The durability of geogrid reinforcement exhumed after 25 years from a sloped wall structure was examined through a comparison of the material properties of exhumed samples with technical data for the original product type. Visual and microscopic inspections found no evidence of installation damage. Analysis of strain increments in rapid loading creep tests to 10 000 h showed excellent agreement between the exhumed and original materials. The results of this study lend confidence in the use of isochronous load–strain–time data for predicting the long-term strain of geosynthetic-reinforced soil structures in design to a serviceability limit state.
{"title":"Durability of geogrid in a sloped reinforced soil wall after 25 years in-service","authors":"V. S. Quinteros, R. J. Fannin","doi":"10.1680/jgein.22.00359","DOIUrl":"https://doi.org/10.1680/jgein.22.00359","url":null,"abstract":"The durability of geogrid reinforcement exhumed after 25 years from a sloped wall structure was examined through a comparison of the material properties of exhumed samples with technical data for the original product type. Visual and microscopic inspections found no evidence of installation damage. Analysis of strain increments in rapid loading creep tests to 10 000 h showed excellent agreement between the exhumed and original materials. The results of this study lend confidence in the use of isochronous load–strain–time data for predicting the long-term strain of geosynthetic-reinforced soil structures in design to a serviceability limit state.","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":null,"pages":null},"PeriodicalIF":0.0,"publicationDate":"2023-10-18","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"135823133","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
The stress crack resistance (SCR) of different multilayered textured geomembranes (GMBs) immersed in synthetic municipal solid waste leachate at 55°C and 85°C for 50 months was assessed using their smooth edge or smooth equivalent GMBs made from the same formulation as textured GMBs. The difference between the actual thickness of the smooth edge and the nominal thickness of the GMB was shown to result in SCR values that do not reflect the true SCR of the GMB resin when assessed based on the current ASTM standard test procedure. As such, adjustments to the current test method are presented to limit its effect on SCR, especially when comparing the performance of different GMBs based on SCR. Additionally, due to variations in formulation and thickness of the textured and smooth portions of GMB rolls, a new double-notching technique was examined to assess the SCR of the textured portion. Using this technique on samples from textured and smooth portions at different incubation times showed similar initial and stabilised SCR values but different SCR degradation rates for the two different parts of the same GMB roll. Relying solely on SCR values obtained from the smooth edge/smooth equivalent GMB may thus underestimate or overestimate the degradation of multilayered textured GMBs.
{"title":"Assessment of the stress crack resistance of multilayered textured HDPE geomembranes","authors":"F. B. Abdelaal, M. Zafari, R. K. Rowe","doi":"10.1680/jgein.23.00096","DOIUrl":"https://doi.org/10.1680/jgein.23.00096","url":null,"abstract":"The stress crack resistance (SCR) of different multilayered textured geomembranes (GMBs) immersed in synthetic municipal solid waste leachate at 55°C and 85°C for 50 months was assessed using their smooth edge or smooth equivalent GMBs made from the same formulation as textured GMBs. The difference between the actual thickness of the smooth edge and the nominal thickness of the GMB was shown to result in SCR values that do not reflect the true SCR of the GMB resin when assessed based on the current ASTM standard test procedure. As such, adjustments to the current test method are presented to limit its effect on SCR, especially when comparing the performance of different GMBs based on SCR. Additionally, due to variations in formulation and thickness of the textured and smooth portions of GMB rolls, a new double-notching technique was examined to assess the SCR of the textured portion. Using this technique on samples from textured and smooth portions at different incubation times showed similar initial and stabilised SCR values but different SCR degradation rates for the two different parts of the same GMB roll. Relying solely on SCR values obtained from the smooth edge/smooth equivalent GMB may thus underestimate or overestimate the degradation of multilayered textured GMBs.","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":null,"pages":null},"PeriodicalIF":0.0,"publicationDate":"2023-10-18","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"135824162","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Full-scale physical modelling is used to evaluate the response of modular polymer stormwater collection structures when subjected to design-truck loading that was sustained for one week (i.e. a parked vehicle) and when buried with minimum soil cover. Surface loading was applied on a steel load pad that simulates one-half of the AASHTO design-truck single-axle that was held constant for 1 week to assess the stability of the buried system and demand on the platen and column components of the modules to allow independent load rating of the buried structure. No collapse or limiting state occurred. The 1-week creep buckling resistance was found to be nearly 4 times the factored column demand to 1-week loading for both module types. New insight on time dependent behaviour of the soil-structure system was gained by comparing the buried response to creep tests conducted on isolated columns and platens. The response of the buried soil-structure system was less severe than unconstrained creep. Column loads were found to not increase with time. Bending deflections increased by 1.04 to 1.26 times when buried rather than by 3.0 to 3.4 times for unconstrained creep as platen creep when buried was greatly restrained by the soil.
