Journal articles on the topic 'GEOGRID REINFORCED'
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1
Wang, Qingbiao, Yue Li, Hongxu Song, Jianing Duan, Zhongjing Hu, Fuqiang Wang, Haolin Xu, et al. "Experimental Study on Tensile Mechanical Properties and Reinforcement Ratio of Steel–Plastic Compound Geogrid-Reinforced Belt." Materials 14, no. 20 (October 11, 2021): 5963. http://dx.doi.org/10.3390/ma14205963.
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The steel–plastic compound geogrid has been widely used as a new reinforcement material in geotechnical engineering and other fields. Therefore, it is essential to fully understand the mechanical properties of steel–plastic compound geogrid-reinforced belts to utilize steel–plastic compound geogrids efficiently. In this study, tensile mechanical tests of steel wire, polyethylene geogrid belt, and steel–plastic compound geogrid-reinforced belt were conducted with respect to the tensile mechanical properties of steel–plastic compound geogrid-reinforced belts. In addition, the minimum reinforcement and optimal reinforcement ratios of steel–plastic compound geogrid-reinforced belts were summarized. The results showed that the steel–plastic compound geogrid-reinforced belts possessed an incongruent force of the internal steel wire during the tensile process. The tensile stress–strain curve of the steel–plastic compound geogrid-reinforced belt can be divided into the composite adjustment, steel wire breaking, and residual deformation stages. The tensile strength of the steel–plastic compound geogrid-reinforced belt is proportional to the diameter and number of steel wires in the reinforced belt. The minimum and optimum reinforcement ratios of steel wire in the steel–plastic compound geogrid-reinforced belt were 0.63% and 11.92%, respectively.
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Kaluder, J., S. Lenart, M. Mulabdic, and K. Minazek. "Resilient modulus of crushed stone material reinforced with geogrids." IOP Conference Series: Materials Science and Engineering 1260, no. 1 (October 1, 2022): 012011. http://dx.doi.org/10.1088/1757-899x/1260/1/012011.
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Abstract Unbound base layers can be stabilized with geogrids that reduce lateral movement of granular material thus improving its stiffness through particle interlocking inside geogrid openings. Good particles-geogrid interlocking depends significantly on the ratio of geogrid aperture size to the average soil particle size. This paper describes testing of a resilient modulus and a permanent deformation of geogrid reinforced granular material. Biaxial and triaxial geogrids made with 3D printer were used in which geogrids were of different aperture sizes and rib thickness. It was thus possible to test parametrically the effect of geogrid geometry and rib stiffness on the resilient behaviour and permanent deformations. Experiments were conducted on cylindrical specimens of 160 mm diameter and 320 mm height and were reinforced with one or several layers of geogrids. The results of cyclic triaxial tests for unreinforced and reinforced specimens with created geogrids are presented in the paper, as well as the results of the previous research on commercially available geogrids. It is observed from the presented results that resilient behaviour of the tested granular material was not improved with the use of geogrids, while geogrids gave certain improvement with respect to permanent deformations. Presented research is a part of the ongoing project at the University of J.J. Strossmayer in Osijek and the Slovenian National Building and Civil Engineering Institute.
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A. El-Kasaby, El-Sayed, Mohab Roshdy, Mahmoud Awwad, and Ahmed A. Abo-Shark. "Enhancing Flexural Performance of GFRC Square Foundation Footings through Uniaxial Geogrid Reinforcement." International Journal of Advanced Engineering, Management and Science 9, no. 8 (2023): 15–22. http://dx.doi.org/10.22161/ijaems.98.3.
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This study investigates how the flexural characteristics of square foundation footings, strengthened with glass fiber reinforced concrete (GFRC), are influenced by uniaxial geogrids. The research involves tests on five reinforced concrete square footings under square loading until failure. Variables include geogrid layer count and longitudinal reinforcement proportion. The analysis covers factors like different stage loads, deflection, energy absorption, ductility, and crack patterns. Results indicate that adding geogrid layers with GFRC significantly improves footing flexural performance and fracture mechanism. More geogrid layers lead to notable load increases at each stage. The data also reveals that geogrid reinforced GFRC footings surpass those reinforced with steel and standard concrete mixes in strength resistance. Moreover, a simplified empirical equation correlates footing moment directly to geogrid tensile strength, offering efficient predictive accuracy for their relationship. This research emphasizes uniaxial geogrids' benefits in reinforcing GFRC footings, enhancing flexural performance, and offering valuable insights for earth structure design and construction.
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Yuan, Hui, Xiaohong Bai, Hehui Zhao, and Jingren Wang. "Experimental Study on the Influence of Aging on Mechanical Properties of Geogrids and Bearing Capacity of Reinforced Sand Cushion." Advances in Civil Engineering 2020 (October 8, 2020): 1–13. http://dx.doi.org/10.1155/2020/8839919.
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Geogrids are widely used in foundation engineering for reinforcing foundations due to their light weight, high strength, and excellent performance. In this study, two kinds of polypropylene biaxial geogrids were used, and indoor thermal oxygen and photooxygen aging tests were carried out. The residual mechanical stability of the exposed materials was determined by tensile testing. The results of both accelerated test methods are discussed and compared in detail. After aging of the geogrid, the trend of tensile strength and fracture elongation change with aging time is obtained. The gray prediction model was used to predict the variation in the retention rate of tensile strength in the geogrid with photooxygen aging time. Model tests of cushions were carried out in a large geogroove to compare the load bearing characteristics of pure sand and the unaged and aged geogrid-reinforced sand cushions. The results show that ultraviolet radiation illuminance plays a decisive role in the aging degree of the polypropylene geogrid. The influence of photooxygen aging on the tensile strength and fracture elongation of a polypropylene biaxial geogrid is greater than that of thermal oxygen aging. Different types of polypropylene biaxial geogrids with photooxygen aging showed different retention rates of tensile strength, and the aging resistance of the geogrid with higher tensile strength was significantly higher than that of the geogrid with lower tensile strength. The tensile strength of the geogrid has an effect on the bearing capacity of reinforced sand cushions. Under proper elongation, the bearing capacity of the reinforced sand cushion is clearly improved compared with that of the unreinforced cushion. The aging behavior of the two geogrids reduces the load bearing capacity of the reinforced cushion by influencing the property of the interface between the geogrid and sand.
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El-Kasaby, El-Sayed A., Mahmoud Awwad, Mohab Roshdy, and Ahmed A. Abo-Shark. "Behavior of Square Footings Reinforced with Glass Fiber Bristles and Biaxial Geogrid." European Journal of Engineering and Technology Research 8, no. 4 (July 19, 2023): 5–11. http://dx.doi.org/10.24018/ejeng.2023.8.4.3075.
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This study investigates the influence of biaxial geogrids on the flexural behavior of square footing foundations reinforced with glass fiber reinforced concrete (GFRC). Experimental research is conducted, involving the testing of five reinforced concrete square footings under area loading until failure. The variables considered are the number of geogrid layers and the percentage of longitudinal reinforcement. Various parameters including deflection, loads at each stage, stiffness, ductility, energy absorption, crack patterns, as well as strains in steel, concrete, and geogrid, are analyzed and compared. The results reveal that incorporating geogrid layers as a reinforcement technique with GFRC significantly enhances the flexural behavior of the footings and improves cracking patterns. The number of geogrid layers used in the footings substantially increases the loads at each stage. Furthermore, an empirical equation is developed to establish a correlation between the moment acting on the footings and the tensile strength of geogrid reinforcement. The empirical evidence demonstrates a substantial improvement in the strength resistance of geogrid-reinforced footings with GFRC, surpassing those reinforced with steel and normal concrete mix. This research contributes valuable insights for the design and construction of earth structures, highlighting the advantages of biaxial geogrids in reinforcing GFRC footings with enhanced flexural performance.
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Sayão, Alberto S. F. J., and Ana C. C. F. Sieira. "Evaluation of Direct Shear Tests on Geogrid Reinforced Soil." Soils and Rocks 35, no. 1 (January 1, 2012): 65–74. http://dx.doi.org/10.28927/sr.351065.
