Self-centring segmental retaining walls—A new construction system for retaining walls

Abstract

This paper reports on an experimental study on a new self-centring retaining wall system. Four post-tensioned segmental retaining walls (PSRWs) were experimentally tested. Each of the walls was constructed using seven T-shaped concrete segments with a dry stack. The walls were tested under incrementally increasing cyclic lateral load. The effect of the wall height, levels of post-tensioning (PT) force, and bonded versus unbonded condition of PT reinforcement on the structural behavior of the PSRWs was investigated. The results showed that such PSRWs are structurally adequate for water retaining structures. According to the results, increasing the wall height decreases initial strength but increases the deformation capacity of the wall. The larger deformation capacity and ductility of PSRW make it a suitable structural system for fluctuating loads or deformation, e.g., seawall. It was also found that increasing the PT force increases the wall’s stiffness; however, reduces its ductility. The residual drift and the extent of damage of the unbonded PSRWs were significantly smaller than those of the bonded ones. Results suggest that this newly developed self-centring retaining wall can be a suitable structural system to retain lateral loads. Due to its unique deformation capacity and self-centring behavior, it can potentially be used for seawall application.

Graphical abstract

Keywords

retaining wall / segmental / precast concrete / unbonded post-tensioning / water retaining wall / seawall

References

[1] WangX, WangL, ZhangT. Geometry-based assessment of levee stability and overtopping using airborne lidar altimetry: A Case Study in the Pearl River Delta, Southern China. Water (Basel), 2020, 12( 2): 403– 423

[2] FerdousW, BaiY, Almutairi A D, SatasivamS, JeskeJ. Modular assembly of water-retaining walls using GFRP hollow profiles: Components and connection performance. Composite Structures, 2018, 194 : 1– 11

[3] van der Meer R. Glass Flood Defences: A theoretical and practical assessment of the impact resistance of Glass Flood Defences to floating debris. Thesis for the Master’s Degree. Delft: Delft University of Technology, 2018

[4] Thomas R, Hall B. Seawall Design. Oxford: Butterworth-Heinemann, 2015

[5] MarcinkowskiA, GralewskiJ. The comparison of the environmental impact of steel and vinyl sheet piling: Life cycle assessment study. International Journal of Environmental Science and Technology, 2020, 17( 9): 4019– 4030

[6] Ferguson D P, Trewern C J. Design challenges associated with the use of non-metallic materials in marine sheet pile walls. In: Annual Conference of the Australasian Corrosion Association 2015: Corrosion and Prevention 2015. Adelaide: Australasian Corrosion Association (ACA), 2015

[7] Smith P. Marine Concrete Structures: Design, Durability and Performance. Amsterdam: Elsevier, 2016, 17–64

[8] SillsG L, VromanN D, WahlR E, SchwanzN T. Overview of New Orleans levee failures: Lessons learned and their impact on national levee design and assessment. Journal of Geotechnical and Geoenvironmental Engineering, 2008, 134( 5): 556– 565

[9] JansenL, KorswagenP A, BrickerJ D, PasterkampS, de BruijnK M, JonkmanS N. Experimental determination of pressure coefficients for flood loading of walls of Dutch terraced houses. Engineering Structures, 2020, 216 : 110647–

[10] Sajedi S, Sheykhloo P A, Lopez A. Design optimization of flood walls using evolutionary algorithms. In: Proceedings of Geo-Congress 2019: Earth Retaining Structures and Geosynthetics. Philadelphia: ASCE, 2019, 247–255

[11] Choudhury D, Rajesh B. Geotechnics for Natural Disaster Mitigation and Management. Singapore: Springer, 2020, 109–118

[12] NausD. The management of aging in nuclear power plant concrete structures. JOM, 2009, 61( 7): 35– 41

[13] SchupackM, SuarezM G. Some recent corrosion embrittlement failures of prestressing systems in the United States. PCI Journal, 1982, ( March–April): 38– 55

