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Relevant bibliographies by topics / Retaining walls

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Academic literature on the topic 'Retaining walls'

Author: Grafiati

Published: 4 June 2021

Last updated: 30 July 2024

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Journal articles on the topic "Retaining walls"

1

Lawrence, C. J., P. G. Carter, and N. J. Mapplebeck. "Cylinder retaining walls." Construction and Building Materials 6, no. 2 (January 1992): 107–11. http://dx.doi.org/10.1016/0950-0618(92)90060-c.

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Singh, Preetpal. "Reinforced Soil Retaining Walls." International Journal for Research in Applied Science and Engineering Technology V, no. VIII (August 29, 2017): 376–79. http://dx.doi.org/10.22214/ijraset.2017.8051.

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Semeniuk, Slavik Denisovich, and Yuriy Nikolayevich Kotov. "REINFORCED CONCRETE RETAINING WALLS." Вестник Белорусско-Российского университета, no. 4 (2018): 86–101. http://dx.doi.org/10.53078/20778481_2018_4_86.

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Kjartanson, Bruce H. "Retaining and flood walls." Engineering Structures 17, no. 3 (April 1995): 231. http://dx.doi.org/10.1016/0141-0296(95)90017-9.

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Broms, B. B. "Fabric reinforced retaining walls." International Journal of Rock Mechanics and Mining Sciences & Geomechanics Abstracts 27, no. 2 (April 1990): A115. http://dx.doi.org/10.1016/0148-9062(90)95277-8.

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V. Т. Guzchenko and М. А. Lisnevskyy. "CLASSIFICATION OF RETAINING WALLS." Bridges and tunnels: Theory, Research, Practice, no. 3 (May 12, 2015): 39–44. http://dx.doi.org/10.15802/bttrp2012/26417.

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Classification of various retaining walls structures is given in the article. It gives special attention to material saving structures. Particularly this article talks us about structures of retaining walls with membrane materials andreinforced earth. Retaining walls with application of reinforced concrete shell structures of the various shapes, wall on pile foundation, gabion walls and anchor counterfort retaining walls are noted.

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Rubin, Oleg D., Sergey E. Lisichkin, and Fedor A. Pashenko. "Development of a method for calculating the stress state in horizontal sections of hydraulic engineering angular-type retaining walls." Structural Mechanics of Engineering Constructions and Buildings 15, no. 5 (December 15, 2019): 339–44. http://dx.doi.org/10.22363/1815-5235-2019-15-5-339-344.

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Angular retaining walls are widespread in hydraulic engineering. They are characterized by large dimensions, small percentages of reinforcement, block cutting along the height of the structure. The bulk of the existing retaining walls were built in the 1960s-1980s. The regulatory documents that were in force during this period had certain shortcomings that caused the non-design behavior of a number of retaining walls. Improvement of calculation methods for reinforced concrete structures of retaining walls is required, within the framework of which a more complete account of the characteristic features of their behavior is needed. The aim of the work is to improve methods for calculating reinforced concrete retaining walls of a corner type. Methods of research carried out to improve the calculation of reinforced concrete retaining walls of the corner type included, among others, the classical methods of resistance of materials, the theory of elasticity, and structural mechanics. To determine the actual stress-strain state of the natural structures of retaining walls, visual and instrumental methods for examining retaining walls were used, including the method of unloading reinforcement. Results. To determine the stress state in the elements of the reinforced concrete structure of the retaining wall (in concrete and in reinforcement), a methodology was developed for calculating the stress state of retaining walls, which allows to determine the components of the stress state (stress in concrete in the compressed zone, as well as stress in stretched and compressed reinforcement) in horizontal sections of the vertical cantilever part of the retaining walls.

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O'Regan, Chris. "Technical Guidance Note (Level 2, No. 18): Design of unreinforced masonry retaining walls." Structural Engineer 96, no. 10 (October 1, 2018): 28–31. http://dx.doi.org/10.56330/edha8799.

