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Journal articles on the topic 'Cantilever Earth-retaining Walls'

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Published: 4 June 2021

Last updated: 4 February 2022

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1

Chin, C. Y., Claudia Kayser, and Michael Pender. "Seismic earth forces against embedded retaining walls." Bulletin of the New Zealand Society for Earthquake Engineering 49, no. 2 (June 30, 2016): 200–210. http://dx.doi.org/10.5459/bnzsee.49.2.200-210.

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This paper provides results from carrying out two-dimensional dynamic finite element analyses to determine the applicability of simple pseudo-static analyses for assessing seismic earth forces acting on embedded cantilever and propped retaining walls appropriate for New Zealand. In particular, this study seeks to determine if the free-field Peak Ground Acceleration (PGAff) commonly used in these pseudo-static analyses can be optimized. The dynamic finite element analyses considered embedded cantilever and propped walls in shallow (Class C) and deep (Class D) soils (NZS 1170.5:2004). Three geographical zones in New Zealand were considered. A total of 946 finite element runs confirmed that optimized seismic coefficients based on fractions of PGAff can be used in pseudo-static analyses to provide moderately conservative estimates of seismic earth forces acting on retaining walls. Seismic earth forces were found to be sensitive to and dependent on wall displacements, geographical zones and soil classes. A reclassification of wall displacement ranges associated with different geographical zones, soil classes and each of the three pseudo-static methods of calculations (Rigid, Stiff and Flexible wall pseudo-static solutions) is presented. The use of different ensembles of acceleration-time histories appropriate for the different geographic zones resulted in significantly different calculated seismic earth forces, confirming the importance of using geographic-specific motions. The recommended location of the total dynamic active force (comprising both static and dynamic forces) for all cases is 0.7H from the top of the wall (where H is the retained soil height).

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2

Scotto di Santolo, Anna, and Aldo Evangelista. "Dynamic active earth pressure on cantilever retaining walls." Computers and Geotechnics 38, no. 8 (December 2011): 1041–51. http://dx.doi.org/10.1016/j.compgeo.2011.07.015.

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3

Vrecl Kojc, H., and L. Trauner. "Upper-bound approach for analysis of cantilever retaining walls." Canadian Geotechnical Journal 47, no. 9 (September 2010): 999–1010. http://dx.doi.org/10.1139/t10-004.

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The proposed method for the analysis of cantilever retaining walls is based on ultimate limit states, but in contrast to other methods, which are recognized worldwide, also considers the condition of vertical force equilibrium, which includes the wall unit weight and the vertical component of the soil–structure interaction. The two-dimensional analytical model with polygonal soil pressure distribution is based on two new characteristics: the parameter α and the passive pressure coefficient at the embedment depth, Kb. The kinematic approach of limit analysis is used to examine the limit equilibrium state of the cantilever retaining wall according to soil properties and other loadings. The failure mechanism, composed of a classical determination of the passive pressure in the embedded part of the wall and a kinematically admissible velocity field at the retained side of the wall, estimates the limiting value of the passive earth pressure at the embedment depth. The advantage of the proposed method is that it enables the design of more slender cantilever retaining walls, at which the comparable level of safety for geotechnical and structural bearing capacity limit states is reached, which is the basic condition for safe design of retaining structures.

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4

Evangelista, Aldo, Anna Scotto di Santolo, and Armando Lucio Simonelli. "Evaluation of pseudostatic active earth pressure coefficient of cantilever retaining walls." Soil Dynamics and Earthquake Engineering 30, no. 11 (November 2010): 1119–28. http://dx.doi.org/10.1016/j.soildyn.2010.06.018.

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5

Ertugrul, Ozgur L., and Aurelian C. Trandafir. "Seismic earth pressures on flexible cantilever retaining walls with deformable inclusions." Journal of Rock Mechanics and Geotechnical Engineering 6, no. 5 (October 2014): 417–27. http://dx.doi.org/10.1016/j.jrmge.2014.07.004.

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6

Senthil, K., M. A. Iqbal, and Amit Kumar. "Behavior of cantilever and counterfort retaining walls subjected to lateral earth pressure." International Journal of Geotechnical Engineering 8, no. 2 (December 6, 2013): 167–81. http://dx.doi.org/10.1179/1938636213z.00000000075.