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This paper presents a program of direct shear tests in soil reinforced with geogrids, carried out with large-scale equipment. A woven geogrid was placed in sandy soil and positioned with different inclinations inside the shear box. The strength parameters of the soil-geogrid interface were obtained from shear tests with the geogrid positioned horizontally in the sand. The direct shear tests with inclined reinforcement revealed the strength differences related to the reinforcement inclination, seeking to define the most favorable positioning of the geogrid for construction works in reinforced slopes. An analysis of the deformed configuration of the geogrid is presented, based on the measured position of the grid at the end of the shear tests. Finally, numerical simulations of the direct shear tests were carried out, allowing an assessment of the tensile forces acting on the inclined reinforcement. These studies allowed a clear definition of the soil region that is not distorted during the direct shear test, being subject to a simple translation only. The geogrid’s displacements were found to be anti-symmetrical in relation to the failure plane. Shearing was concentrated at the central region of the specimen’s height, with the upper and lower regions being simply subjected to translation, with no distortion. The inclination of the reinforcement within the soil has a significant influenc
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Tang, Xiaochao, Isaac Higgins, and Mohamad Jlilati. "Behavior of Geogrid-Reinforced Portland Cement Concrete under Static Flexural Loading." Infrastructures 3, no. 4 (September 26, 2018): 41. http://dx.doi.org/10.3390/infrastructures3040041.
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Geogrids have been investigated by a limited number of studies as a potential alternative to steel reinforcement for Portland cement concrete (PCC), especially in situations where using steel reinforcement may not be suitable due to constructability and durability limitations. This study aims to investigate the flexural behavior of simply-supported concrete beams reinforced by geogrids, which would aid in assessing the potential use of geogrids for concrete structures such as overlays and other thin sections. Another objective of this study is to examine the potential benefits of embedding geogrids in PCC, and to investigate the mechanism and effectiveness of geogrid reinforcement in PCC. Plain and geogrid-reinforced concrete beams were fabricated and tested under a static four-point flexural bending load. The midspan deflection and crack mouth opening displacement (CMOD) of the beams were recorded during loading. Additionally, for geogrid-reinforced beams, strain gages were attached on the geogrids to monitor the strains that developed in geogrids. Results reveal that the geogrid primarily contributes to improving the ductility of the post-peak behavior of plain concrete and to delaying the collapse failure of concrete beams. Strain measurements of the geogrids indicate that the geogrids were activated and mobilized instantly upon the application of the flexural load. Both the strain measurements and observations of the geogrids post failure suggest that there was no slippage between the geogrids and the concrete.
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Sharma, Radhey S., BR Phani Kumar, and G. Nagendra. "Compressive load response of granular piles reinforced with geogrids." Canadian Geotechnical Journal 41, no. 1 (February 1, 2004): 187–92. http://dx.doi.org/10.1139/t03-075.
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Results are presented from a series of tests performed to investigate improvement in load-carrying capacity and reduction in bulging of a granular pile in soft clay by geogrid reinforcement. The study revealed an increase in the load-carrying capacity of geogrid-reinforced piles. The engineering behaviour improved with an increase in the number of geogrids and a decrease in the spacing between them. The bulge diameter and bulge length decreased due to the incorporation of geogrid reinforcement.Key words: granular pile, geogrids, composite ground, load-carrying capacity, bulging.
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Liangsunthonsit, Anubud, Pakkapon Jaroonrat, Jiratchaya Ayawanna, Weerawut Naebpetch, and Salisa Chaiyaput. "Evaluation of Interface Shear Strength Coefficient of Alternative Geogrid Made from Para Rubber Sheet." Polymers 15, no. 7 (March 29, 2023): 1707. http://dx.doi.org/10.3390/polym15071707.
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In this work, elastic natural rubber compound sheet (RCS) and ribbed smoked sheet grade 3 (RSS) were studied as alternative replacements for polymer geogrid for soil reinforcement. In order to investigate the reinforcing effectiveness in three distinct environments using the interface shear strength coefficient (Rin) by the large-scale direct shear test, the RSS and RCS geogrids were installed independently in sand, lateritic soil, and clay. Using either an RSS geogrid or RCS geogrid, the average Rin is progressively smaller in reinforced sand, lateritic soil, and clay, respectively. Higher tensile strength of reinforced materials using the RCS geogrid than those using the RSS geogrid is encouraged by the better elastic characteristics of the RCS geogrid. Thus, utilizing the RCS geogrid-reinforced materials can better increase the shear strength of coarse-grained soil such as sand and gravel.
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Luo, Hao, Xuan Wang, Yu Zhang, and Jiasheng Zhang. "Discrete Element Study on Bending Resistance of Geogrid Reinforced Cement-Treated Sand." Materials 16, no. 7 (March 26, 2023): 2636. http://dx.doi.org/10.3390/ma16072636.
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Cement-treated sand reinforced with geogrids (CTSGs) has higher bending resistance and toughness than cement-treated sands (CTSs). To explore the reinforcement mechanism of geogrids with different stiffness and layers on CTSGs, three-point bending tests and numerical tests based on DEM are carried out on CTS specimens and CTSG specimens considering different reinforcement conditions. The results show that the geogrids and cement-treated sands have good cooperative working performance. Compared with CTSs, CTSG specimens show better ductility, flexural strength and toughness. The increase in geogrid stiffness and geogrid layers promote the reinforcement effect. On the meso-level, different geogrid stiffness and layers affect the crack propagation speed and distributions of cracks due to the anchorage action of geogrids, resulting in different reinforcement effects. In addition, the layers and stiffness of geogrids affect the evolution of the internal force chains of CTSG specimens. Both the increase in geogrid layers and decrease in geogrid stiffness reduce the average internal force of geogrids and weaken the anisotropy of the normal contact force of the specimens. The simulation results interpret the reinforcement mechanism of a CTSG specimen from crack development and internal force evolution, which can support a mesoscopic supplement to laboratory tests.
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Arulrajah, Arul, Suksun Horpibulsuk, Farshid Maghoolpilehrood, Wisanukorn Samingthong, Yan-Jun Du, and Shui-Long Shen. "Evaluation of Interface Shear Strength Properties of Geogrid Reinforced Foamed Recycled Glass Using a Large-Scale Direct Shear Testing Apparatus." Advances in Materials Science and Engineering 2015 (2015): 1–8. http://dx.doi.org/10.1155/2015/235424.
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The interface shear strength properties of geogrid reinforced recycled foamed glass (FG) were determined using a large-scale direct shear test (DST) apparatus. Triaxial geogrid was used as a geogrid reinforcement. The geogrid increases the confinement of FG particles during shear; consequently the geogrid reinforced FG exhibits smaller vertical displacement and dilatancy ratio than FG at the same normal stress. The failure envelope of geogrid reinforced FG, at peak and critical states, coincides and yields a unique linear line possibly attributed to the crushing of FG particles and the rearrangement of crushed FG after peak shear state. The interface shear strength coefficientαis approximately constant at 0.9. This value can be used as the interface parameter for designing a reinforced embankment and mechanically stabilized earth (MSE) wall when FG is used as a lightweight backfill and triaxial geogrid is used as an extensible earth reinforcement. This research will enable FG, recently assessed as suitable for lightweight backfills, to be used together with geogrids in a sustainable manner as a lightweight MSE wall. The geogrid carries tensile forces, while FG reduces bearing stresses imposed on the in situ soil. The use of geogrid reinforced FG is thus significant from engineering, economical, and environmental perspectives.
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Udomchai, Artit, Menglim Hoy, Apichat Suddeepong, Amornrit Phuangsombat, Suksun Horpibulsuk, Arul Arulrajah, and Nguyen Chi Thanh. "Generalized Interface Shear Strength Equation for Recycled Materials Reinforced with Geogrids." Sustainability 13, no. 16 (August 23, 2021): 9446. http://dx.doi.org/10.3390/su13169446.
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In this research, large direct shear tests were conducted to evaluate the interface shear strength between reclaimed asphalt pavement (RAP) and kenaf geogrid (RAP–geogrid) and to also assess their viability as an environmentally friendly base course material. The influence of factors such as the gradation of RAP particles and aperture sizes of geogrid (D) on interface shear strength of the RAP–geogrid interface was evaluated under different normal stresses. A critical analysis was conducted on the present and previous test data on geogrids reinforced recycled materials. The D/FD, in which FD is the recycled materials’ particle content finer than the aperture of geogrid, was proposed as a prime parameter governing the interface shear strength. A generalized equation was proposed for predicting the interface shear strength of the form: α = a(D/FD) + b, where α is the interface shear strength coefficient, which is the ratio of the interface shear strength to the shear strength of recycled material, and a and b are constants. The constant values of a and b were found to be dependent upon types of recycled material, irrespective of types of geogrids. A stepwise procedure to determine variable a, which is required for analysis and design of geogrids reinforced recycled materials in roads with various gradations was also suggested.