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This Technical Guidance Note is intended to act as an aide to those seeking to design an unreinforced masonry retaining wall. Following this guidance will prevent cracking and ensure that the wall performs as originally intended. The note will not cover the design of reinforced masonry retaining walls and variants of that form. Such reinforcement typically strengthens the wall itself against induced bending stresses and the wall’s geometry will therefore be somewhat different to that of an unreinforced retaining wall. The note will also not discuss the applied actions that a retaining wall will be subjected to, nor the construction of retaining walls. These subjects have previously been covered in the following Technical Guidance Notes: Level 1, No. 8: Derivation of loading to retaining structures and Level 1, No. 33: Retaining wall construction. It is assumed that the reader is familiar with the content of both these notes.

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STEEDMAN, R. S. "SEISMIC DESIGN OF RETAINING WALLS." Proceedings of the Institution of Civil Engineers - Geotechnical Engineering 131, no. 1 (January 1998): 12–22. http://dx.doi.org/10.1680/igeng.1998.30002.

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Boczkaj, B. K. "Retaining Walls on Subsidence Areas." Journal American Society of Mining and Reclamation 1994, no. 4 (1994): 66–73. http://dx.doi.org/10.21000/jasmr94040066.

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Dissertations / Theses on the topic "Retaining walls"

1

Cheung, Kwong-chung. "Reinforced earth wall design & construction in northern access road for Cyberport Development /." View the Table of Contents & Abstract, 2005. http://sunzi.lib.hku.hk/hkuto/record/B3676288X.

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Hoque, Md Zaydul Carleton University Dissertation Engineering Civil. "Seismic response of retaining walls." Ottawa, 1992.

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Hachouf, Kamel. "Geotextile soil reinforcement in retaining walls." Thesis, Queen Mary, University of London, 1994. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.283366.

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Zafer, Algahtani Nabeel Al. "Pocket-type prestressed brickwork retaining walls." Thesis, University of Edinburgh, 1992. http://hdl.handle.net/1842/11666.

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This thesis presents the results of a study into the behaviour of post-tensioned pocket type brickwork retaining walls. An analytical and experimental study was carried out to examine the behaviour of the wall up to failure. The programme of work considered the effect of the following parameters on the perfromance of the wall: (i) vertical concentrated eccentric load; (ii) percentage area of steel; (iii) pocket spacing and wall slenderness; (iv) type of wall bond. The results of the analyses were compared with those based on the Code of Practice, B.S 5628, Part 2, 1985. A computer program was written in Fortran to predict the ultimate moment of the wall panels, using predicted equilibrium equations. Good agreement was found between the theoretical and experimental results. The results show that post-tensioned pocket type brickwork retaining walls have a large nominal strength, largely due to the presence of prestressing forces and the behaviour of the walls as homogenous cantilevers. The most effective pocket spacing was found to be h/3, and the maximum spacing should be limited to give an aspect ratio which is greater than 1.15. The study confirms the applicability of prestressed brick masonry for structures such as slabs and retaining walls irrespective of the type of brickwork bond.

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Tan, Chia K. "Movements of footings and retaining walls." Diss., Virginia Tech, 1991. http://hdl.handle.net/10919/39850.

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Neelakantan, G. "Seismic behavior of tiedback retaining walls." Diss., The University of Arizona, 1991. http://hdl.handle.net/10150/185528.

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Tied-back retaining walls frequently fail during earthquakes. Such failures are usually characterized by large displacements of the retaining wall and subsidence of the backfill. Often these failures result in extensive damage to the tied-back wall system and to adjoining structures and lifeline facilities. Whereas the seismic behavior of gravity retaining walls has been investigated in detail and procedures are now available for the seismic design of gravity retaining walls, very little analytical or experimental work has been reported on the behavior of tied-back retaining walls when they are subjected to seismic loads. In this research, a limit equilibrium method is used to analyze the seismic behavior of tied-back retaining walls. The analytical approach is calibrated against results from shake table tests on aluminium walls retaining a dry cohesionless soil. The shake table experiments were performed at the State University of New York at Buffalo seismic simulator facility. The analytical and the experimental study indicate the tremendous influence of anchorage systems on the performance of tied-back retaining walls during earthquakes. Based on the results of these studies, a procedure is proposed for the design of tied-back retaining walls in seismically active regions. The main thrust of the proposed seismic design procedure is in improving the anchorage capacity of tied-back retaining walls.