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7

Ertugrul, Ozgur L., and Aurelian C. Trandafir. "Lateral earth pressures on flexible cantilever retaining walls with deformable geofoam inclusions." Engineering Geology 158 (May 2013): 23–33. http://dx.doi.org/10.1016/j.enggeo.2013.03.001.

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8

Ertugrul, Ozgur L., and M. Yener Ozkan. "Influence of EPS Geofoam Buffers on the Static Behavior of Cantilever Earth-Retaining Walls." Pamukkale University Journal of Engineering Sciences 18, no. 3 (2012): 173–81. http://dx.doi.org/10.5505/pajes.2012.09709.

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9

Ertugrul, Ozgur L., Aurelian C. Trandafir, and M. Yener Ozkan. "Reduction of dynamic earth loads on flexible cantilever retaining walls by deformable geofoam panels." Soil Dynamics and Earthquake Engineering 92 (January 2017): 462–71. http://dx.doi.org/10.1016/j.soildyn.2016.10.011.

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10

Kamiloğlu, Hakan Alper, and Erol Şadoğlu. "A method for active seismic earth thrusts of granular backfill acting on cantilever retaining walls." Soils and Foundations 59, no. 2 (April 2019): 419–32. http://dx.doi.org/10.1016/j.sandf.2018.12.003.

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11

SEI, Hirotoshi, and Akira ENAMI. "STUDY ON SOIL RESISTANCE SUPPORTING DIAPHRAGM WALLS WITH VARIOUS SHAPED CROSS SECTIONS FOR CANTILEVER EARTH RETAINING." Journal of Structural and Construction Engineering (Transactions of AIJ) 61, no. 483 (1996): 81–88. http://dx.doi.org/10.3130/aijs.61.81_2.

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12

Wang, Liyan, Zhou Yajun, Wenxue Gong, Jinsong Li, and Aimable Ishimwe. "Calculation Method of Seismic Residual Displacement of Sheet Pile Quay Walls." Advances in Civil Engineering 2019 (August 1, 2019): 1–15. http://dx.doi.org/10.1155/2019/1251295.

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Sheet pile quay walls have widely been used in port engineering, hydraulic engineering, and civil engineering, but the sheet pile quay is a flexible retaining structure, which undergoes large deformation during earthquakes. The seismic design methods of the sheet pile quay wall in different countries are greatly different, and there is deficit of studies performed on the seismic residual displacement of the sheet pile quay walls. Based on the pseudostatic method and the calculation method for obtaining the dynamic earth pressure of clay soil, it is assumed that the cantilever part of the sheet pile quay wall bears the dynamic active earth pressure and the part in deep soil bears dynamic passive earth pressure on the side of the sea and bears dynamic active earth pressure on the side of the ground. The hydrodynamic pressure acting in front of the wall is calculated using Westergaard’s approach. The displacement of the front wall of the sheet pile quay is calculated, respectively, according to the upper part and lower part of mud surface. Based on the deflection curve differential equation and boundary conditions, the calculating formulas on seismic residual displacements of the sheet pile quay walls are derived and the proportional displacement method for determining the tension force of the pull rod is given. Combining with an engineering case, the theoretical calculation results are compared with the ADINA simulation results, and comparison results show that these two calculation methods are close under the mud, but they have little difference in the calculation results of the part above the mud because of the proportional displacement method of the tension force of the pull rod.

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13

Goh, Anthony T. C. "Behavior of Cantilever Retaining Walls." Journal of Geotechnical Engineering 119, no. 11 (November 1993): 1751–70. http://dx.doi.org/10.1061/(asce)0733-9410(1993)119:11(1751).

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14

Zhang, Hong Bo, Xiu Guang Song, Jian Hong Jiang, Ya Nan Zang, and Zhi Gang Dou. "Model Test of Mechanical Characteristics of Cantilever Retaining Wall with Mutual Anchor." Applied Mechanics and Materials 90-93 (September 2011): 508–13. http://dx.doi.org/10.4028/www.scientific.net/amm.90-93.508.

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In order to analysis force characteristics and changes of the anchor tension during the process of filling soil of the pull cantilever retaining wall, a model test is designed for research. The test mainly monitors basal earth pressure, lateral earth pressure of the retaining wall, anchor shaft force, lateral displacement of the retaining wall.

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15

Zhang, Hong Bo, Jian Qing Wu, Ying Yong Li, Xiu Guang Song, and Zhi Chao Xue. "Model Tests on Force Characteristics of Reinforced Retaining Wall." Applied Mechanics and Materials 353-356 (August 2013): 368–73. http://dx.doi.org/10.4028/www.scientific.net/amm.353-356.368.