{"title":"Modular polymer stormwater collection structure response to one-week design truck load","authors":"R. W. I. Brachman, A. Zarpeima, J. M. LeBlanc","doi":"10.1680/jgein.23.00095","DOIUrl":"https://doi.org/10.1680/jgein.23.00095","url":null,"abstract":"Full-scale physical modelling is used to evaluate the response of modular polymer stormwater collection structures when subjected to design-truck loading that was sustained for one week (i.e. a parked vehicle) and when buried with minimum soil cover. Surface loading was applied on a steel load pad that simulates one-half of the AASHTO design-truck single-axle that was held constant for 1 week to assess the stability of the buried system and demand on the platen and column components of the modules to allow independent load rating of the buried structure. No collapse or limiting state occurred. The 1-week creep buckling resistance was found to be nearly 4 times the factored column demand to 1-week loading for both module types. New insight on time dependent behaviour of the soil-structure system was gained by comparing the buried response to creep tests conducted on isolated columns and platens. The response of the buried soil-structure system was less severe than unconstrained creep. Column loads were found to not increase with time. Bending deflections increased by 1.04 to 1.26 times when buried rather than by 3.0 to 3.4 times for unconstrained creep as platen creep when buried was greatly restrained by the soil.","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":null,"pages":null},"PeriodicalIF":0.0,"publicationDate":"2023-10-09","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"135095191","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2023-10-01DOI: 10.1680/jgein.2023.30.5.449
R. J. Bathurst
{"title":"Best <i>Geosynthetics International</i> Paper for 2022","authors":"R. J. Bathurst","doi":"10.1680/jgein.2023.30.5.449","DOIUrl":"https://doi.org/10.1680/jgein.2023.30.5.449","url":null,"abstract":"","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":null,"pages":null},"PeriodicalIF":0.0,"publicationDate":"2023-10-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"135606840","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
In recent years, waste rubber has been increasingly utilized to enhance the performance of expansive soil foundations. This study aims to investigate the influence of rubber powder on the dynamic characteristics of frozen rubber-reinforced expansive soils (RRES) in permafrost regions. Temperature-controlled dynamic triaxial tests were conducted on RRES samples, varying rubber content, freezing temperatures, and confining pressures. The key findings are as follows: (1) A modified Hardin model with freezing temperature and rubber content as correction factors was established, which was verified to be useful for describing the dynamic stress-strain relationship. (2) Under the confining pressure, the dynamic shear modulus decreases with increasing rubber content. When the rubber content changes from 5% to 10%, the dynamic shear modulus decreases by about 20 MPa; the change becomes less obvious after the content exceeds 20%, and the RRES tends to show the characteristics of rubber. (3) As the rubber content increases, the damping ratio rises and shows the phenomenon of increasing and then decreasing with increasing confining pressure, and reaching a maximum at 0.4 MPa; (4) A prediction model for the maximum dynamic shear modulus with rubber content, freezing temperature and confining pressure is proposed.
