This paper interprets the results from field monitoring which was carried out during vacuum-PVD improvement in a site located near an actively moving slope. Interestingly, the monitoring results showed, among other things, mitigation in the outward lateral movements during and after the preloading process indicating relative stability in the slope and the efficiency of vacuum to mitigate lateral movements during the preloading period. Analyses were made on other field parameters such as pore pressure and settlement, as well as back-calculation of flow parameters to be considered during vacuum preloading design, such as permeability ratio (kh/ks) and horizontal consolidation coefficient (Ch) due to vacuum-PVD were carried out. Post improvement, appropriate geotechnical properties were obtained from laboratory tests of clay specimens from borehole samples and undrained shear strengths were measured from unconfined compression and field vane shear test. The obtained properties indicated improvement in soft soil properties with a reduction in water content and an increase in maximum past pressure, OCR and undrained shear strengths. The prediction made for final shear strength using past literature, where applied additional incremental stress was reduced with depth, matched well with the shear strengths recorded from field testing.
{"title":"Mitigation of lateral slope movement and soil improvement using the vacuum-PVD scheme","authors":"Suttisak Soralump, N. Koirala, S. Phakdimek","doi":"10.1680/jgein.22.00003","DOIUrl":"https://doi.org/10.1680/jgein.22.00003","url":null,"abstract":"This paper interprets the results from field monitoring which was carried out during vacuum-PVD improvement in a site located near an actively moving slope. Interestingly, the monitoring results showed, among other things, mitigation in the outward lateral movements during and after the preloading process indicating relative stability in the slope and the efficiency of vacuum to mitigate lateral movements during the preloading period. Analyses were made on other field parameters such as pore pressure and settlement, as well as back-calculation of flow parameters to be considered during vacuum preloading design, such as permeability ratio (kh/ks) and horizontal consolidation coefficient (Ch) due to vacuum-PVD were carried out. Post improvement, appropriate geotechnical properties were obtained from laboratory tests of clay specimens from borehole samples and undrained shear strengths were measured from unconfined compression and field vane shear test. The obtained properties indicated improvement in soft soil properties with a reduction in water content and an increase in maximum past pressure, OCR and undrained shear strengths. The prediction made for final shear strength using past literature, where applied additional incremental stress was reduced with depth, matched well with the shear strengths recorded from field testing.","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":" ","pages":""},"PeriodicalIF":4.5,"publicationDate":"2022-09-29","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"43157769","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}
A new rubber dam with two layers of dam bodies anchored together into a rigid concrete base was proposed to improve the water-retaining capacity of the traditional rubber dam. A series of large-scale model tests are conducted to evaluate the static behavior of the double-layer rubber dam under conditions of different internal and external water heads, anchorage distances, and cross-sectional perimeters. It is found that the maximum tensile force of the Layer-1 dam is located at the anchoring point but that the Layer-2 dam is located at the extruded free section. The optimum cross-sectional perimeter ratio is concluded as 0.8 with the optimal anchoring distance of 0.06 L1, the internal water head in the upstream dam, and that in the downstream dam of 0.40 L1 and 0.36 L1 where L1 is the cross-sectional perimeter of the upstream dam.