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The recent research and development of the reinforced retaining wall is composed of cantilevered reinforced concrete retaining walls which symmetric set on both sides of subgrade and through roadbed width of counter-pulled anchors. The prestressing force can be applied on anchors.The retaining wall has the advantange of high safety, lateral small deformation , wide applicable range and low requirements for the foundation bearing capacity. But due to the lateral restraint of bolt, the soil pressure distributions of retaining wall change a lot. The change will have a significant impact on structures. In order to reveal the reinforced soil retaining wall pressure distributions, laboratory model test was done. The monitoring instruments such as earth pressure cells, anchor rope dynamometers and dial indicators were installed. Research and analysis on the loading process reinforced type soil retaining wall under soil pressure, the lateral earth pressure and anchor rope tension change rule were researched and analysed. The experimental results showed that with the increasing of filling soil height, the retaining wall had a tendency to tilt outward. The basolateral external pressure is larger than the inside pressure. At the same time, anchor tension increased as the top loading increased. Lateral earth pressure distribution is parabolic. Soil pressure around the anchor is larger than other area, the soil arch effect is significant.

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16

Chugh, Ashok K., and Joseph F. Labuz. "Numerical simulation of an instrumented cantilever retaining wall." Canadian Geotechnical Journal 48, no. 9 (September 2011): 1303–13. http://dx.doi.org/10.1139/t11-037.

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The field data of an instrumented cantilever retaining wall are reexamined to develop a working hypothesis for the mechanism that explains the observed response. The field data are in terms of earth pressures and wall movements (deflection, translation, and rotation) from the start to completion of backfilling. The observed response demonstrates strong interaction between the retaining wall and foundation soil. Traditional calculations based on earth pressure coefficients had not provided a satisfactory explanation for the measured responses during placement of backfill. In this paper, the working hypothesis, and results from its implementation in a continuum-mechanics-based computer program are presented. The numerical model results, displacements and earth pressures, are in general agreement with the field data for all stages of backfill placement and provide a clear exposition to the observed response. Practical implications of the work are included.

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17

KAZAMA, Satoru, Yusuke MIYAZAKI, and Hirotoshi SEI. "BEHAVIOR OF A CANTILEVER EARTH RETAINING WALL FOR EXCAVATION : Part 1 Behavior of a cantilever earth retaining wall with T-cross section." Journal of Structural and Construction Engineering (Transactions of AIJ) 440 (1992): 57–65. http://dx.doi.org/10.3130/aijsx.440.0_57.

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18

Ghosh, Priyanka. "Seismic active earth pressure behind a nonvertical retaining wall using pseudo-dynamic analysis." Canadian Geotechnical Journal 45, no. 1 (January 2008): 117–23. http://dx.doi.org/10.1139/t07-071.

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This note describes a study on the seismic active earth pressure behind a nonvertical cantilever retaining wall using pseudo-dynamic analysis. A planar failure surface has been considered behind the retaining wall. The effects of soil friction angle, wall inclination, wall friction angle, amplification of vibration, and horizontal and vertical earthquake acceleration on the active earth pressure have been explored in this study. Unlike the Mononobe–Okabe method, which incorporates pseudo-static analysis, the present analysis predicts a nonlinear variation of active earth pressure along the wall. The results have been compared with the existing values in the literature.

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19

Trenter, N. A. "Approaches to the design of cantilever retaining walls." Proceedings of the Institution of Civil Engineers - Geotechnical Engineering 157, no. 1 (January 2004): 27–35. http://dx.doi.org/10.1680/geng.2004.157.1.27.

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20

Trenter, N. A. "Discussion: Approaches to the design of cantilever retaining walls." Proceedings of the Institution of Civil Engineers - Geotechnical Engineering 158, no. 3 (July 2005): 173. http://dx.doi.org/10.1680/geng.2005.158.3.173.

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21

Vrecl-Kojc, H., and S. Škrabl. "Limit analysis of cantilever retaining walls with spaced piles." Proceedings of the Institution of Civil Engineers - Geotechnical Engineering 162, no. 6 (December 2009): 311–22. http://dx.doi.org/10.1680/geng.2009.162.6.311.