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Gabar, Mohamad G. Mohamad. "Effect of Soil and Bedrock Conditions Below Retaining Walls on Wall Behavior." University of Dayton / OhioLINK, 2012. http://rave.ohiolink.edu/etdc/view?acc_num=dayton1335367086.

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Kalasin, Thaveechai. "Dynamic macroelement model for gravity retaining walls." Thesis, University of Bristol, 2004. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.404085.

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Zervos, Spyridon M. Eng Massachusetts Institute of Technology. "Seismic performance of single-propped retaining walls." Thesis, Massachusetts Institute of Technology, 2016. http://hdl.handle.net/1721.1/104250.

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Thesis: M. Eng., Massachusetts Institute of Technology, Department of Civil and Environmental Engineering, 2016.
Cataloged from PDF version of thesis.
Includes bibliographical references (pages 51-52).
This thesis analyzed the dynamic performance of single-propped retaining walls in dry sand under different seismic excitations using the finite difference software FLAC v7.0 (Itasca). The structure comprises two reinforced concrete diaphragm walls connected by a row of cross-lot struts that is used to support a 9.5m deep, 18m wide excavation in dry sand. After simulating the excavation as a staged construction, a suite of thirty-two (32) different seismic inputs were applied at the base of the model. The non-linear, inelastic soil behavior was represented by the advanced PB constitutive model (generalized effective stress soil model) developed by Papadimitriou et al. (2002). In order to avoid spurious reflections of shear waves on the vertical boundaries of the finite difference model, the analyses used periodic boundary conditions. The performance of the structure was investigated by considering the wall deflections, bending moments, earth pressures and surface settlements for each of the applied ground motions. Based on the horizontal deflection of the walls, three distinct categories of performance were observed and characterized. Results of the parametric study were correlated with the characteristics of the ground motions from which wall deflections and bending moments showed clear correlations with peak ground acceleration and Arias intensity.
by Spyridon Zervos.
M. Eng.

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Iacorossi, Matteo. "Centrifuge modeling of earth-reinforced retaining walls." Master's thesis, Alma Mater Studiorum - Università di Bologna, 2012. http://amslaurea.unibo.it/3369/.

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Object of this thesis has been centrifuge modelling of earth reinforced retaining walls with modular blocks facing in order to investigate on the influence of design parameters, such as length and vertical spacing of reinforcement, on the behaviour of the structure. In order to demonstrate, 11 models were tested, each one with different length of reinforcement or spacing. Each model was constructed and then placed in the centrifuge in order to artificially raise gravitational acceleration up to 35 g, reproducing the soil behaviour of a 5 metre high wall. Vertical and horizontal displacements were recorded by means of a special device which enabled tracking of deformations in the structure along its longitudinal cross section, essentially drawing its deformed shape. As expected, results confirmed reinforcement parameters to be the governing factor in the behaviour of earth reinforced structures since increase in length and spacing improved structural stability. However, the influence of the length was found out to be the leading parameter, reducing facial deformations up to five times, and the spacing playing an important role especially in unstable configurations. When failure occurred, failure surface was characterised by the same shape (circular) and depth, regardless of the reinforcement configuration. Furthermore, results confirmed the over-conservatism of codes, since models with reinforcement layers 0.4H long showed almost negligible deformations. Although the experiments performed were consistent and yielded replicable results, further numerical modelling may allow investigation on other issues, such as the influence of the reinforcement stiffness, facing stiffness and varying backfills.

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Books on the topic "Retaining walls"

1

McElroy, William. Fences & retaining walls. Carlsbad, CA: Craftsman Book Co., 1990.

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McElroy, William. Fences & retaining walls. Carlsbad, CA: Craftsman Bk. Co., 2012.