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Ma, Qiang, Jun Jie Zheng, and Jun Zhang. "Study on the Cut-and-Fill Roadbed Reinforced by Triaxial Geogrid." Advanced Materials Research 163-167 (December 2010): 4612–17. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.4612.
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In order to treat the cut-and-fill embankment economically and effectively, geogrid was adopted to reinforce the filling body in cut-and-fill sections. After the discussion of causes of the pavement diseases and the mechanism of geogrid reinforcement, the triaxial geogrid was introduced with its special mechanical characters, and forces analysis of geogrid was carried out to establish a tension calculation model. Through the analysis, the theoretical calculation formula of geogrid tension was obtained, it could be used to calculate the tensile force of geogrid at the junction, which was also the required anchoring force for the geogrid at the anchorage point. Then, according to a typical embankment section in Chang-zhi to An-yang expressway, a finite element model was established to study the variation laws of tension of geogrid, lateral displacement and differential settlement of pavement. The results show that the triaxial geogrid reinforcement could reduce the differential settlement and lateral displacement of cut-and-fill embankment more economically and effectively than traditional geogrids.
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Invernizzi, Stefano. "Numerical Simulation of Geogrid Reinforced Adobe Walls." Key Engineering Materials 817 (August 2019): 73–79. http://dx.doi.org/10.4028/www.scientific.net/kem.817.73.
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The paper describes the finite element model simulation of reinforced adobe walls to assess the feasibility of an innovative strengthening technique for earthen constructions, which improves the seismic performance. The retrofitting technique is based on the application of geogrids on both sides of the earthen wall. The geogrid is comprised in the mud plaster layer, which is applied to the wall surface in two steps. No additional connections are put in place, and the connection between the geogrid and the wall is granted exclusively by the mud plaster. The numerical simulation accounted for the presence of adobe blocks and clay joints, as well as for the presence of the reinforcing geogrid and of the mud plaster. The nonlinear behavior of the material was modeled with smeared cracking in tension and plasticity in compression, allowing to minimize the number of fitting material parameters. The numerical results are compared with the output from experimental tests [1] performed on almost twenty small walls without reinforcement, or with different types of geogrids available from the market. The laboratory tests included simple compression, diagonal shear, and three-point bending. The tests and the numerical simulation revealed that the retrofitting system is particularly effective from the mechanical point of view thanks to the optimal ratio between the wall and the geogrid stiffness and strength. The reinforced samples showed increased strength and greatly increased ductility, which is very promising in particular with respect to the seismic load behavior. The material compatibility between the geogrid and the mud plaster and the earthen wall is also very good, mainly due to the fact that geogrids were developed primarily for soil stabilization applications. The analyzed retrofitting system looks very promising for both the seismic improvement of existing vernacular heritage and for application in new bio-architecture building contexts.
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Lakusic, Stjepan. "Testing noncohesive geogrid-reinforced soil in triaxial shear apparatus under cyclic loading." Journal of the Croatian Association of Civil Engineers 73, no. 01 (February 10, 2021): 57–66. http://dx.doi.org/10.14256/jce.3039.2020.
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In road base layers, geogrids assume the reinforcement or stabilization function where good interaction between geogrid and unbound base material is important. The cyclic triaxial test can be used for analysing interaction between geogrid and unbound base material. The paper includes an overview of research where cyclic triaxial test is primarily used for assessing the influence of parameters such as geogrid stiffness, geometry and aperture size, position and number of geogrid layers, on the interaction with the base layer material. The cyclic triaxial test can be used to determine contribution the geogrid application in non-cohesive materials has on the reduction of permanent deformations.
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Liang, Xiaoyong, Jing Jin, Guangqing Yang, Xizhao Wang, and Yitao Zhou. "Pullout Characteristics and Damage Softening Model of the Geogrid-Soil Interface." Advances in Materials Science and Engineering 2022 (May 9, 2022): 1–12. http://dx.doi.org/10.1155/2022/8047519.
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The mechanical properties of geogrid-soil interface is very important in design and stability analysis of reinforced soil structure. In order to study the complicated mechanism of geogrid-soil interface, a series of pullout tests of HDPE uniaxial tensile geogrids with the different transverse ribs spacing is used to investigate the interaction characteristics in the laboratory. The test results show that pullout force and displacement curves are characterized as strain softening; compared with the no-reinforced case, the case reinforced with geogrid has larger cohesion and lower friction angles. The ductility of soil is enhanced due to geogrid reinforcement. Based on the basic control equations of the interface and damage theory, trilinear shear stress-displacement damage softening model is proposed to describe the strain-softening characteristics of geogrid-soil interface. Analytical solutions of interface tension, shear stress, and displacement at different stages are derived considering strain softening based on damage, and the development of shear stress and progressive failure mode of the geogrid-soil interface at different pullout stages is revealed. Furthermore, the proposed model is verified by experimental results.
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Qingbiao, Wang, Zhang Cong, Wang Tiantian, Bai Yun, LÜ Rongshan, Xu Lei, Zhang Junxian, et al. "The Mechanical Property of Bidirectional Geogrid and its Application Research in Retaining Wall Design." Open Construction and Building Technology Journal 9, no. 1 (September 10, 2015): 214–22. http://dx.doi.org/10.2174/1874836801509010214.
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The introduction and rise of new geotechnical composite material greatly promote the development of civil engineering construction. Studying the mechanical properties of bidirectional geogrid and determining the reinforced soil retaining wall design calculation based on the friction reinforcement theory provide theoretical basis and research foundation for its application in the practical engineering. The mechanical properties of bidirectional geogrid are analyzed in depth through theoretical analysis, experimental research and numerical simulation. The mechanical property tests in light of different affecting factors are studied and the application of geogrid material in the reinforced soil retaining wall is simulated, thus yielding the conclusions as follows: (1) Study the mechanical properties in different temperature, loading and packing with the help of indoor pullout test and analyze the main factors affecting the mechanical properties of the geogrids in theory. (2) Analyze the reinforced soil retaining wall with friction reinforcement principle. Determine the calculation method of soil pressure and reinforcement and the check formula of the overall stability of the whole wall design and calculate the geogrid reinforced soil retaining wall in theory. (3) Simulate the bidirectional geogrid reinforced soil retaining wall with FLAC3D and analyze the force of the retaining wall. Study the stress-strain curve according to the parameters of reinforced geogrid and retaining wall and analyze the overall force to guide the safety of the site construction. (4) Apply to the reinforced soil the retaining wall design. Thus the result is achieved that bidirectional geogrid is simple in construction, excellent in performance and economic in cost and has a good application prospect and social benefit.
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Guido, Vito A., Dong K. Chang, and Michael A. Sweeney. "Comparison of geogrid and geotextile reinforced earth slabs." Canadian Geotechnical Journal 23, no. 4 (November 1, 1986): 435–40. http://dx.doi.org/10.1139/t86-073.
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Presented herein is a comparison of the results of laboratory model tests used to study the bearing capacity of geogrid and geotextile reinforced earth slabs. The parameters studied were the coefficient of friction between the geotextile and the soil, pull-out resistance between the geogrid and the soil, depth below the footing of the first layer of reinforcement, vertical spacing of the layers, number of layers, width size of a square sheet of reinforcement, and tensile strength of the reinforcement. For both geogrids and geotextiles, after an optimum number of layers or width of reinforcement, the bearing capacity did not increase. In addition, the bearing capacity was largest for those geogrid and geotextile reinforced earth slabs where the first layer was closest to the footing and the spacing between the layers was the smallest. Bearing capacity increased directly with increasing reinforcement tensile strength for the geotextile; however, for the geogrid, aperture size and reinforcement tensile strength must be looked at simultaneously. Key words: reinforced earth slab, geogrid, geotextile, bearing capacity, pull-out, friction.
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Tan, Feng Yi, Rong Hua Zou, Han Bing Hu, and Zu Kai Lin. "Construction Technology of Geogrid with Simplified Wrapped Face to Reinforce Swelling Rock Slope." Advanced Materials Research 261-263 (May 2011): 1690–93. http://dx.doi.org/10.4028/www.scientific.net/amr.261-263.1690.