{"title":"Large-scale model test studies on the double-layer rubber dam","authors":"X. Gao, W. Guo, W. F. Guo, Y. Ren, L. Dai","doi":"10.1680/jgein.22.00277","DOIUrl":"https://doi.org/10.1680/jgein.22.00277","url":null,"abstract":"A new rubber dam with two layers of dam bodies anchored together into a rigid concrete base was proposed to improve the water-retaining capacity of the traditional rubber dam. A series of large-scale model tests are conducted to evaluate the static behavior of the double-layer rubber dam under conditions of different internal and external water heads, anchorage distances, and cross-sectional perimeters. It is found that the maximum tensile force of the Layer-1 dam is located at the anchoring point but that the Layer-2 dam is located at the extruded free section. The optimum cross-sectional perimeter ratio is concluded as 0.8 with the optimal anchoring distance of 0.06 L1, the internal water head in the upstream dam, and that in the downstream dam of 0.40 L1 and 0.36 L1 where L1 is the cross-sectional perimeter of the upstream dam.","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":" ","pages":""},"PeriodicalIF":4.5,"publicationDate":"2022-09-29","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"47678677","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}
Alternative drainage designs are developed due to high failures in retaining walls with missing or inadequate drainage. This study investigates the usage of nonwoven conical filter systems and their hydraulic compatibility with common backfill material using both laboratory and computational modeling. Computational fluid dynamics numerically solved the fluid flow and the discrete element method allowed for the modeling of particle to particle, and those methods were coupled to simulate particle-to-fluid contact. Through a combination of these methods, piping and retention performances of various soil-geotextile systems were studied. Nonwoven geotextiles were numerically modelled, partly by using the Poisson line process to simulate the inherent randomness found in fabricated nonwoven filters. The model results were compared with laboratory tests to corroborate the accuracy of the models. The soil-nonwoven filter systems, either conventional or conical, provided 6% - 87% lower permeability values compared to soil-woven systems and had 10% - 48% higher piping rates than their counterparts. Support-vector-machine algorithm was utilized to classify zones for the performance curves for woven and nonwoven geotextiles, where a clear distinction in zones was shown.
{"title":"Hydraulic Compatibility Nonwoven Conical Filters with a Backfill Material","authors":"S. Ryoo, M. Bensi, A. Aydilek","doi":"10.1680/jgein.22.00281","DOIUrl":"https://doi.org/10.1680/jgein.22.00281","url":null,"abstract":"Alternative drainage designs are developed due to high failures in retaining walls with missing or inadequate drainage. This study investigates the usage of nonwoven conical filter systems and their hydraulic compatibility with common backfill material using both laboratory and computational modeling. Computational fluid dynamics numerically solved the fluid flow and the discrete element method allowed for the modeling of particle to particle, and those methods were coupled to simulate particle-to-fluid contact. Through a combination of these methods, piping and retention performances of various soil-geotextile systems were studied. Nonwoven geotextiles were numerically modelled, partly by using the Poisson line process to simulate the inherent randomness found in fabricated nonwoven filters. The model results were compared with laboratory tests to corroborate the accuracy of the models. The soil-nonwoven filter systems, either conventional or conical, provided 6% - 87% lower permeability values compared to soil-woven systems and had 10% - 48% higher piping rates than their counterparts. Support-vector-machine algorithm was utilized to classify zones for the performance curves for woven and nonwoven geotextiles, where a clear distinction in zones was shown.","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":" ","pages":""},"PeriodicalIF":4.5,"publicationDate":"2022-09-29","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"45922410","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}
Expanded Polypropylene (EPP) foam has been widely recognized as an energy absorbing material, and it is routinely used for variety of industrial applications. However, EPP foam has a relatively limited scope in the construction industry, especially for load-bearing applications. To address this aspect, the mechanical behaviour of EPP foam was examined under unconfined conditions in this study, and the effects of different preloading/precompression strain histories (5% to 60%) on the stress-strain response and strain energy characteristics of EPP were evaluated. Additionally, the stress-strain recovery behaviour of EPP foam having different preloading histories was also studied while considering the effects of recovery time after preloading (0 to 28 Days). The results suggest that EPP foam subjected to different preloading histories has identical patterns of stress-strain response as of other conventional closed-cell polymeric foams, such as Expanded Polystyrene (EPS) foam, and EPP can adequately be used for load-bearing applications under the recommended design limits. Furthermore, noticeable recovery in the stress-strain response of EPP was also witnessed during the initial 14 days after preloading. Based on these findings, it is anticipated that the promising stress-strain recovery characteristics of EPP foam enable it to be reused, even after experiencing large in-situ deformations.