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3

American Society of Civil Engineers. and United States. Army. Corps of Engineers., eds. Retaining and flood walls. New York, N.Y: ASCE Press, 1994.

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4

Canadian Society of Civil Engineers., ed. Notes on retaining walls in Montreal. [S.l: s.n., 1986.

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Canadian Society of Civil Engineers., ed. Notes on retaining walls in Montreal. [S.l: s.n., 1986.

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R, Simac Michael, and National Concrete Masonry Association, eds. Design manual for segmental retaining walls: Modular concrete block retaining wall systems. Herndon, Va: National Concrete Masonry Association, 1993.

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7

Dawson, W. Bell. A new method for the design of retaining walls. [S.l: s.n., 1986.

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Dawson, W. Bell. A new method for the design of retaining walls. [S.l: s.n., 1986.

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Smorodinov, Mikhail Ilʹich. Ustroĭstvo sooruzheniĭ i fundamentov sposobom "stena v grunte". 2nd ed. Moskva: Stroĭizdat, 1986.

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Chapman, Tim. Modular gravity retaining walls: Design guidance. London: Construction Industry Research and Information Association, 2000.

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Book chapters on the topic "Retaining walls"

1

Sayão, A. S. F. J. "Retaining Walls." In Handbook of Slope Stabilisation, 213–42. Berlin, Heidelberg: Springer Berlin Heidelberg, 2004. http://dx.doi.org/10.1007/978-3-662-07680-4_9.

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2

Srbulov, Milutin. "Massive Retaining Walls." In Practical Soil Dynamics, 111–35. Dordrecht: Springer Netherlands, 2011. http://dx.doi.org/10.1007/978-94-007-1312-3_7.

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Srbulov, Milutin. "Slender Retaining Walls." In Practical Soil Dynamics, 137–49. Dordrecht: Springer Netherlands, 2011. http://dx.doi.org/10.1007/978-94-007-1312-3_8.

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German Geotechnical Society. "Anchored Retaining Walls." In Recommendations on Excavations EAB, 111–24. D-69451 Weinheim, Germany: Wiley-VCH Verlag GmbH, 2014. http://dx.doi.org/10.1002/9783433603970.ch7.

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Mosley, W. H., J. H. Bungey, and R. Hulse. "Water-retaining structures and retaining walls." In Reinforced Concrete Design, 274–304. London: Macmillan Education UK, 1999. http://dx.doi.org/10.1007/978-1-349-14911-7_11.

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Mosley, W. H., and J. H. Bungey. "Water-retaining Structures and Retaining Walls." In Reinforced Concrete Design, 296–328. London: Macmillan Education UK, 1990. http://dx.doi.org/10.1007/978-1-349-20929-3_11.

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Mosley, W. H., and J. H. Bungey. "Water-retaining Structures and Retaining Walls." In Reinforced Concrete Design, 296–326. London: Macmillan Education UK, 1987. http://dx.doi.org/10.1007/978-1-349-18825-3_11.

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Mosley, W. H., and J. H. Bungey. "Water-retaining Structures and Retaining Walls." In Reinforced Concrete Design, 296–328. London: Macmillan Education UK, 1990. http://dx.doi.org/10.1007/978-1-349-13058-0_11.

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Mosley, W. H., R. Hulse, and J. H. Bungey. "Foundations and Retaining Walls." In Reinforced Concrete Design to Eurocode 2 (EC2), 311–49. London: Macmillan Education UK, 1996. http://dx.doi.org/10.1007/978-1-349-13413-7_10.

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Fuller, Chip. "Cantilever Segmental Retaining Walls." In Sustainable Civil Infrastructures, 165–86. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-030-01944-0_13.

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Conference papers on the topic "Retaining walls"

1

Veletsos, A. S., and A. H. Younan. "Dynamic Response of Cantilever Retaining Walls." In ASCE National Convention. New York, NY: American Society of Civil Engineers, 1996. http://dx.doi.org/10.1061/9780784402061.002.