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The swelling rock slope reinforced by geogrid with wrapped face was one of reinforced methods in the swelling rock test region of main canal in South-to-North Water Division Project, the key step was the geogrid with wrapped face in layer by layer, which was not only the core step to make sure the reinforced swelling rock slope with geogrid as a integrality, but also the most complex, time consuming and cost in the whole process. From the in situ test, the construction technology and related construction parameters of geogrid of simplified face to reinforce the swelling rock slope was obtained, in which the construction of geogrid with wrapped face was optimized, the construction progress was improved and its cost was reduced, which contributed to the generalization and application of geogrid with simplified wrapped face to reinforce swelling rock slope in the middle-route of South-to-North Water Division Project, meanwhile, it was provided as a references for similar engineering.
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Fakher, Noor Ali, and Mohammed Kadhim Fakhruldin. "Influence of the number of reinforcement layers on the bearing capacity of strip foundation resting on sandy soil." Al-Qadisiyah Journal for Engineering Sciences 13, no. 4 (January 3, 2021): 301–5. http://dx.doi.org/10.30772/qjes.v13i4.689.
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Reinforced soil technology is considered one of the most important methods of soil improvement due to its simplicity, easy implementation and saving cost. One of the known soil reinforcement methods is using geogrids to improve the bearing capacity of the soil and reduce the settlement of the soil beneath foundation. In this study, a strip foundation made of a rigid stainless steel with dimensions of 490 mm length, 135 mm width, and 40 mm thickness and reinforced with geogrid (called Tensar SS2) was tested in a laboratory model to investigate the effect of the number of reinforcement layers on the bearing capacity and settlement. The soil was reinforced with one, two, three, and four layers of geogrid (Tensar SS2). The obtained results showed that the reinforcement using geogrid system significantly improved the bearing capacity while reducing the settlement under the strip foundation compared with unreinforced soil. The test result also showed a good improvement in the bearing capacity when the number of reinforcement layers increased from one to four layers. The bearing capacity of the foundation increased when the soil reinforced by four layers of geogrid to about 2.5 times compared with the case of one layer of geogrid. In addition, the maximum settlement decreased to about 2.0 times compared with the case of one layer of geogrid.
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Llauce, Alex, Gary Duran, and Carlos Fernandez. "Improvement of Gravelly Silty Sand Reinforced with Biaxial Bamboo Geogrid." Materials Science Forum 1033 (June 2021): 183–89. http://dx.doi.org/10.4028/www.scientific.net/msf.1033.183.
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In this paper, performance of gravelly silty sand soil reinforced with geogrid are present and analyzed to improve the carrying capacity. For this, the geogrid was elaborated with a renewable material like bamboo with the same dimensions of polymer geogrids biaxial. This type of soil can be used for the construction of the sub-base and base of a pavement. California Bearing Ratio (CBR) tests was carried out to obtain the bearing capacity of the silty sand soil with and without bamboo geogrid. In addition, laboratory tests were carried out to obtain the mechanical properties of the bamboo. When comparing CBR results, an improvement in the bearing capacity was evidenced with the use of bamboo geogrid with a 20% increase in the carrying capacity. Finally, maximum tensile and bending strength of bamboo were 2000 kgf/cm2 and approximately 0.018 kgf/cm, respectively.
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Müller, Werner, and Andreas Wöhlecke. "Influence of Rib Stiffness and Limited Long-Term Junction Strength on Geogrid Performance." Transportation Infrastructure Geotechnology 7, no. 2 (October 31, 2019): 175–90. http://dx.doi.org/10.1007/s40515-019-00095-6.
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Abstract The description of the behavior of geogrids in reinforced soil constructions usually ignores long-term behavior and possible failure modes of junctions between longitudinal and transverse ribs. Two proposals have been made during recent years to overcome this drawback. The first analytic approach applies only to rigid geogrids and assumes a specific tensile-shear failure mode of geogrid junctions. The second numerical approach applies also for non-rigid geogrids and takes into account different modes of junction failure. This note discusses the two approaches focusing on the effects of rib stiffness and limited strength, different failure modes and degradation of junctions. It is shown that the mentioned effects should be considered in geogrid design, because they may alter significantly the long-term geogrid performance.
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Mindiastiwi, Tigo, Po-Kai Wu, Agus Bambang Siswanto, and Mukhamad Afif Salim. "Triaxial Testing on Geogrid-reinforced Granular Soils." IOP Conference Series: Materials Science and Engineering 1200, no. 1 (November 1, 2021): 012030. http://dx.doi.org/10.1088/1757-899x/1200/1/012030.
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Abstract Laboratory triaxial compression tests were carried out to investigate the mechanical behavior of dense sand and geogrid-reinforced granular soils. The tested sand having its mean particle size (D50) equal to 0.6 mm was adopted. Three geogrids with different longitudinal and transverse nominal strengths were used. The dimensions of the cylindrical soil specimen were 70 mm (diameter) × 160 mm (height). The relative density was equal to 70% for all tests. The reinforced sand specimens with one or two geogrid layers were sheared under effective confining pressures (σ′3) equal to 50 kPa. The test results of unreinforced sand indicate the general stress-strain behavior of dense sand when sheared, whereas the deviatoric stress reaches its peak value, after which it gradually decreases to ultimate value (σ1 - σ3)ult. The difference of effective confining pressure indicates that the peak of deviatoric stress Δσd = (σ1 - σ3) increases with the increase in effective confining pressure (σ′3), while the peak principal stress ratio (σ′1/σ′3) decreases with the increase (σ′3). The friction angle (ϕ′)and cohesion (c′), defined by analytical and graphical methods for unreinforced sand. Geogrid as reinforcement increasing peak shear strength. The increasing peak shear strength is more pronounced with a higher number of geogrid and the geogrid with higher stiffness. Increased in confining stress inside reinforced soil mass (Δσ3R) can be interpreted by cohesive reinforced soil (CR).
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Zhang, Hong Zhu, Lai Gui Wang, and Mei Sheng Feng. "Stability Study of the Geogrids Reinforced Tailings." Advanced Materials Research 327 (September 2011): 1–5. http://dx.doi.org/10.4028/www.scientific.net/amr.327.1.
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In order to research the geogrid technology to improve the tailings dam stability,the paper introduces the mechanism of the geogrid reinforcing tailings dam and the simulation principle of the geogrids unit.It also introduces a calculation example.It uses the FLAC3D software to make a comparative study for the dam stability when geogrids reinforcing dam or no reinforcement. The result shows that: The X displacement value is reduced after reinforcement,but far from reinforced area X displacement is not change.It shows that the reinforcement effection appears at the reinforcement surrounding area.There is a little change about the landslide face after reinforced，which is more closer near early dam from the beach top. The safety coefficient rise from 1.69 to 2.37.The reinforcement effection is in good working order. The paper can provide some reference and instruction to the tailings dam safety.
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Gallage, Chaminda, and Chamara Jayalath. "Use of Particle Image Velocimetry (PIV) technique to measure strains in geogrids." E3S Web of Conferences 92 (2019): 12007. http://dx.doi.org/10.1051/e3sconf/20199212007.
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Geosynthetics are widely used in Geotechnical Engineering to reinforce soil/gravel in pavements, retaining wall backfills, and embankments. It is important to measure strains in geogrids in the determination of their strength parameters such as tensile strength and secant stiffness, and in evaluating their performances in geogrid-reinforced structures. Strain gauges are commonly used in measuring strains in geogrids. However, it is important to verify the strains measured by strain gauges as these strains are affected by the data logging device, gauge factors, quality of bonding between grain gauge and geogrid, and temperature. Therefore, this study was conducted to verify the performance of strain gauges attached to Geogrids and also to investigate the possibility of using PIV technique and GeoPIV-RG software to measure the local strains developed in a geogrid specimen under tensile testing in the laboratory. In the experimental program of this study, six composite geogrid specimens were tested for tensile strength (wide-width tensile tests) while measuring/calculating its tensile strain by using strain gauges attached to the specimens, Geo-PIV-RG analysis and crosshead movements of Instron apparatus. Good agreement between the strains obtained from strain gauges and geoPIV-RG analysis was observed for all the tests conducted. These results suggest that the PIV technique along with geoPIV-RG program can effectively be used to measure the local strain of geogrids in the laboratory tests. It was also able to verify that properly installed strain gauges are able to measure strain in the geogrids which are used in the field applications.