[14] Warner R F. Prestressed Concrete. Melbourne: Longman Cheshire, 1988

[15] KarayannisC G, ChaliorisC E. Design of partially prestressed concrete beams based on the cracking control provisions. Engineering Structures, 2013, 48 : 402– 416

[16] TwigdenK M, SritharanS, HenryR S. Cyclic testing of unbonded post-tensioned concrete wall systems with and without supplemental damping. Engineering Structures, 2017, 140 : 406– 420

[17] MoroderD, SmithT, DunbarA, PampaninS, BuchananA. Seismic testing of post-tensioned Pres-Lam core walls using cross laminated timber. Engineering Structures, 2018, 167 : 639– 654

[18] RabczukT, BelytschkoT. A three-dimensional large deformation meshfree method for arbitrary evolving cracks. Computer Methods in Applied Mechanics and Engineering, 2007, 196( 29−30): 2777– 2799

[19] RabczukT, BelytschkoT. Cracking particles: A simplified meshfree method for arbitrary evolving cracks. International Journal for Numerical Methods in Engineering, 2004, 61( 13): 2316– 2343

[20] JavadiM, HassanliR, RahmanM, KarimR. Experimental study on cyclic behavior of post-tensioned segmental retaining walls (PSRWs). Engineering Structures, 2021, 229 : 111619–

[21] Sika Australia Pty Ltd. SikaGrout®-300 PT AU. Product Data Sheets. 2020

[22] AS 1478.2. Chemical Admixtures for Concrete, Mortar and Grout—Part 2: Methods of Sampling and Testing Admixtures for Concrete, Mortar and Grout. Sydney: Standards Australia, 2005

[23] AS 3972. General Purpose and Blended Cements. Sydney: Standards Australia, 2010

[24] AS 1012.9. Methods of Testing Concrete Compressive Strength Tests—Concrete, Mortar and Grout Specimens. Sydney: Standards Australia, 2014

[25] ACI 374.1–05. Acceptance Criteria for Moment Frames Based on Structural Testing and Commentary. Farmington Hills: American Concrete Institute, 1991

[26] DawoodH, ElgawadyM, HewesJ. Factors affecting the seismic behavior of segmental precast bridge columns. Frontiers of Structural and Civil Engineering, 2014, 8( 4): 388– 398

[27] FEMA 356. Commentary for the Seismic Rehabilitation of Buildings. Washington, D.C.: Federal Emergency Management Agency, 2000

[28] HinesE M, RestrepoJ I, SeibleF. Force-displacement characterization of well-confined bridge piers. ACI Structural Journal, 2004, 101( 4): 537– 548

[29] WatsonS, ParkR. Simulated seismic load tests on reinforced concrete columns. Journal of Structural Engineering, 1994, 120( 6): 1825– 1849

[30] Hewes J. Seismic design and performance of precast concrete segmental bridge columns. Dissertation for the Doctoral Degree. California: University of California, San Diego, 2002

[31] MortezaeiA, RonaghH R. Plastic hinge length of FRP strengthened reinforced concrete columns subjected to both far-fault and near-fault ground motions. Scientia Iranica, 2012, 19( 6): 1365– 1378

[32] Hassanli R, ElGawady M, Mills J E. Plastic hinge length of unbonded post-tensioned masonry walls. In: The 12th North American Masonry. Denvor: The Masonry Society, 2015

[33] HassanliR, ElGawadyM, MillsJ E. Force–displacement behavior of unbonded post-tensioned concrete walls. Engineering Structures, 2016, 106 : 495– 505

[34] CamfieldF E. Wave forces on wall. Journal of Waterway, Port, Coastal, and Ocean Engineering, 1991, 117( 1): 76– 79

[35] AS 4678–2002. Earth Retaining Structures. Sydney: Standards Australia, 2001

Acknowledgements

The authors gratefully acknowledge the support of this experimental work by the University of South Australia. Special thanks to T. Golding, R. Muscher, M. Plew, C. Sweetman and H. Senko and the technical support staff from the Concrete Laboratory at the University of South Australia, for their dedication and assistance before and during the tests.

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