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Anderson, Scott A., Daniel Alzamora, and Matthew J. DeMarco. "Asset Management Systems for Retaining Walls." In Biennial Geotechnical Conference 2008. Reston, VA: American Society of Civil Engineers, 2008. http://dx.doi.org/10.1061/41006(332)12.

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Zou, Yinsheng, Yurong Guo, and Xiang Zou. "Simplified Analysis for Flexible Retaining Walls." In Eighth International Conference on Computing in Civil and Building Engineering (ICCCBE-VIII). Reston, VA: American Society of Civil Engineers, 2000. http://dx.doi.org/10.1061/40513(279)193.

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Javanmard, M., and A. R. Angha. "Seismic Behavior of Gravity Retaining Walls." In GeoFlorida 2010. Reston, VA: American Society of Civil Engineers, 2010. http://dx.doi.org/10.1061/41095(365)229.

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Chugh, Ashok K., Joseph F. Labuz, and C. Guney Olgun. "Soil Structure Interactions of Retaining Walls." In Geotechnical and Structural Engineering Congress 2016. Reston, VA: American Society of Civil Engineers, 2016. http://dx.doi.org/10.1061/9780784479742.036.

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Wu, Yingwei, Shamsher Prakash, and Vijay K. Puri. "On Seismic Design of Retaining Walls." In Earth Retention Conference (ER) 2010. Reston, VA: American Society of Civil Engineers, 2010. http://dx.doi.org/10.1061/41128(384)69.

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Roman, Andreea�Luiza. "GEOSYNTHETIC�REINFORCED�RETAINING�WALLS�WITH�VEGETATED�FACINGS." In SGEM2012 12th International Multidisciplinary Scientific GeoConference and EXPO. Stef92 Technology, 2012. http://dx.doi.org/10.5593/sgem2012/s02.v2015.

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Manju, G. S., and G. Madhavi Latha. "Innovative Cellular Confinement Systems for Retaining Walls." In Geo-Chicago 2016. Reston, VA: American Society of Civil Engineers, 2016. http://dx.doi.org/10.1061/9780784480151.015.

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Sadrekarimi, Abouzar. "Hazard Mitigation Using Broken Back Retaining Walls." In Geo-Denver 2007. Reston, VA: American Society of Civil Engineers, 2007. http://dx.doi.org/10.1061/40901(220)8.

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Latha, G. M., and A. M. Krishna. "Dynamic Response of Reinforced Soil Retaining Walls." In GeoShanghai International Conference 2006. Reston, VA: American Society of Civil Engineers, 2006. http://dx.doi.org/10.1061/40863(195)40.

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Reports on the topic "Retaining walls"

1

Younan, A. H., A. S. Veletsos, and K. Bandyopadhyay. Dynamic response of flexible retaining walls. Office of Scientific and Technical Information (OSTI), January 1997. http://dx.doi.org/10.2172/444031.

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Veletsos, A. S., A. H. Younan, and K. Bandyopadhyay. Dynamic response of cantilever retaining walls. Office of Scientific and Technical Information (OSTI), October 1996. http://dx.doi.org/10.2172/432886.

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Green, Russell A., and Robert M. Ebeling. Seismic Analysis of Cantilever Retaining Walls, Phase I. Fort Belvoir, VA: Defense Technical Information Center, September 2002. http://dx.doi.org/10.21236/ada408335.

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Bourdeau, Philippe, Patrick Fox, and David Runser. Development of Low Cost Retaining Walls for Indiana Highways. West Lafayette, IN: Purdue University, 2001. http://dx.doi.org/10.5703/1288284313194.

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Veletsos, A. S., V. H. Parikh, A. H. Younan, and K. Bandyopadhyay. Dynamic response of a pair of walls retaining a viscoelastic solid. Office of Scientific and Technical Information (OSTI), January 1995. http://dx.doi.org/10.2172/82476.

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Strom, Ralph W., and Robert M. Ebeling. State of the Practice in the Design of Tall, Stiff, and Flexible Tieback Retaining Walls. Fort Belvoir, VA: Defense Technical Information Center, December 2001. http://dx.doi.org/10.21236/ada405009.