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Meng, Xiaoyu, Qinghui Jiang, and Ruyan Liu. "Flexural Performance and Toughness Characteristics of Geogrid-Reinforced Pervious Concrete with Different Aggregate Sizes." Materials 14, no. 9 (April 29, 2021): 2295. http://dx.doi.org/10.3390/ma14092295.
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Pervious concrete is an environmentally friendly paving material to reduce surface runoff in urban construction. However, due to low flexural strength and cracking susceptibility caused by the high porosity, pervious concrete is only used in low-volume traffic roadways and parking lots for current service. This study investigated the permeability, strength, and flexural performance of pervious concrete with different coarse aggregate size, geogrid position, and geogrid layer number. Test results indicate that the geogrid placed at an appropriate position in pervious concrete improved the permeability and compressive strength. Four-point bending tests were conducted in the laboratory to evaluate the flexural performance and toughness characteristics of pervious concrete beam. Meanwhile, this study also proposed a new evaluation method to distinguish the contribution of geogrids and concrete mixture to the flexural toughness of pervious concrete beam at the pre-peak and post-peak stages by two toughness indices. Test results indicate that geogrids improved the flexural strength, deformability, and energy absorption capability of pervious concrete beam. The geogrids placed at both one-third and two-thirds of the heights of pervious concrete beam resulted in the optimum flexural performance. Besides, the small size (5–10 mm) aggregates were conducive to providing high flexural strength for the geogrid-reinforced pervious concrete beam, while the large size (10–15 mm) aggregates played a significant role in obtaining noteworthy post-cracking performance.
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Keskin, Mehmet Salih, and Sedat Kezer. "Stability of MSW Landfill Slopes Reinforced with Geogrids." Applied Sciences 12, no. 22 (November 21, 2022): 11866. http://dx.doi.org/10.3390/app122211866.
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Slope stability is one of the main problems encountered in MSW (municipality solid waste) landfill designs. Slope stability calculations become difficult due to the heterogeneous structure of MSW landfills and leachate, and therefore, slope geometries are formed by choosing low slope angles for safe designs. This causes less waste to be stored on site. This study presents slope stability analyses of MSW landfills. Numerical analyses were performed using finite element and limit equilibrium methods. The stability behavior of landfill slopes was analyzed for both unreinforced and geogrid-reinforced conditions in order to investigate the effects of shear strength parameters, the unit weight of soil waste, and material model parameters. It has been seen that the stability of landfill slopes can be increased significantly using geogrid materials. When the optimum geogrid parameters obtained from the numerical analysis results are used, it has been observed that the safety factor of the slope can be increased by up to approximately two times. Slopes in landfills reinforced with geogrid reinforcements can be formed steeper, allowing more solid waste to be stored. Considering the high initial investment cost of MSW landfills, it has been concluded that storing more solid waste with the use of geogrids will provide significant economic gains. Based on the results, the optimum values of geogrid parameters were determined and suggested for maximum reinforcing effects in MSW landfill slopes.
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Huang, Li Sheng, and Jie He. "Experimental Research on the Stiffness of Gravel Cushion with the Influence of Geogrid." Applied Mechanics and Materials 529 (June 2014): 242–46. http://dx.doi.org/10.4028/www.scientific.net/amm.529.242.
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To study the influence law of Geogrid’s effects on the stiffness of grave cushion, cushions of nine different kinds are designed and are carried out static load test of model respectively. The effects of different thickness of cushion layer , different geogrid layers and different laying position of gravel cushion layer on gravel cushion and reinforced grave cushion modulus of deformation are analyzed through the experimental results. Results show that ,under other fixed condition ,modulus of deformation of grave cushion is bigger than that of pure grave cushion layer, and the modulus of deformation of thinner layer of grave cushion is increased much higher; modulus of deformation of the gravel cushion layer of geogrid is increased along with the thinner layer, added gravel cushion layers of geogrid and the move up of the position; the effects of the location of geogrids on cushion modulus of deformation decreases with the increase of the grating layer. Research results provide a referential basis for the optimization design for reinforcement pads in composite foundations.
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Palmeira, Ennio M. "Influence of Geogrid Geometrical and Mechanical Properties on the Performance of Reinforced Veneers." Soils and Rocks 33, no. 1 (January 1, 2010): 33–44. http://dx.doi.org/10.28927/sr.331033.
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Some types of geosynthetics have been traditionally used as reinforcement in several types of geotechnical projects. They can also be used as reinforcement to increase the stability of cover soils in slopes of waste disposal areas. This paper investigates the influence of some geometrical and mechanical properties of geogrids on the stability of cover soils using a large scale ramp test. Tests were performed with a sand and different combinations of geosynthetics, involving the use of geogrids, a nonwoven geotextile and rough and smooth geomembranes. The elevation of the geogrid in the cover soil was varied in the test programme. The results obtained show a marked influence of the presence of geogrid reinforcement in the cover soil on the stability of the system and on the reduction of tensile forces mobilised in the geomembrane during the test in tests with smooth or rough geomembranes. The beneficial effect of the presence of the geogrid in the cover soil was a function of its geometrical and mechanical properties.
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Hou, Juan, Sitong Liu, Boohyun Nam, and Yanxia Ma. "Bearing Capacity and Mechanism of the H–V Geogrid-Reinforced Foundation." Polymers 15, no. 12 (June 8, 2023): 2606. http://dx.doi.org/10.3390/polym15122606.
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A series of model tests were conducted to investigate the bearing capacity and reinforced mechanism of a horizontal–vertical (H–V) geogrid-reinforced foundation. The bearing capacities of the unreinforced foundation, the conventional geogrid, and the H–V geogrid-reinforced foundation were compared. The parameters, including the length of the H–V geogrid, the vertical geogrid height, the depth of the top layer, and the number of H–V geogrid layers, are discussed. Through experiments, it was found that the optimal length of H–V geogrid is around 4B, the optimal vertical geogrid height is approximately 0.6B, and the optimal depth of the top H–V geogrid layer is between 0.33B and 1B. The optimal number of H–V geogrid layers is 2. The result also indicates that the bearing capacity of H–V geogrid is almost 1.7 times greater than that of conventional geogrid. Additionally, the maximum top subsidence of H–V geogrid-reinforced foundation decreased by 13.63% compared to that of conventional geogrid-reinforced foundation. Under the same settlement, the bearing capacity ratio of two H–V geogrid-reinforced foundation layers is 75.28% higher than that of one layer. The results also demonstrate that the vertical elements of H–V geogrid interlock the sand from being displaced under the applied load and redistribute the surcharge over a wider area, thereby increasing the shear strength and improving the bearing capacity of an H–V geogrid-reinforced foundation.
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Rossi, Nicola, Mario Bačić, Meho Saša Kovačević, and Lovorka Librić. "Fragility Curves for Slope Stability of Geogrid Reinforced River Levees." Water 13, no. 19 (September 23, 2021): 2615. http://dx.doi.org/10.3390/w13192615.
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When constructing flood protection structures such as river levees, oftentimes due to various factors engineers must design composite structures, i.e., reinforced earthen structures which comply with all the stability criteria. The most common way of reinforcing such structures is the usage of geosynthetics, or mostly geogrids when talking about stability. Since geosynthetics are man-made materials produced in a controlled environment and go through quality control measures, their characteristics contain a negligible amount of uncertainty compared to natural soils. However, geosynthetic handling, their installation in the levee, and their long-term degradation can all have significant effects of variable magnitude on geosynthetic characteristics. These effects and their variability can be considered as random variables, which can then be used in probabilistic analyses together with soil properties. To investigate the effects of the geogrid’s resistance variability on slope stability compared to soil properties variability, probabilistic analyses are conducted on a river levee in northern Croatia. It is found that the geogrid’s variability generally has very little effect on the total uncertainty compared to the friction angle’s variability, but out of the three geogrid layers used the top grid has the most influence.
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Vieira, Castorina Silva, Paulo Pereira, Fernanda Ferreira, and Maria de Lurdes Lopes. "Pullout Behaviour of Geogrids Embedded in a Recycled Construction and Demolition Material. Effects of Specimen Size and Displacement Rate." Sustainability 12, no. 9 (May 8, 2020): 3825. http://dx.doi.org/10.3390/su12093825.