{"title":"Dynamic properties of frozen rubber-reinforced expansive soils under confining pressure","authors":"Z. Yang, Z. Cheng, Y. Cui, X. Ling, W. Shi","doi":"10.1680/jgein.23.00044","DOIUrl":"https://doi.org/10.1680/jgein.23.00044","url":null,"abstract":"In recent years, waste rubber has been increasingly utilized to enhance the performance of expansive soil foundations. This study aims to investigate the influence of rubber powder on the dynamic characteristics of frozen rubber-reinforced expansive soils (RRES) in permafrost regions. Temperature-controlled dynamic triaxial tests were conducted on RRES samples, varying rubber content, freezing temperatures, and confining pressures. The key findings are as follows: (1) A modified Hardin model with freezing temperature and rubber content as correction factors was established, which was verified to be useful for describing the dynamic stress-strain relationship. (2) Under the confining pressure, the dynamic shear modulus decreases with increasing rubber content. When the rubber content changes from 5% to 10%, the dynamic shear modulus decreases by about 20 MPa; the change becomes less obvious after the content exceeds 20%, and the RRES tends to show the characteristics of rubber. (3) As the rubber content increases, the damping ratio rises and shows the phenomenon of increasing and then decreasing with increasing confining pressure, and reaching a maximum at 0.4 MPa; (4) A prediction model for the maximum dynamic shear modulus with rubber content, freezing temperature and confining pressure is proposed.","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":null,"pages":null},"PeriodicalIF":0.0,"publicationDate":"2023-09-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"136312812","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Analytical and numerical solutions for the problem of geosynthetic reinforced fills over a void have been the subject of investigation for the last four decades. A common feature of this prior work is that all methods have treated the analytical solutions as deterministic. While the treatment of some input parameters must be taken as deterministic, there are other parameters that have uncertainty. Furthermore, the underlying mechanistic models for load and resistance terms in the limit state equations for the reinforced fill over a void problem can be expected to have different accuracy. This paper revisits the problem of geosynthetic reinforced fills over voids from a probabilistic point of view for reinforcement tensile strain, tensile strength and geosynthetic stiffness limit states. Particular attention is paid to the method used to select the isochronous stiffness of the reinforcement and the associated uncertainty in the magnitude of that value. The paper demonstrates how the factor of safety from deterministic past practice can be linked quantitatively to reliability index used in contemporary probabilistic design. Finally, the paper demonstrates the advantage of using product-specific constant-load creep test results to maximise margins of safety for strength and stiffness limit states in both deterministic and probabilistic frameworks.
{"title":"Probabilistic analysis for the reinforced fill over void problem","authors":"R. Bathurst, F. M. Naftchali","doi":"10.1680/jgein.23.00067","DOIUrl":"https://doi.org/10.1680/jgein.23.00067","url":null,"abstract":"Analytical and numerical solutions for the problem of geosynthetic reinforced fills over a void have been the subject of investigation for the last four decades. A common feature of this prior work is that all methods have treated the analytical solutions as deterministic. While the treatment of some input parameters must be taken as deterministic, there are other parameters that have uncertainty. Furthermore, the underlying mechanistic models for load and resistance terms in the limit state equations for the reinforced fill over a void problem can be expected to have different accuracy. This paper revisits the problem of geosynthetic reinforced fills over voids from a probabilistic point of view for reinforcement tensile strain, tensile strength and geosynthetic stiffness limit states. Particular attention is paid to the method used to select the isochronous stiffness of the reinforcement and the associated uncertainty in the magnitude of that value. The paper demonstrates how the factor of safety from deterministic past practice can be linked quantitatively to reliability index used in contemporary probabilistic design. Finally, the paper demonstrates the advantage of using product-specific constant-load creep test results to maximise margins of safety for strength and stiffness limit states in both deterministic and probabilistic frameworks.","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":null,"pages":null},"PeriodicalIF":4.5,"publicationDate":"2023-09-04","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"49193038","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Gradient ratio tests were conducted to investigate the filtration behaviour of staple fibre needle-punched nonwoven geotextiles subjected to unequal biaxial tensile strains. Three groups of biaxial tensile strains were designed, with the ratios of the strain in the machine direction to that in the cross-machine direction set to 1, 2, and 4, respectively. The strains in the machine direction in the three groups were the same, ranging from 10% to 30%. The tested filtration properties included the gradient ratio (GR), permeability of the soil-geotextile system, mass of soil loss, and permittivity of the pure geotextiles. Comparisons were made between the filtration properties of staple fibre (SN) geotextiles and continuous filament (CN) geotextiles. It is shown that for a certain strain ratio, the GR value at the time of test termination increases with increasing strain, and the permeability of the soil-geotextile system, soil loss, and permittivity of the pure geotextiles decrease with increasing strain. The soil loss and permittivity under equal biaxial tensile strains tend to be higher than those under unequal biaxial tensile strains. The CN geotextiles have better retention capability and more clogging potential for the tested soils than the SN geotextiles for a similar mass per unit area.