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22

Ushiro, Takeshi, Norio Yagi, Ryuichi Yatabe, and Hideki Tsutsui. "Rational Evaluation Method of Earth Pressure on the Cantilever Retaining Wall." Doboku Gakkai Ronbunshu, no. 567 (1997): 189–98. http://dx.doi.org/10.2208/jscej.1997.567_189.

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23

Weidong, Hu, Zhu Xinnian, Liu Xiaohong, Zeng Yongqing, and Zhou Xiyu. "Active Earth Pressure against Cantilever Retaining Wall Adjacent to Existing Basement Exterior Wall." International Journal of Geomechanics 20, no. 11 (November 2020): 04020207. http://dx.doi.org/10.1061/(asce)gm.1943-5622.0001853.

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24

Ghosh, Sima. "Pseudo-Dynamic Evolution of Seismic Passive Earth Force and Pressure Behind Retaining Wall." International Journal of Geotechnical Earthquake Engineering 2, no. 2 (July 2011): 1–15. http://dx.doi.org/10.4018/jgee.2011070101.

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This paper presents a detailed study on the seismic passive earth pressure behind a non-vertical cantilever retaining wall supporting inclined backfill, using pseudo-dynamic method. In addition to the consideration of wall and backfill surface inclination, the soil friction angle, wall friction angle, and both horizontal and vertical seismic coefficients are taken into account. From the obtained results, a non-linear variation of passive earth pressure along the height of the wall is observed. The results compare well with the existing values in research.

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25

Greco, Venanzio R. "Analytical active earth thrust on cantilever walls with short heel." Canadian Geotechnical Journal 45, no. 12 (December 2008): 1649–58. http://dx.doi.org/10.1139/t08-078.

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The use of Rankine’s method is inappropriate for calculating active thrusts in cantilever retaining walls with a short heel because the thrust wedge is interrupted by the wall backface. The use of Coulomb’s approach is preferable, but at present only numerical solutions have been proposed to solve the problem. This paper presents an analytical solution, based on Coulomb’s approach, for evaluating the active thrust on cantilever walls with a short heel subjected to homogeneous backfill with a regular topographic profile and without pore pressure. The solution is given by an algorithm where two equations, one quadratic and the other cubic, are solved in turn, in an iterative procedure that converges rapidly. The distribution of lateral pressure and the position of the point of application of the thrust are also given in analytical terms.

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26

Pasik, Tomasz, Marek Chalecki, and Eugeniusz Koda. "Analysis of Embedded Retaining Wall Using the Subgrade Reaction Method." Studia Geotechnica et Mechanica 37, no. 1 (March 1, 2015): 59–73. http://dx.doi.org/10.1515/sgem-2015-0008.

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Abstract This paper analyzes the distribution of internal forces and displacements of embedded retaining wall in Quaternary deposits and Tertiary clays. Calculations have been based on the Subgrade Reaction Method (SRM) for two different types of earth pressure behind the wall (active, at-rest) in order to show the differences resulting from adopting the limit values. An algorithm for calculation of “cantilever wall” using the Mathematica program was proposed.

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27

Jo, S. B., J. G. Ha, and D. S. Kim. "Effect of wall flexibility on the dynamic earth pressure for cantilevered retaining wall." Japanese Geotechnical Society Special Publication 2, no. 24 (2016): 911–14. http://dx.doi.org/10.3208/jgssp.kor-24.

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28

SAKAI, Akira. "A CALCULATION METHOD OF ACTIVE EARTH PRESSURE DURING EARTHQUAKE ON THE CANTILEVER RETAINING WALL." Journal of Japan Society of Civil Engineers, Ser. C (Geosphere Engineering) 69, no. 2 (2013): 226–38. http://dx.doi.org/10.2208/jscejge.69.226.

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29

Giri, Debabrata. "Pseudo-dynamic approach of seismic earth pressure behind cantilever retaining wall with inclined backfill surface." Geomechanics and Engineering 3, no. 4 (December 25, 2011): 255–66. http://dx.doi.org/10.12989/gae.2011.3.4.255.

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30

Giri, Debabrata. "Pseudo-dynamic methods for seismic passive earth pressure behind a cantilever retaining wall with inclined backfill." Geomechanics and Geoengineering 9, no. 1 (June 27, 2013): 72–78. http://dx.doi.org/10.1080/17486025.2013.808380.