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In recent years, environmental concerns related to the overexploitation of natural resources and the need to manage large amounts of wastes arising from construction activities have intensified the pressure on the civil engineering industry to adopt sustainable waste recycling and valorisation measures. The use of recycled construction and demolition (C&D) wastes as alternative backfill for geosynthetic-reinforced structures may significantly contribute towards sustainable civil infrastructure development. This paper presents a laboratory study carried out to characterise the interaction between a fine-grained C&D material and two different geogrids (a polyester (PET) geogrid and an extruded uniaxial high-density polyethylene (HDPE) geogrid) through a series of large-scale pullout tests. The effects of the geogrid specimen size, displacement rate and vertical confining pressure on the pullout resistance of the geogrids are evaluated and discussed, aiming to assess whether they are in line with the current knowledge about the pullout resistance of geogrids embedded in soils. Test results have shown that the measured peak pullout resistance of the geogrid increases with the specimen size, imposed displacement rate and confining pressure. However, the pullout interaction coefficient has exhibited the opposite trend with the specimen size and confining pressure. The pullout interaction coefficients ranged from 0.79 and 1.57 and were generally greater than or equal to the values reported in the literature for soil-geogrid and recycled material-geogrid interfaces.
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Chuenjaidee, Supphanut, Pitthaya Jamsawang, Pornkasem Jongpradist, and Xiaobin Chen. "Flexural Performance of Cement-Treated Sand Reinforced with Geogrids for Use as Sub-Bases of Pavement and Railway Structures." Materials 15, no. 8 (April 14, 2022): 2877. http://dx.doi.org/10.3390/ma15082877.
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Cement-treated sand (CTS) exhibits undesirable brittle behavior after the applied stress reaches its peak strength. This research investigates the flexural behavior of CTS that is reinforced with uniaxial geogrid (CTSG). A total of 6% cement content was mixed with sand. Uniaxial geogrids with three different strengths were utilized to create the CTSG samples. The number of reinforcement layers, including single and double reinforcements, was studied. The image processing method was applied to analyze the surface cracks in the specimens. The results show that the geogrid type and the number of reinforcement layers affect the flexural behavior of the CTSG. Geogrid reinforcement changed the behavior of the CTS from a brittle material to a semi-brittle or ductile material because the residual tensile stresses were carried by the geogrids. The high-strength geogrid with a double reinforcement layer proved to be most effective in enhancing the peak strength and toughness with improvement ratios of 1.80 and 11.7, respectively. Single and double reinforcement layers with all geogrid types can reduce surface cracks with average crack reduction ratios of 64% and 83%, respectively. The CTSG can be successfully used as a sub-base layer to increase flexural performance and the lifetime of pavement and railway structures.
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Wang, Hu Mei, Yang Wang, and Lin Huang. "The Finite Element Analysis and Experimental Study of Fly Ash Embankment Reinforcement." Applied Mechanics and Materials 188 (June 2012): 193–98. http://dx.doi.org/10.4028/www.scientific.net/amm.188.193.
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This paper presents the effect of two-directional reinforced with geogrid on the performance of embankment, and carries out model experiment and numerical simulation on fly ash embankment. Finally, the curve of relationship among the embankment deformation, the amount of reinforcement and reinforced position was obtained. In addition, the optimum geogrids-reinforced project was also disscussed. The disscussion has some positive effect on the design of reinforced embankment of fly ash.
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Fu, Jianjun, Junfeng Li, Cheng Chen, and Rui Rui. "DEM-FDM Coupled Numerical Study on the Reinforcement of Biaxial and Triaxial Geogrid Using Pullout Test." Applied Sciences 11, no. 19 (September 27, 2021): 9001. http://dx.doi.org/10.3390/app11199001.
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The key to modeling the interlocking of geogrid-reinforced ballast is considering both the continuous deformation characteristics of the geogrid and the discontinuity of the ballast particles. For this purpose, pullout tests using biaxial and triaxial geogrids were simulated using the coupled discrete element method (DEM) and finite difference method (FDM). In this coupled model, two real-shaped geogrid models with square and triangular apertures were established using the solid element in FLAC3D. Meanwhile, simplified shaped clumps were used to represent the ballast using PFC3D. The calibration test simulation showed that the accurately formed geogrid model can reproduce the deformation and strength characteristics of a geogrid. The pullout simulation results show that the DEM-FDM method can well predict the relationship between pullout force and displacement, which is more accurate than the DEM method. For ballast particles of 40 mm in size, both the experiment and simulation results showed that the triaxial geogrid of 75 mm is better than the 65-mm biaxial geogrid. In addition, the DEM-FDM method can study the interaction mechanism between the particles and the geogrid from a microscopic view, and also reveal the similar deformation behavior of the geogrid in the pullout process. Therefore, the DEM-FDM coupled method can not only investigate the interlocking mechanism between the ballast and particles but can also provide a great method for evaluating the performance of different types of geogrids.
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Tang, Xiaochao, Angelica M. Palomino, and Shelley M. Stoffels. "Reinforcement Tensile Behavior under Cyclic Moving Wheel Loads." Transportation Research Record: Journal of the Transportation Research Board 2363, no. 1 (January 2013): 113–21. http://dx.doi.org/10.3141/2363-13.
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Numerous studies have revealed the benefits of using geogrids in a flexible pavement, especially for reducing permanent deformation. One of the questions that remain about the effectiveness of a geogrid in reinforcing of pavement is the extent to which the geogrid is engaged and mobilized throughout its service. This paper presents results of a laboratory study on various geogrid products embedded in flexible-pavement sections. The laboratory-scale pavement sections were subjected to cyclic moving wheel loads by using reduced-scale accelerated pavement testing (APT). During the APT, strains that developed in the geogrids were measured at intervals of loading applications by strain gauges installed in pairs on the upper and lower surfaces of the geogrid ribs. Permanent deformation of the subgrade was also measured at the same intervals of loading applications. The measurements of geogrid strains throughout the construction process indicated that the construction resulted in a considerable prestressing effect on the geogrids. Measurements from the individual strain gauges in pairs showed that the gauges installed on the upper surfaces of the ribs were in compression while those on the lower surfaces were in tension; the situation suggested a significant effect on the flexural deflection of the ribs on the tensile strain measurements from the strain gauges. Furthermore, it was observed that geogrid ribs in the longitudinal direction of traffic loading were not mobilized, while considerable strains were developed in geogrid ribs in the direction transverse to traffic loading. A clear correlation was found between the reinforcing forces developed in the geogrids and the performance of the reinforced subgrade in relation to resisting permanent deformation.
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Hu, Qizhi, Yong Zhou, and Gaoliang Tao. "Study on the Stability of Slopes Reinforced by Composite Vegetation Combined with a Geogrid under Rainfall Conditions." Advances in Civil Engineering 2021 (August 19, 2021): 1–10. http://dx.doi.org/10.1155/2021/8058009.
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The planting of shrubs and trees on geogrid-reinforced slopes is an important ecological slope protection method that is frequently implemented in the rainy areas of southern China. First, this paper analyzes the soil-fixing principle of the geogrid and root system and demonstrates the feasibility of using composite vegetation of shrubs and trees to reinforce the slope with a geogrid. Using the Yushi Expressway project in Guizhou, we conducted a stability analysis of slopes under different working conditions and different reinforcement modes. We determined that the ecological protection method of combining composite vegetation with a geogrid can effectively increase the stability of slopes. The maximum displacement of the ecological slope under rainfall conditions was reduced by 82% compared with the original slope, and the overall stability was improved by 35%. Four factors affect the slope stability: the depth of shrub reinforcement, depth of anchorage of trees, distribution of trees, and spacing of the geogrids. An orthogonal analysis considering these 4 factors with 3 levels was implemented. The following optimal combination was obtained to ensure ecological protection under rainfall conditions: a shrub reinforcement depth of 0.6 m, a tree anchorage depth of 3 m, a grid spacing of 0.4 m, and a top-sparse and bottom-dense tree distribution. The combined slope protection schematic was applied to the Yushi Expressway project in Guizhou, and a strong reinforced slope protection effect was observed.
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Shi, Wei, Xiao Wen Chen, and Ji Ming Liu. "Numerical Simulation Methods and Parameters of Geo-Grid Rein-Forced Retain Fly Ash Wall." Advanced Materials Research 243-249 (May 2011): 2512–17. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.2512.