{"title":"Mechanical Behaviour and Stress-Strain Recovery Characteristics of Expanded Polypropylene","authors":"Z. Maqsood, J. Koseki, H. Kyokawa","doi":"10.1680/jgein.21.00061","DOIUrl":"https://doi.org/10.1680/jgein.21.00061","url":null,"abstract":"Expanded Polypropylene (EPP) foam has been widely recognized as an energy absorbing material, and it is routinely used for variety of industrial applications. However, EPP foam has a relatively limited scope in the construction industry, especially for load-bearing applications. To address this aspect, the mechanical behaviour of EPP foam was examined under unconfined conditions in this study, and the effects of different preloading/precompression strain histories (5% to 60%) on the stress-strain response and strain energy characteristics of EPP were evaluated. Additionally, the stress-strain recovery behaviour of EPP foam having different preloading histories was also studied while considering the effects of recovery time after preloading (0 to 28 Days). The results suggest that EPP foam subjected to different preloading histories has identical patterns of stress-strain response as of other conventional closed-cell polymeric foams, such as Expanded Polystyrene (EPS) foam, and EPP can adequately be used for load-bearing applications under the recommended design limits. Furthermore, noticeable recovery in the stress-strain response of EPP was also witnessed during the initial 14 days after preloading. Based on these findings, it is anticipated that the promising stress-strain recovery characteristics of EPP foam enable it to be reused, even after experiencing large in-situ deformations.","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":" ","pages":""},"PeriodicalIF":4.5,"publicationDate":"2022-09-29","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"46250954","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}
An experimental study of the effect of closed system and a limited study of open system freeze-thaw cycles on the interface transmissivity at applied stresses between 10 and 150 kPa is described. The effect of closed system freeze-thaw is most apparent after 100 freeze-thaw cycles and permeation at a stress ≤25 kPa. The effect of permeating fluid chemistry is also evident but decreased with increasing stress. One notable effect of permeant is the potential for internal erosion along weaknesses in the bentonite created by freeze-thaw cycles when permeated by distilled or reverse osmosis water. This is not observed when permeated with simulated porewater containing cations. In terms of practical application, closed system freeze-thaw cycles appear to have little effect on interface transmissivity, and to the extent that there is an effect, it is beneficial. In contrast, cryogenic suction arising with open system freeze-thaw cycles is shown to result in the formation of ice lenses both within the GCL and at the GCL geomembrane interface. Although limited, the data suggest that the effect of ice lens formation on interface transmissivity after open system freeze-thaw cycles is largely eliminated at applied stress above 20-25 kPa, although more research is warranted.
{"title":"Effect of closed and open system freeze-thaw cycles on GMB-GCL interface transmissivity","authors":"R. Kerry Rowe, N. Martinez Noboa, R. Brachman","doi":"10.1680/jgein.22.00297","DOIUrl":"https://doi.org/10.1680/jgein.22.00297","url":null,"abstract":"An experimental study of the effect of closed system and a limited study of open system freeze-thaw cycles on the interface transmissivity at applied stresses between 10 and 150 kPa is described. The effect of closed system freeze-thaw is most apparent after 100 freeze-thaw cycles and permeation at a stress ≤25 kPa. The effect of permeating fluid chemistry is also evident but decreased with increasing stress. One notable effect of permeant is the potential for internal erosion along weaknesses in the bentonite created by freeze-thaw cycles when permeated by distilled or reverse osmosis water. This is not observed when permeated with simulated porewater containing cations. In terms of practical application, closed system freeze-thaw cycles appear to have little effect on interface transmissivity, and to the extent that there is an effect, it is beneficial. In contrast, cryogenic suction arising with open system freeze-thaw cycles is shown to result in the formation of ice lenses both within the GCL and at the GCL geomembrane interface. Although limited, the data suggest that the effect of ice lens formation on interface transmissivity after open system freeze-thaw cycles is largely eliminated at applied stress above 20-25 kPa, although more research is warranted.","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":" ","pages":""},"PeriodicalIF":4.5,"publicationDate":"2022-09-29","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"45140909","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 paper presents an upper-bound solution for the bearing capacity based on the assumption of a general two-part-wedge (TPW) slip planes in MSE walls subjected to strip footing load. The proposed method is validated against the results from different analytical methods and model tests. Parametric analyses are carried out to study the effects that backfill shear strength, strip footing width and location, and reinforcement design could have on the bearing capacity and failure geometry in MSE walls. Results show that bearing capacity increases with reinforcement length up to l/H = 0.6 - 0.7, beyond which reinforcement length shows no significant influence on bearing capacity. Predicted elevation of the break point in the geometry of the TPW slip plane is generally lower than 0.5H, except for smaller strip footing widths (e.g. less than 1.0 m).
