULOS N, et al.Full scale testing of geosynthetic reinforced walls[M]// ZORNBERG J, CHRISTOPHER B R, eds. ASCE Special Publication No. 103, Advances in Transportation and Geoenvironmental Systems using Geosynthetics. Denver: ASCE, 2000: 201-217.
[5] LESHCHINSKY D.Discussion on ‘‘The influence of facing stiffness on the performance of two geosynthetic reinforced soil retaining walls’’[J]. Canadian Geotechnical Journal, 2007, 44(12): 1479-1482.
[6] CHEN J F, YU Y, BATHURST R J.Influence of leveling pad interface properties on soil reinforcement loads for walls on rigid foundations[C]// Proceedings of GeoShanghai International Conference 2014. Reston, 2014: 481-492.
[7] 陈建峰. 基于墙趾真实约束条件的模块式加筋土挡墙数值模拟[J]. 岩土工程学报, 2014, 36(9): 1640-1647.
(CHEN Jian-feng.Numerical modeling of reinforced soil segmental walls under real toe restraint conditions[J]. Chinese Journal of Geotechnical Engineering, 2014, 36(9): 1640-1647. (in Chinese))
[8] 陈建峰, 张琬. 采用K-刚度法设计的模块式加筋土挡墙数值模拟[J]. 岩土工程学报, 2017, 39(6): 1004-1011.
(CHEN Jian-feng, ZHANG Wan.Numerical modeling of a reinforced soil segmental retaining wall designed with K-stiffness method[J]. Chinese Journal of Geotechnical Engineering, 2017, 39(6): 1004-1011. (in Chinese))
[9] HUANG B, BATHURST R J, HATAMI K.Influence of toe restraint on reinforced soil segmental walls[J]. Canadian Geotechnical Journal, 2010, 47(8): 885-904.
[10] TATSUOKA F, TATEYAMA M, KOSEKI J, et al.Geosynthetic-reinforced soil structures for railways in Japan[J]. Transportation Infrastructure Geotechnology, 2014, 1(1): 3-53.
[11] GB50209—98 土工合成材料应用技术规范[S]. 1998. (GB50209—98 Technical standard of application of geosynthetics[S]. 1998. (in Chinese))
[12] ALLEN T M, BATHURST R J.Design and performance of 6.3-m-high, block-faced geogrid wall design using K-stiffness method[J]. Journal of Geotechnical and Geoenvironmental Engineering, 2013, 140(2): 04013016.
[13] ALLEN T M, BATHURST R J, HOLTZ R D, et al.A new working stress method for prediction of reinforcement loads in geosynthetic walls[J]. Canadian Geotechnical Journal, 2003, 40: 976-994.
[14] BATHURST R J, MIYATA Y, KONAMI T, et al.Stability of multi-anchor soil walls after loss of toe support[J]. Géotechnique, 2015, 65(11): 945-951.
[15] MIYATA Y, BATHURST R J, MIYATAKE H.Performance of three geogrid-reinforced soil walls before and after foundation failure[J]. Geosynthetics International, 2015, 22(4): 311-326.
[16] BATHURST R J, MIYATA Y, NERNHEIM A, et al.Refinement of K-stiffness method for geosynthetic reinforced soil walls[J]. Geosynthetics International, 2008, 15(4): 269-295.