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Deformation of the geo-grid rein-forced retain fly ash wall and the reinforcing effect of geogrid reinforcement, depends largely on the role of interface properties between the geogrid and fly ash. Interface in the numerical simulation of the mechanical properties of the main elements reflected in the geogrid on the constitutive parameters,for example, shear stiffness,Cohesion,Modulus, reinforcement length and so on. In this paper, geogrid reinforced fly tangential stiffness, cohesion, elastic modulus, reinforcement length and other parameters on geogrid reinforced retaining wall deformation characteristics of fly ash for numerical simulation and comparative analysis,Obtained parameters on geogrid reinforced retaining wall mechanical behavior of fly ash, stability and reinforced the effect of law, Provide theoretical and analytical basis for the geogrid reinforced and reinforced fly ash characteristics of the interface wall wide application in engineering.
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Šiukščius, Aurimas, Viktoras Vorobjovas, Audrius Vaitkus, Šarūnas Mikaliūnas, and Atis Zariņš. "Long Term Behaviour of An Asphalt Pavement Structure Constructed on a Geogrid-Reinforced Subgrade Over Soft Soils." Baltic Journal of Road and Bridge Engineering 14, no. 3 (September 26, 2019): 384–404. http://dx.doi.org/10.7250/bjrbe.2019-14.449.
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Many roads with asphalt pavement are being reconstructed every year, as their quality becomes insufficient by the requirements. As it is well- known, old roads were built not in the very best quality, so doing reconstruction projects in the most cases there were required to deal with soft soils that are under the existing road structure. Geogrid reinforcement was widely used to solve issues of soft soil in Lithuania. There are projects where geogrid reinforcement is used to control road pavement roughness when there are layers of peat or silt under road structure instead of using concrete piles or geosynthetic-encased soil columns. This type of geogrid reinforcement application is unexplained in any normative-technical document but widely used in Lithuania. This application was usually made constructively without any calculations, choosing the reinforced solution by reducing the geogrid tensile strength or layer quantity compared to reinforced load transfer platform over piles. This paper evaluates the long-term influence of geogrid- reinforced subgrade on the roughness of asphalt surfacing and bearing capacity of the road structure when the soft peaty soils stratify in the deeper layers of the subgrade. There were compared the reinforced sections to adjacent sections to see the effect and fortunately a large number of adjacent sections were also strengthened, mostly by lime stabilisation. Therefore, this comparison allows making more insights on the long-term performance of the strengthened subgrade and influence on the road quality. This research gives recommendations on how the geogrids has to be selected to be used in this kind of application.
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Wang, Jia-Quan, Liang-Jie Xu, Zhi-Nan Lin, and Yi Tang. "Study on creep characteristics of geogrids considered sand-geosynthetics interaction under different loading levels." Journal of Engineered Fibers and Fabrics 15 (January 2020): 155892502095852. http://dx.doi.org/10.1177/1558925020958520.
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Only considered creep behavior of geosynthetics in the design and construction of reinforced structures, not that the creep behavior of reinforced materials considered geosynthetics-sand interaction under different loading levels. A series of creep tests on a geogrid under different loading levels were carried out through a self-developed test device. The long-term creep characteristics of the geogrids under different loading levels were analyzed. The results showed that: Compared to sand constraint condition, under the same loading level, the creep rate under non-constraint condition is about 1.1 times. After the creep time over 400 h, the strain growth rate tends to be a constant value for sand constraint condition, which needs 700 h for non-constraint condition. Creep deformation mainly occurs near the pullout endpoint of the geogrid, and the deformation of each strain measurement zone is reduced from the tensile end to the fixed end of the geogrid.
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Li, Jing, Ya-Fei Jia, Chen-Xi Miao, and Ming-Xing Xie. "Discrete Element Analysis of the Load Transfer Mechanism of Geogrid-Ballast Interface under Pull-Out Load." Advances in Civil Engineering 2020 (October 10, 2020): 1–12. http://dx.doi.org/10.1155/2020/8892922.
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Geogrids have been extensively used in subgrade construction for stabilization purposes of unconfined ballast. Based on well-calibrated microparameters, a series of geogrid-reinforced ballast models with different geogrid sizes and particular structures were developed to reproduce the mechanical behavior of the geogrid under pull-out load in this paper. And the rationality of the DEM model is verified by comparing the evolution law pull-out force measured by laboratory tests and numerical simulations under comparable conditions. Moreover, the macro pull-out force and the internal force distribution of the geogrid were analyzed, and the contact force statistical zones of the particle system were divided accurately according to the results. Meanwhile, both the force transfer mechanism in the geogrid-ballast interface and the sectionalized strain of the geogrid were discussed. And results unveil that the pull-out load is transmitted along the longitudinal ribs to the transverse ribs, and nearly 90% of the load is transmitted to the contact network (in statistical zone 1) in front of the first transverse rib, resulting in strong interlocking between the particles occurs in statistical zone 1. And the second transverse rib is the strength dividing line between strong and weak contact forces. Then, additional pull-out tests on the control groups were conducted, and the sectionalized strain of the geogrid and the peak pull-out force, as well as the energy dissipation were systematically analyzed. In addition, the proposed method used in simulation holds much promise for better understanding of the reinforcement mechanism and further optimizing the performance of geogrid-reinforced structures.
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Wang, Ji Cheng, Ai Liu, and Chuan Fa Yan. "Research on Geogrid Strain of Reinforced Earth Retaining Wall by Numerical Simulation." Applied Mechanics and Materials 353-356 (August 2013): 927–32. http://dx.doi.org/10.4028/www.scientific.net/amm.353-356.927.
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Numerical simulation was used to study the relationship between reinforced earth retaining wall gradient and geogrid strain. Research results show that when the load on the wall top is small, the function of geogrids in the upper section of retaining wall is not brought to full play, the angle between potential rupture surface and horizontal plane is small and resembles Rankines active soil pressure rupture surface, and it is far from wall face. When the load on wall top increases, potential rupture surface becomes steep, the distance between the surface and wall face is about one third of wall height. Inclined wall face also displays this property. The gentler the reinforced earth retaining wall gradient is, the smaller the geogrid stress is, and the safer the wall is. However, when gradient drops below 1:0.4, safety increase becomes vague. When wall gradient is 1:0.3, geogrid stress is most uniformly distributed, and thus has the highest use efficiency and the wall is the most cost-effective.
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Wang, Feng, Ji Feng Liang, and Guo Bao. "Grid Service Behavior in Geogrid-Reinforced and Pile-Supported Composite Foundations." Applied Mechanics and Materials 204-208 (October 2012): 751–54. http://dx.doi.org/10.4028/www.scientific.net/amm.204-208.751.
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In geogrid-reinforced and pile-supported composite foundations, the piles, grids and soil compose a complex system in which the three parties perform in coordination to bear the loads. The service behavior and functional mechanism of the geogrids are explored through static and cyclic load tests.
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B S, Pankaja, and Kiran. "COMPRESSIVE STRENGTH COMPARISON OF CONTROL SPECIMEN WITH GLASS FIBRE REINFORCED CONCRETE AND GEOGRID FIBRE REREINFORCED CONCRETE." International Journal of Engineering Technologies and Management Research 5, no. 6 (March 20, 2020): 120–27. http://dx.doi.org/10.29121/ijetmr.v5.i6.2018.252.
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Most widely recognized material in the present world is Concrete due its durability, and strength aspects. Hence by using different additives like Glass fibre and woven biaxial Geogrid the compressive strength test is carried out for M30 and M40 grade of concrete to improve the performance of concrete. The main aim of the present study is to analyze the compressive strength of concrete, when concrete is mixed with glass fiber and Geogrid, to meet the demands of the modern construction. The addition of Glass fibre into concrete increases the compressive strength of concrete than Geogrid concrete. Tests are conducted by using glass fibre and Geogrid. For 1 m3 of concrete 612grams of glass fibre for M30 grade of concrete and for M40 grade of concrete 697 grams of glass fibre for 1m3 of concrete are used. Geogrids are placed at 2 layers (50mm interval each) in a 150*150mm cube in both M30 and M40 grade of concrete.
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Tingle, Jeb S., and Steve L. Webster. "Corps of Engineers Design of Geosynthetic-Reinforced Unpawed Roads." Transportation Research Record: Journal of the Transportation Research Board 1849, no. 1 (January 2003): 193–201. http://dx.doi.org/10.3141/1849-21.