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Strom, Ralph W., and Robert M. Ebeling. Seismic Structural Considerations for the Stern and Base of Retaining Walls Subjected to Earthquake Ground Motions. Fort Belvoir, VA: Defense Technical Information Center, May 2005. http://dx.doi.org/10.21236/ada433805.

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Strom, Ralph W., and Robert W. Ebeling. Seismic Structural Considerations for the Stem and Base of Retaining Walls Subjected to Earthquake Ground Motions. Fort Belvoir, VA: Defense Technical Information Center, May 2005. http://dx.doi.org/10.21236/ada434485.

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Turner, Andrew. Effect of Coupling on A-Walls for Slope Stabilization. Deep Foundations Institute, June 2018. http://dx.doi.org/10.37308/cpf-2015-land-1.

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A-Walls are retaining structures composed of at least two rows of regularly spaced deep foundation elements battered in opposing directions and connected through a grade beam to mitigate movements of a slope or embankment on soft soils. While A-Walls are commonly constructed using micropiles, they can be constructed using any type of deep foundation element. For example, Gómez, et al. ( 2013) described the use of a large A-Wall for mitigation of lateral movements of the North Plaza of the Jefferson Memorial in Washington, D.C. The lateral movements accompanied settlement of the edge of the fill under the North Plaza and had caused significant disturbance to the original seawall. The A-Wall consisted of drilled shafts and driven piles extending to depths greater than 100 ft and connected through the new, replacement reinforced concrete seawall, as depicted in Figure 1. A-Walls have been successfully used for slope stabilization using schemes similar to that shown in Figure 2 (Gómez et al., 2013). Loehr and Brown (2008) describe a method for predicting resisting forces in A-Walls for slope stabilization based on measurements from full-scale field installations of A-Walls and physical model tests involving scaled micropile elements. The method was a significant development because it appropriately accounts for the complex interaction between deep foundations and moving soils. Although the method satisfies displacement compatibility, it does so with uncoupled analyses involving separate lateral and axial analyses, without consideration of interaction between upslope and downslope piles (which are connected through a capping beam). This assumption may produce errors in predictions of reinforcement forces, and could have a notable effect on the predicted performance of A-Wall systems. To evaluate the effect of coupling, the research team analyzed slopes stabilized with A-Walls using a finite element model with upslope and downslope piles connected at the pile head. Results of the finite element analyses were compared to those of uncoupled lateral and axial analyses utilizing the p-y and t-z methods. Load-transfer parameters for the analyses were calibrated to data from field installations of A-Walls to demonstrate viability of the revised methodology. Results of the coupled analyses were then compared to results from Loehr and Brown (2008) to evaluate the effect of interaction between upslope and downslope piles. This report includes design implications resulting from the coupling effect and recommendations for further research.

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Smith, Adam, and Megan Tooker. Character-defining features of the Buffalo south mole (south pier), NY. Engineer Research and Development Center (U.S.), April 2023. http://dx.doi.org/10.21079/11681/46743.

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The US Congress codified the National Historic Preservation Act of 1966 (NHPA), the nation’s most effective cultural resources legislation to date, mostly through establishing the National Register of Historic Places (NRHP). The NHPA requires federal agencies to address their cultural resources, which are defined as any prehistoric or historic district, site, building, structure, or object. The precursor to the Corps of Engineers erected the mole (a.k.a., the south pier) in the early 1820s at the entrance to the Buffalo harbor. The area on top of and surrounding the mole was modified through the past two hundred years, many of the character-defining features remain including the stone retaining walls, talus, stairs, and lighthouse identified in plans and drawings from the period of construction. Notably lost is the stone tow path, or banquette, and the stone incline on the south side of the mole is no longer visible. The researchers recommend a period of significance of c. 1820 through 1972 (50 years) since the mole has continued its original use of keeping the entrance to the Buffalo River open for freight and recreational boating traffic through the present day.

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