{"title":"Upper-bound limit analysis of MSE walls subjected to strip footing load","authors":"P. Xu, G. Yang, K. Hatami, T. Li","doi":"10.1680/jgein.22.00154","DOIUrl":"https://doi.org/10.1680/jgein.22.00154","url":null,"abstract":"The paper presents an upper-bound solution for the bearing capacity based on the assumption of a general two-part-wedge (TPW) slip planes in MSE walls subjected to strip footing load. The proposed method is validated against the results from different analytical methods and model tests. Parametric analyses are carried out to study the effects that backfill shear strength, strip footing width and location, and reinforcement design could have on the bearing capacity and failure geometry in MSE walls. Results show that bearing capacity increases with reinforcement length up to l/H = 0.6 - 0.7, beyond which reinforcement length shows no significant influence on bearing capacity. Predicted elevation of the break point in the geometry of the TPW slip plane is generally lower than 0.5H, except for smaller strip footing widths (e.g. less than 1.0 m).","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":" ","pages":""},"PeriodicalIF":4.5,"publicationDate":"2022-09-29","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"47248860","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}
Expanded polystyrene (EPS) block (geofoam block) is a mature geotechnology for constructing highway embankments. In addition to preventing bearing capacity and settlement related stability problems for the embankments constructed on soft soil sites, geofoam blocks are also used to construct embankments atop existing infrastructure. Selecting geofoam technology for these applications not only prevents the possible structural problems due to the lightweight nature of geofoam blocks but also eliminates costly remediation alternatives. The details of three well-documented and monitored different geofoam embankments constructed atop different existing infrastructures (buried pipeline, buried culvert and pile cap of drilled shafts for a deep excavation) are presented. The backgrounds of these projects, design considerations, construction and instrumentation details are discussed. The monitoring results were presented, and long-term performance predictions were evaluated. Numerical modelling effort was utilized to model the both short- and long-term behavior of geofoam embankments. Time-dependent behavior of the embankments under service loads were compared with numerical simulations. Constitutive modelling and related mechanical properties of geofoam blocks, which mimicked the long-term field behavior, as a function of geofoam density were proposed for future numerical modeling efforts.