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U.S. Army Corps of Engineers design procedure was reviewed to validate the existing criteria for geotextile-reinforced unpaved roads and to modify the criteria for the addition of stiff biaxial geogrids. Geogrid stiffness here refers to products demonstrating good torsional rigidity and aperture stability. The theoretical basis for the existing design procedure was reviewed to ensure that appropriate assumptions were used to derive the current design method. Historical test section results were used to validate the empirical bearing-capacity factors, Nc used for unreinforced and geotextile-reinforced base materials. In addition, an empirical bearing-capacity factor for geogrid reinforcement was derived to modify the existing design procedure for both geotextile and geogrid use. The relevant theory used in the development of the existing design method to establish the basis for the analyses is described. Previously unpublished test section results are presented and used to calculate experimental bearing-capacity factors, and the calculated factors are compared with the theoretical values used in the existing procedure. The results of the analyses support the use of the existing design procedure’s bearing-capacity factor for unreinforced sections; the existing bearing-capacity factor for geotextile-reinforced unpaved roads appears to be unconservative for the conditions of the full-scale test section presented. Finally, a bearing-capacity factor for the use of a geogrid and geotextile combination is recommended for modification of the existing Corps of Engineers design procedure.
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Kolay, P. K., S. Kumar, and D. Tiwari. "Improvement of Bearing Capacity of Shallow Foundation on Geogrid Reinforced Silty Clay and Sand." Journal of Construction Engineering 2013 (June 19, 2013): 1–10. http://dx.doi.org/10.1155/2013/293809.
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The present study investigates the improvement in the bearing capacity of silty clay soil with thin sand layer on top and placing geogrids at different depths. Model tests were performed for a rectangular footing resting on top of the soil to establish the load versus settlement curves of unreinforced and reinforced soil system. The test results focus on the improvement in bearing capacity of silty clay and sand on unreinforced and reinforced soil system in non-dimensional form, that is, BCR. The results show that bearing capacity increases significantly with the increased number of geogrid layers. The bearing capacity for the soil increases with an average of 16.67% using one geogrid layer at interface of soils with equal to 0.667 and the bearing capacity increases with an average of 33.33% while using one geogrid in middle of sand layer with equal to 0.33. The improvement in bearing capacity for sand underlain silty clay maintaining and equal to 0.33; for two, three and four number geogrid layer were 44.44%, 61.11%, 72.22%, respectively. The finding of this research work may be useful to improve the bearing capacity of soil for shallow foundation and pavement design for similar type of soil available elsewhere.
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Li, Qiaoyi, Guangqing Yang, He Wang, and Zhijie Yue. "The Direct and Oblique Shear Bond Strength of Geogrid-Reinforced Asphalt." Coatings 12, no. 4 (April 11, 2022): 514. http://dx.doi.org/10.3390/coatings12040514.
Full textAbstract:
The interlayer bonding strength is an essential property of geogrid-reinforced asphalt. To study the interlayer bonding characteristics of geogrid-reinforced asphalt, direct shear and oblique shear tests were carried out in the laboratory. The direct interlaminar shear strength of geogrid-reinforced asphalt was lower than that of unreinforced asphalt. The oblique shear strength of the carbon–carbon geogrid-reinforced sample was the highest, the unreinforced sample was second, and the carbon–glass geogrid-reinforced sample was the lowest. The stiffness of the geogrid affects the oblique shear strength. The interlayer direct shear strengths of AC-20C asphalt samples were higher than AC-13C asphalt samples. The oblique shear strengths of AC-20C asphalt samples were almost the same as the AC-13C asphalt samples. Normal stress made the double-layered sample tend to behave as a homogeneous granular material. The direct shear strength vs. shear displacement curves showed an area of oscillation, but the oblique shear curves were smooth throughout the process.
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Shi, Wei, Jin Han, and Yong Bin Li. "Study on the Role of Geogrid-Reinforced for Fly Ash Retaining Wall Basing on the Analysis of FLAC3D." Advanced Materials Research 368-373 (October 2011): 599–603. http://dx.doi.org/10.4028/www.scientific.net/amr.368-373.599.
Full textAbstract:
Geogrid-reinforced retaining wall is widely used in civil engineering, the role of geogrid reinforcement and the calculations of reinforcement material in the retaining wall design need further refinement.This paper analyzes the fly ash retaining wall with and without reinforcement by using finite element software of FLAC3D,studys the impact of geogrid-reinforced function on the stability of fly ash retaining wall ,gets the design parameters of geogrid-reinforced fly ash retaining wall.The numerical results show that: the fly ash retaining walls' safety factor is lower when its height is greater than 6m,reinforcement is needed for fly ash retaining wall to improve its safety factor to ensure the stability of retaining wall.Simulate and analyze the 8m high geogrid reinforced fly ash retaining wall,the results show that: increasing the reinforcement spacing can increase the lateral and vertical displacement of geogrid reinforced fly ash retaining wall, the maximum vertical displacement of retaining wall is in the upper wall,maximum lateral displacement occurs in the lower parts of the retaining wall;the reasonable distance of 8m high fly ash retaining wall is 0.8m.
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Al-Qadi, Imad L., Samer H. Dessouky, Jayhyun Kwon, and Erol Tutumluer. "Geogrid in Flexible Pavements." Transportation Research Record: Journal of the Transportation Research Board 2045, no. 1 (January 2008): 102–9. http://dx.doi.org/10.3141/2045-12.
Full textAbstract:
Full-scale accelerated testing was used to provide new insight into quantifying the effectiveness of geogrids on low-volume flexible pavement performance. Although several previous studies report that geogrids improve pavement performance by enhancing structural capacity and reducing distress potential, the new study addresses how to maximize the benefits and cost-effectiveness of geogrid. To perform full-scale testing, three cells of flexible pavements, each having three pavement sections, were constructed. The granular base and hot-mix asphalt (HMA) layer thicknesses varied, and each cell had at least one control and one geogrid-reinforced pavement section. Instruments were embedded during construction to measure stress, strain, deflection, moisture, pore-water pressure, and temperature and were used to monitor pavement response to moving load. A moving dual-tire at 8 km/h and 44 kN was used to apply accelerated traffic loading. The performance of the various pavement sections when exposed to accelerated loading is presented. On the basis of pavement measured response as well as visual observation of the pavement cross section after excavation, the study showed that geogrid is very effective in reducing the horizontal shear deformation of the aggregate layer, especially in the traffic direction. Hence, the effectiveness of geogrid is clear for aggregate base layers with thicknesses ranging from 203 to 457 mm, and geogrid is expected to show similar effectiveness for greater base thickness given that thin HMA layer is used. The study also found that the optimal geogrid location in a thin aggregate layer is at the unbound aggregate-subgrade interface. For a thicker base layer, it is optimal to install a single geogrid at the upper third of the layer; the addition of another geogrid at the subgrade-base layer interface may be needed for stability.
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Cui, Lan, Wenzhao Cao, Qian Sheng, Mingxing Xie, Tao Yang, and Ping Xiao. "Analysis of Layered Geogrids–Sand–Clay Reinforced Structures under Triaxial Compression by Discrete Element Method." Applied Sciences 11, no. 21 (October 25, 2021): 9952. http://dx.doi.org/10.3390/app11219952.
Full textAbstract:
Compared with the commonest geosynthetics-reinforced soil structures, layered geogrids–sand–clay reinforced (LGSCR) structures (School of Architecture and Civil Engineering, Shenyang University of Technology, Shenyang 110870, China) can replace granular materials with clay as the primary backfill material. Up until now, the performance of LGSCR structures under triaxial compression has been unclear. In this paper, the discrete element method was used to simulate the triaxial compression test on the LGSCR samples. Based on the particle flow software PFC3D, three types of cluster particle-simulated sand and the reinforced joints of the geogrid were constructed by secondary development. The effects of the geogrid embedment in sand layers, the number and thickness of sand layers in relation to the deviatoric stress, and the axial strain and the shear strength index of the LGSCR samples were analyzed. The results showed that laying the sand layers in the samples can improve their post-peak strain-softening characteristics and increase their peak strengths under a high confining pressure. A geogrid embedment in sand layers can further enhance the ductility and peak strength of the samples, and in terms of the shear strength index, there is a 41.6% to 54.8% increase in the apparent cohesion of the samples.