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31

WADA, Syouzou, Makoto KOUDA, and Akira ENAMI. "EXPERIMENTAL STUDY ON EARTH PRESSURE WITH SETTLEMENT OF GROUND : Earth pressure acting on cantilever retaining wall with settlement of ground." Journal of Structural and Construction Engineering (Transactions of AIJ) 61, no. 479 (1996): 57–65. http://dx.doi.org/10.3130/aijs.61.57_1.

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32

Smith, G. N. "The use of probability theory to assess the safety of propped embedded cantilever retaining walls." Géotechnique 35, no. 4 (December 1985): 451–60. http://dx.doi.org/10.1680/geot.1985.35.4.451.

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33

Conte, Enrico, ANTONELLO TRONCONE, MIRKO VENA, KAUSTAV CHATTERJEE, and AKSHAY PRATAP SINGH. "A method for the design of embedded cantilever retaining walls under static and seismic loading." Géotechnique 70, no. 9 (September 2020): 833–34. http://dx.doi.org/10.1680/jgeot.17.d.013.

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34

Smith, G. N. "Discussion: The use of probability theory to assess the safety of propped embedded cantilever retaining walls." Géotechnique 36, no. 4 (December 1986): 615–20. http://dx.doi.org/10.1680/geot.1986.36.4.615.

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35

Santhoshkumar, G., and Priyanka Ghosh. "Seismic passive earth pressure on an inclined cantilever retaining wall using method of stress characteristics – A new approach." Soil Dynamics and Earthquake Engineering 107 (April 2018): 77–82. http://dx.doi.org/10.1016/j.soildyn.2018.01.021.

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36

KAZAMA, Satoru, and Toshio KUMAGAI. "ANALYSIS OF BEHAVIOR OF A CYLINDRICAL-SHAPE CANTILEVER EARTH RETAINING STRUCTURE, AS AFFECTED BY WALL TEMPERATURE VARIATIONS : Part 2 Stress interaction between reinforcing bars in RC earth retaining wall and those in the underground structure wall." Journal of Structural and Construction Engineering (Transactions of AIJ) 70, no. 596 (2005): 41–48. http://dx.doi.org/10.3130/aijs.70.41_2.

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37

KAZAMA, Satoru, and Toshio KUMAGAI. "ANALYSIS OF BEHAVIOR OF A CYLINDRICAL-SHAPE CANTILEVER EARTH RETAINING STRUCTURE, AS AFFECTED BY WALL TEMPERATURE VARIATIONS : Part 1 Two-dimensional analysis method." Journal of Structural and Construction Engineering (Transactions of AIJ) 70, no. 590 (2005): 63–69. http://dx.doi.org/10.3130/aijs.70.63_2.

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38

Santhoshkumar, G., and Priyanka Ghosh. "Corrigendum to “Seismic passive earth pressure on an inclined cantilever retaining wall using method of stress characteristics – A new approach”[Soil Dyn Earthq Eng 107 2018 77–82]." Soil Dynamics and Earthquake Engineering 115 (December 2018): 957. http://dx.doi.org/10.1016/j.soildyn.2018.05.016.

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39

"Design of Free Cantilever, Counter fort and T-flanged Cantilever Type Retaining Wall." International Journal of Engineering and Advanced Technology 8, no. 6 (August 30, 2019): 3875–77. http://dx.doi.org/10.35940/ijeat.f9535.088619.

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Retaining walls are widely used as permanent structures for retaining soils at different levels.Type of the wall depends on the soil pressure, such as active or passive earth pressure and earth pressure at rest and drainage conditions. Types of walls generally used are gravity walls, RCC walls, counterfort walls and buttress retaining walls. Retaining walls behavior depends on the wall height and retention heights of the soil at its backfill. Retaining walls are used with tying with more than one wall at perpendicular joints to retain liquids, water storage and materials storages such as dyke walls and tanks. Retaining walls excessively used in culverts and as well as in the bridges for construction of abutment wing walls supposed to resist soil pressures laterally applied perpendicular to the axis of the walls.Based on the present scenario used in retaining structures within the civil industries there requirements of height of walls are being increased due to lake of land and cost of sub structures being incurred in the project work, higher height of walls develops huge bending moment at the base because of the cantilever action of the walls, thus resulting in higher sections at the base which deploys into a uneconomical zone so different wall systems are required in different arrangements so as to transfer the loads with limited sections. In the present study retaining walls of height 6m, 9m and 12m are considered for study and the length of the walls considered as 30m and the material properties considered are M20 and Fe415 steel bars and the supports considered to be fixed at the base

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40

Kaveh, Ali, Kiarash Biabani Hamedani, and Taha Bakhshpoori. "Optimal Design of Reinforced Concrete Cantilever Retaining Walls Utilizing Eleven Meta-Heuristic Algorithms: A Comparative Study." Periodica Polytechnica Civil Engineering, January 17, 2020. http://dx.doi.org/10.3311/ppci.15217.