{"title":"Construction of Geofoam Block Embankments atop Existing Infrastructure in Transportation Projects","authors":"A. T. Özer, E. Akınay","doi":"10.1680/jgein.22.00284","DOIUrl":"https://doi.org/10.1680/jgein.22.00284","url":null,"abstract":"Expanded polystyrene (EPS) block (geofoam block) is a mature geotechnology for constructing highway embankments. In addition to preventing bearing capacity and settlement related stability problems for the embankments constructed on soft soil sites, geofoam blocks are also used to construct embankments atop existing infrastructure. Selecting geofoam technology for these applications not only prevents the possible structural problems due to the lightweight nature of geofoam blocks but also eliminates costly remediation alternatives. The details of three well-documented and monitored different geofoam embankments constructed atop different existing infrastructures (buried pipeline, buried culvert and pile cap of drilled shafts for a deep excavation) are presented. The backgrounds of these projects, design considerations, construction and instrumentation details are discussed. The monitoring results were presented, and long-term performance predictions were evaluated. Numerical modelling effort was utilized to model the both short- and long-term behavior of geofoam embankments. Time-dependent behavior of the embankments under service loads were compared with numerical simulations. Constitutive modelling and related mechanical properties of geofoam blocks, which mimicked the long-term field behavior, as a function of geofoam density were proposed for future numerical modeling efforts.","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":" ","pages":""},"PeriodicalIF":4.5,"publicationDate":"2022-08-31","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"48887848","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}
B. Wittekoek, S. V. van Eekelen, J. Terwindt, M. Korff, P. G. Van Duijnen, O. Detert, A. Bezuijen
The use of geogrids to anchor Sheet Pile Walls (SPW) is relatively new. A series of small-scale tests was performed to investigate the behaviour of geogrid-anchored SPWs subjected to strip footing surcharge loading. Particle Image Velocimetry (PIV) techniques were used to measure soil displacement and analyse the global failure mechanism and dominant soil-geogrid interaction mechanisms. One of the tests was duplicated in a test box that was eight times as wide, showing that the influence of the small width of the test box was acceptably small. A 2D finite element model (PLAXIS) was used to simulate the tests and there was a reasonable match with the test results. The position of the strip footing load, and the length and number of the geogrid anchors, proved to be key factors in determining the bearing capacity. The results provide new insights into the stabilising effect and the effective length of the geogrid anchors, in other words the length along which geogrid-soil friction is mobilised. Contrary to the Dutch design guidelines for reinforced soil walls and conventionally anchored sheet pile walls, the results showed that the geogrid provides resistance in the active zone under the strip footing surcharge loading.
{"title":"Geogrid-anchored sheet pile walls; a small-scale experimental and numerical study","authors":"B. Wittekoek, S. V. van Eekelen, J. Terwindt, M. Korff, P. G. Van Duijnen, O. Detert, A. Bezuijen","doi":"10.1680/jgein.22.00501","DOIUrl":"https://doi.org/10.1680/jgein.22.00501","url":null,"abstract":"The use of geogrids to anchor Sheet Pile Walls (SPW) is relatively new. A series of small-scale tests was performed to investigate the behaviour of geogrid-anchored SPWs subjected to strip footing surcharge loading. Particle Image Velocimetry (PIV) techniques were used to measure soil displacement and analyse the global failure mechanism and dominant soil-geogrid interaction mechanisms. One of the tests was duplicated in a test box that was eight times as wide, showing that the influence of the small width of the test box was acceptably small. A 2D finite element model (PLAXIS) was used to simulate the tests and there was a reasonable match with the test results. The position of the strip footing load, and the length and number of the geogrid anchors, proved to be key factors in determining the bearing capacity. The results provide new insights into the stabilising effect and the effective length of the geogrid anchors, in other words the length along which geogrid-soil friction is mobilised. Contrary to the Dutch design guidelines for reinforced soil walls and conventionally anchored sheet pile walls, the results showed that the geogrid provides resistance in the active zone under the strip footing surcharge loading.","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":" ","pages":""},"PeriodicalIF":4.5,"publicationDate":"2022-08-31","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"46708706","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 hydration behavior of a GCL with polymerized bentonite (PB-GCL) was investigated by laboratory column tests in terms of hydration gravimetric water content (w); apparent degree of saturation (Sr*); and air permeability (kair), and compared with those of a GCL with natural bentonite as the core (NB-GCL). In cases of deionized water (DI water) and 0.1 M NaCl solution as pore water of the subsoil, the PB-GCL had higher final w values than the NB-GCL, but the values of Sr* is similar. The values of kair of the PB-GCL are approximately four orders lower than that of the NB-GCL. In addition, kair of the PB-GCL at Sr*= 40% is comparable with that of the NB-GCL at Sr*= 70%. In the case of the subsoil with 0.6 M NaCl solution, the final value of kair of the PB-GCL is about half of the NB-GCL. These results indicate that cation concentrations in a subsoil has a considerable influence on the hydration behavior of a GCL. It is suggested that the PB-GCL has a better hydration performance than the NB-GCL.