{"title":"Filtration behaviour of staple fibre geotextiles under unequal biaxial tensile strains","authors":"L. Tang, W. Francey, J. Zheng, X. Wang, X. Luo","doi":"10.1680/jgein.23.00056","DOIUrl":"https://doi.org/10.1680/jgein.23.00056","url":null,"abstract":"Gradient ratio tests were conducted to investigate the filtration behaviour of staple fibre needle-punched nonwoven geotextiles subjected to unequal biaxial tensile strains. Three groups of biaxial tensile strains were designed, with the ratios of the strain in the machine direction to that in the cross-machine direction set to 1, 2, and 4, respectively. The strains in the machine direction in the three groups were the same, ranging from 10% to 30%. The tested filtration properties included the gradient ratio (GR), permeability of the soil-geotextile system, mass of soil loss, and permittivity of the pure geotextiles. Comparisons were made between the filtration properties of staple fibre (SN) geotextiles and continuous filament (CN) geotextiles. It is shown that for a certain strain ratio, the GR value at the time of test termination increases with increasing strain, and the permeability of the soil-geotextile system, soil loss, and permittivity of the pure geotextiles decrease with increasing strain. The soil loss and permittivity under equal biaxial tensile strains tend to be higher than those under unequal biaxial tensile strains. The CN geotextiles have better retention capability and more clogging potential for the tested soils than the SN geotextiles for a similar mass per unit area.","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":null,"pages":null},"PeriodicalIF":4.5,"publicationDate":"2023-09-04","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"44792657","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Y.-H. Byun, I. Qamhia, M. Kang, E. Tutumluer, M. H. Wayne
Lateral restraint is the primary stabilization mechanism associated with the interlocking of aggregate particles in the geogrid apertures. This paper presents findings from a laboratory study which quantifies the local stiffness enhancement of aggregates through micromechanical interlocking provided by two different types of geogrids. These findings are applied to model the resilient response characteristics of geogrid-stabilized base course composite systems. Using three pairs of bender elements as shear wave transducers, horizontal stiffness profiles were determined above mid-heights of aggregate specimens. For two types of geogrids with square- and triangular-shaped apertures, the shear modulus profiles decreased moving away from the geogrid location. Based on a relationship for aggregates, resilient modulus was estimated from the shear modulus. Considering the variations in resilient moduli with distance from the geogrid location, the local stiffness enhancements provided by the two geogrid types were assigned to modulus profiles of a geogrid-stabilized aggregate base course in flexible pavement mechanistic analysis and modeling. The modeling results demonstrate the effect of geogrid base stabilization on the computed pavement resilient responses for both geogrid types. The sublayering approach which properly considers modeling of the geogrid influence zone could be effectively used in mechanistic analysis of a geogrid-stabilized pavement system.
{"title":"Modeling geogrid-stabilized aggregate base courses considering local stiffness enhancement","authors":"Y.-H. Byun, I. Qamhia, M. Kang, E. Tutumluer, M. H. Wayne","doi":"10.1680/jgein.23.00086","DOIUrl":"https://doi.org/10.1680/jgein.23.00086","url":null,"abstract":"Lateral restraint is the primary stabilization mechanism associated with the interlocking of aggregate particles in the geogrid apertures. This paper presents findings from a laboratory study which quantifies the local stiffness enhancement of aggregates through micromechanical interlocking provided by two different types of geogrids. These findings are applied to model the resilient response characteristics of geogrid-stabilized base course composite systems. Using three pairs of bender elements as shear wave transducers, horizontal stiffness profiles were determined above mid-heights of aggregate specimens. For two types of geogrids with square- and triangular-shaped apertures, the shear modulus profiles decreased moving away from the geogrid location. Based on a relationship for aggregates, resilient modulus was estimated from the shear modulus. Considering the variations in resilient moduli with distance from the geogrid location, the local stiffness enhancements provided by the two geogrid types were assigned to modulus profiles of a geogrid-stabilized aggregate base course in flexible pavement mechanistic analysis and modeling. The modeling results demonstrate the effect of geogrid base stabilization on the computed pavement resilient responses for both geogrid types. The sublayering approach which properly considers modeling of the geogrid influence zone could be effectively used in mechanistic analysis of a geogrid-stabilized pavement system.","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":null,"pages":null},"PeriodicalIF":4.5,"publicationDate":"2023-09-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"43666576","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
The permeability of plasticized polyvinyl chloride (PVC-P) geomembranes (GMBs) is of significant importance to the safe operation of the impermeable structures and even the project. To avoid the drawbacks of adopting the permeability coefficient to characterize permeability traditionally, this paper presents a mathematical model of porosity and seepage discharge based on the results of the vertical permeability test and porosity obtained from low-field nuclear magnetic resonance (NMR) test, and the applicability of porosity to evaluate the permeability was explored combined with the dynamic distribution of pores and pore radius. The results show that the low-field NMR technology with 1H atoms as the probe can accurately measure the distribution of pores and pore radius in the PVC-P GMB. The proportion of micropores (Mic), mesopores (Mes) and macropores (Mac) and the shrinkage or development of pore radius are primarily responsible for the variation of the porosity. The porosity is closely correlated with the seepage discharge, and the constructed model can accurately predict the seepage discharge. Furthermore, the porosity can provide technical support for the evaluation of the permeability of PVC-P GMBs and the selection of appropriate GMBs for engineering design.