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In this paper, optimum design of reinforced concrete cantilever retaining walls is performed under static and dynamic loading conditions utilizing eleven population-based meta-heuristic algorithms. These algorithms consist of Artificial Bee Colony algorithm, Big Bang-Big Crunch algorithm, Teaching-Learning-Based Optimization algorithm, Imperialist Competitive Algorithm, Cuckoo Search algorithm, Charged System Search algorithm, Ray Optimization algorithm, Tug of War Optimization algorithm, Water Evaporation Optimization algorithm, Vibrating Particles System algorithm, and Cyclical Parthenogenesis Algorithm. Two well-known methods consisting of the Rankine and Coulomb methods are used to determine lateral earth pressures acting on cantilever retaining wall under static loading condition. In addition, Mononobe-Okabe method is employed for dynamic loading condition. The design is based on ACI 318-05 and the goal of optimization is to minimize the cost function of the cantilever retaining wall. The performance of the utilized algorithms is investigated through an optimization example of cantilever retaining wall. In addition, convergence histories of the algorithms are provided for better understanding of their performance.

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41

Kalateh-Ahani, Mohsen, and Arman Sarani. "Performance-based Optimal Design of Cantilever Retaining Walls." Periodica Polytechnica Civil Engineering, April 11, 2019. http://dx.doi.org/10.3311/ppci.13201.

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Modern buildings should provide some degree of safety against severe earthquakes. However, it is not economically feasible to construct buildings that withstand extreme loads without avoiding damage. In performance-based design, structural engineers and owners work together to achieve the best possible balance between construction cost and seismic performance. In this study, by employing a metaheuristic optimization, we have tried to extend the concept of performance-based design to retaining wall structures. According to the AASHTO LRFD Bridge Design Specifications, permanent displacement of retaining structures are tolerable, as long as the movement does not lead to unacceptable damage to the structure or facilities located in or near the moving earth. The decision on performance expectations needs to be made by owners with structural engineers providing a realistic assessment of the cost of designing to avoid the movement. To make this assessment possible, we developed a multi-objective optimization framework for simultaneous minimization of the construction cost and the permanent displacement of cantilever retaining walls. The effectiveness of the proposed framework was evaluated in the design of a typical cantilever retaining wall of 8 meters in height, once with both a toe and heel slab and once with either of them. The results indicated that obtaining the Pareto front of optimal solutions for these objectives, provides useful information that helps owners to select a solution that is the most economical in a trade-off between the construction cost and performance expectation.

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42

Jiang, Mingjing, Zhifu Shen, and Stefano Utili. "DEM modeling of cantilever retaining excavations: implications for lunar constructions." Engineering Computations 33, no. 2 (March 4, 2016). http://dx.doi.org/10.1108/ec-06-2014-0140.

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Purpose Retained excavation is important for future lunar exploratory missions and potential human colonization that requires the construction of permanent outposts. Knowledge in excavation obtained on the Earth is not directly applicable to lunar excavation because of the low lunar gravity and the non-negligible adhesive van der Waals interactions between lunar regolith grains. This study aims at revealing how the gravity level and lunar environment conditions should be considered to extend the knowledge in Earth excavation response to lunar excavation. Design/methodology/approach Two-dimensional Discrete Element Method (DEM) simulations were carried out to investigate the respective effect of gravity level and lunar environment conditions (high vacuum and extreme temperature) on retained excavation response. A novel contact model was employed with a moment – relative rotation law to account for the angularity of lunar soil particles, and a normal attractive force to account for the van der Waals interactions. Findings The simulation results showed that the excavation response is non-linearly related to the gravity level. Van der Waals interactions can increase the dilatancy of lunar regolith and, surprisingly as a consequence, significantly increase the bending moment and deflection of the retaining wall, and the ground displacements. Based on the simulation results, a parabola model was proposed to predict the excavation induced lateral ground movements on the Moon. Originality/value This study indicates that an unsafe estimate of the wall response to an excavation on the Moon would be obtained if only the effect of gravity is considered while the effect of van der Waals interactions is neglected.

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