{"title":"Hydration behavior of geosynthetic clay liner with polymerized bentonite","authors":"X. Zhu, J. Chai","doi":"10.1680/jgein.22.00270","DOIUrl":"https://doi.org/10.1680/jgein.22.00270","url":null,"abstract":"The hydration behavior of a GCL with polymerized bentonite (PB-GCL) was investigated by laboratory column tests in terms of hydration gravimetric water content (w); apparent degree of saturation (Sr*); and air permeability (kair), and compared with those of a GCL with natural bentonite as the core (NB-GCL). In cases of deionized water (DI water) and 0.1 M NaCl solution as pore water of the subsoil, the PB-GCL had higher final w values than the NB-GCL, but the values of Sr* is similar. The values of kair of the PB-GCL are approximately four orders lower than that of the NB-GCL. In addition, kair of the PB-GCL at Sr*= 40% is comparable with that of the NB-GCL at Sr*= 70%. In the case of the subsoil with 0.6 M NaCl solution, the final value of kair of the PB-GCL is about half of the NB-GCL. These results indicate that cation concentrations in a subsoil has a considerable influence on the hydration behavior of a GCL. It is suggested that the PB-GCL has a better hydration performance than the NB-GCL.","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":" ","pages":""},"PeriodicalIF":4.5,"publicationDate":"2022-08-09","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"46518977","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}
An explosion on the ground surface can cause considerable damage to underground structures. In this study, a series of experimental and numerical investigations were conducted to examine the performance and reinforcing mechanism of reinforced soil subjected to blast loads. An excavated pit backfilled with sand only (unreinforced soil) and sand reinforced with three layers of geotextiles (reinforced soil) were used as test models in a field explosion test. In the field explosion test, blast pressures in air and soil, ground deformation, and mobilized reinforcement tensile strain were measured. The test results obtained for the reinforced and unreinforced soil were compared to evaluate the effectiveness of using soil reinforcement as a protective barrier against blast loads. The test results indicated that peak blast pressure in the reinforced soil was only 10%-28% of those in the unreinforced soil. Two reinforcing mechanisms were identified in this study: the tensioned membrane effect and lateral restraint effect. Moreover, a series of numerical analyses were performed to evaluate the effects of reinforcement parameters on the blast pressure. This study provides useful insights for the application and design of soil reinforcement as an alternative antiexplosion measure to protect underground structures against surface explosions.
{"title":"Investigation of the blast-resistance performance of geotextile-reinforced soil","authors":"S. Tseng, K. Yang, Ying-Kuan Tsai, F. Teng","doi":"10.1680/jgein.22.00269","DOIUrl":"https://doi.org/10.1680/jgein.22.00269","url":null,"abstract":"An explosion on the ground surface can cause considerable damage to underground structures. In this study, a series of experimental and numerical investigations were conducted to examine the performance and reinforcing mechanism of reinforced soil subjected to blast loads. An excavated pit backfilled with sand only (unreinforced soil) and sand reinforced with three layers of geotextiles (reinforced soil) were used as test models in a field explosion test. In the field explosion test, blast pressures in air and soil, ground deformation, and mobilized reinforcement tensile strain were measured. The test results obtained for the reinforced and unreinforced soil were compared to evaluate the effectiveness of using soil reinforcement as a protective barrier against blast loads. The test results indicated that peak blast pressure in the reinforced soil was only 10%-28% of those in the unreinforced soil. Two reinforcing mechanisms were identified in this study: the tensioned membrane effect and lateral restraint effect. Moreover, a series of numerical analyses were performed to evaluate the effects of reinforcement parameters on the blast pressure. This study provides useful insights for the application and design of soil reinforcement as an alternative antiexplosion measure to protect underground structures against surface explosions.","PeriodicalId":12616,"journal":{"name":"Geosynthetics International","volume":" ","pages":""},"PeriodicalIF":4.5,"publicationDate":"2022-08-09","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"48462032","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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