{"title":"Permeability mechanism of PVC-P geomembranes based on low-field NMR technology","authors":"X. L. Zhang, Yuehua Wu, C. J. Yin, X. Y. Gu","doi":"10.1680/jgein.22.00409","DOIUrl":"https://doi.org/10.1680/jgein.22.00409","url":null,"abstract":"The permeability of plasticized polyvinyl chloride (PVC-P) geomembranes (GMBs) is of significant importance to the safe operation of the impermeable structures and even the project. To avoid the drawbacks of adopting the permeability coefficient to characterize permeability traditionally, this paper presents a mathematical model of porosity and seepage discharge based on the results of the vertical permeability test and porosity obtained from low-field nuclear magnetic resonance (NMR) test, and the applicability of porosity to evaluate the permeability was explored combined with the dynamic distribution of pores and pore radius. The results show that the low-field NMR technology with 1H atoms as the probe can accurately measure the distribution of pores and pore radius in the PVC-P GMB. The proportion of micropores (Mic), mesopores (Mes) and macropores (Mac) and the shrinkage or development of pore radius are primarily responsible for the variation of the porosity. The porosity is closely correlated with the seepage discharge, and the constructed model can accurately predict the seepage discharge. Furthermore, the porosity can provide technical support for the evaluation of the permeability of PVC-P GMBs and the selection of appropriate GMBs for engineering design.","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":null,"pages":null},"PeriodicalIF":4.5,"publicationDate":"2023-09-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"41301029","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Geosynthetics can be exposed to varying temperature and moisture conditions when embedded in the soil, which can affect their mechanical properties. However, existing testing standards do not account for extreme environmental conditions, such as low temperatures and ice formation. This study aims to understand the effect of temperature variation and ice formation on the tensile properties of dry and wet geosynthetics by conducting single-rib tensile tests on a wicking geogrid composite in a temperature chamber. Tensile stress-strain curves were reported at various temperatures for dry samples (−40°C to 40°C) and wet samples (0°C to −40°C). The results show that the tensile strength and stiffness of dry and wet samples increase while ultimate strain decreases as temperatures decrease. Freezing of water in wet samples also accelerates the rate of increase in ultimate strength and decrease in ultimate strain. The failure mode of the geogrid composite also changes with temperature, occurring at the middle junction at higher temperatures and closer to the end junctions with a fibrous appearance at lower temperatures. These findings provide insights into the significance of varying environmental conditions on geosynthetic properties.
{"title":"Investigating the effect of temperature and water freezing on the response of geogrid composite","authors":"J. Jarjour, M. Meguid","doi":"10.1680/jgein.23.00078","DOIUrl":"https://doi.org/10.1680/jgein.23.00078","url":null,"abstract":"Geosynthetics can be exposed to varying temperature and moisture conditions when embedded in the soil, which can affect their mechanical properties. However, existing testing standards do not account for extreme environmental conditions, such as low temperatures and ice formation. This study aims to understand the effect of temperature variation and ice formation on the tensile properties of dry and wet geosynthetics by conducting single-rib tensile tests on a wicking geogrid composite in a temperature chamber. Tensile stress-strain curves were reported at various temperatures for dry samples (−40°C to 40°C) and wet samples (0°C to −40°C). The results show that the tensile strength and stiffness of dry and wet samples increase while ultimate strain decreases as temperatures decrease. Freezing of water in wet samples also accelerates the rate of increase in ultimate strength and decrease in ultimate strain. The failure mode of the geogrid composite also changes with temperature, occurring at the middle junction at higher temperatures and closer to the end junctions with a fibrous appearance at lower temperatures. These findings provide insights into the significance of varying environmental conditions on geosynthetic properties.","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":null,"pages":null},"PeriodicalIF":4.5,"publicationDate":"2023-08-30","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"47612292","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
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