Thet Htet Ye Htun, Parnthep Julnipitawong, Weeraya Chimoye, Somnuk Tangtermsirikul
This study evaluates the potential use of bottom ash (BA) in the subbase layer of pavements. Lateritic soil, a conventional subbase soil, was mixed with 0–60% of BA, and their properties were studied. The lateritic soil was sieved into grade B and grade D soils. Each grade of soil is mixed with BA at varying content and their bearing capacity and permeability properties were tested. The California bearing ratio (CBR) samples were compacted at optimum water content (OWC) and OWC + 2%. At OWC, both grades of soil showed a high CBR when 30–60% BA was mixed. However, when the samples were compacted at OWC + 2%, CBR values reduced drastically and only a few mixtures passed the minimum CBR requirement for subbases by the Department of Highway, Thailand. To explain the mechanism behind the CBR trends, the gradation of the mixtures before and after CBR was checked and interaction compaction effects were observed. This phenomenon was further proved by the results of permeability.
{"title":"Investigation of bottom ash as a partial replacement to conventional subbase soils","authors":"Thet Htet Ye Htun, Parnthep Julnipitawong, Weeraya Chimoye, Somnuk Tangtermsirikul","doi":"10.1680/jgrim.21.00038","DOIUrl":"https://doi.org/10.1680/jgrim.21.00038","url":null,"abstract":"This study evaluates the potential use of bottom ash (BA) in the subbase layer of pavements. Lateritic soil, a conventional subbase soil, was mixed with 0–60% of BA, and their properties were studied. The lateritic soil was sieved into grade B and grade D soils. Each grade of soil is mixed with BA at varying content and their bearing capacity and permeability properties were tested. The California bearing ratio (CBR) samples were compacted at optimum water content (OWC) and OWC + 2%. At OWC, both grades of soil showed a high CBR when 30–60% BA was mixed. However, when the samples were compacted at OWC + 2%, CBR values reduced drastically and only a few mixtures passed the minimum CBR requirement for subbases by the Department of Highway, Thailand. To explain the mechanism behind the CBR trends, the gradation of the mixtures before and after CBR was checked and interaction compaction effects were observed. This phenomenon was further proved by the results of permeability.","PeriodicalId":51705,"journal":{"name":"Proceedings of the Institution of Civil Engineers-Ground Improvement","volume":"5 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2023-09-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"135685702","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Soil–alkali-interaction results in unexpected heaving and other negative effects of soil properties, which can lead to complete failure of structures. An investigation was carried out on the impact of highly concentrated sodium hydroxide alkali on the heaving behaviour of low-plasticity clay. The effect of ground-granulated blast-furnace slag as a stabiliser for alkali-interacted soil was also investigated. The interaction of alkali with the soil showed heaving up to 5.25% after 30 days, while a slag content of 20% showed maximum suppression of heave. The alkali-interacted soil stabilised with slag was also compared with un-interacted soil mixed with slag. There was a marginal increase in friction angle with an increase in curing period, and a significant increase in cohesion for both. A substantial improvement in unconfined compressive strength was also evident with increased slag content and curing period. The results were supported by microstructural examinations. The application of slag as a liquid-based stabiliser for alkali-interacted soil was also conducted using electrokinetics. Statistical analysis indicated that the curing period was a dominant parameter in affecting the compressive strength of un-interacted soil while, for alkali-interacted soil, slag content was more dominant.
{"title":"Assessment of alkali-induced heave in soil and its stabilisation using slag","authors":"Manish Kumar Mandal, Bala Ramudu Paramkusam","doi":"10.1680/jgrim.21.00019","DOIUrl":"https://doi.org/10.1680/jgrim.21.00019","url":null,"abstract":"Soil–alkali-interaction results in unexpected heaving and other negative effects of soil properties, which can lead to complete failure of structures. An investigation was carried out on the impact of highly concentrated sodium hydroxide alkali on the heaving behaviour of low-plasticity clay. The effect of ground-granulated blast-furnace slag as a stabiliser for alkali-interacted soil was also investigated. The interaction of alkali with the soil showed heaving up to 5.25% after 30 days, while a slag content of 20% showed maximum suppression of heave. The alkali-interacted soil stabilised with slag was also compared with un-interacted soil mixed with slag. There was a marginal increase in friction angle with an increase in curing period, and a significant increase in cohesion for both. A substantial improvement in unconfined compressive strength was also evident with increased slag content and curing period. The results were supported by microstructural examinations. The application of slag as a liquid-based stabiliser for alkali-interacted soil was also conducted using electrokinetics. Statistical analysis indicated that the curing period was a dominant parameter in affecting the compressive strength of un-interacted soil while, for alkali-interacted soil, slag content was more dominant.","PeriodicalId":51705,"journal":{"name":"Proceedings of the Institution of Civil Engineers-Ground Improvement","volume":"10 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2023-09-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"135685700","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
The marine clays possess poor engineering properties and need to be improved prior to any construction activities on them. Lime stabilization is a widely adopted method of chemical stabilization for such types of soils. This paper evaluates the effect of surcharge loads during curing of lime stabilization of Cochin marine clays. In the case of lime-stabilized soil cured under surcharge loads, it is necessary to consider two processes, i.e. cementation and consolidation, along which the structures of stabilized soils evolve. These two processes are interrelated and cannot be considered separately, especially in the early stages of curing when significant structural changes occur. This study investigated the strength and deformation characteristics of lime stabilized Cochin marine clay subjected to surcharge loading during curing. The marine clay with 6% lime was subjected to surcharge loads of 20kPa, 40kPa, and 60kPa for different curing periods up to 180 days. The effect of surcharge loading on shear strength and compressibility characteristics were evaluated at different curing periods.
{"title":"Effect of surcharge loads during curing of lime stabilised Cochin marine clay","authors":"Rija Johny, B. M. Abraham, A. Sridharan","doi":"10.1680/jgrim.22.00051","DOIUrl":"https://doi.org/10.1680/jgrim.22.00051","url":null,"abstract":"The marine clays possess poor engineering properties and need to be improved prior to any construction activities on them. Lime stabilization is a widely adopted method of chemical stabilization for such types of soils. This paper evaluates the effect of surcharge loads during curing of lime stabilization of Cochin marine clays. In the case of lime-stabilized soil cured under surcharge loads, it is necessary to consider two processes, i.e. cementation and consolidation, along which the structures of stabilized soils evolve. These two processes are interrelated and cannot be considered separately, especially in the early stages of curing when significant structural changes occur. This study investigated the strength and deformation characteristics of lime stabilized Cochin marine clay subjected to surcharge loading during curing. The marine clay with 6% lime was subjected to surcharge loads of 20kPa, 40kPa, and 60kPa for different curing periods up to 180 days. The effect of surcharge loading on shear strength and compressibility characteristics were evaluated at different curing periods.","PeriodicalId":51705,"journal":{"name":"Proceedings of the Institution of Civil Engineers-Ground Improvement","volume":"42 1","pages":""},"PeriodicalIF":1.2,"publicationDate":"2023-08-23","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"84866949","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Vertical drains installed in soft clay deposits enhance the rate of consolidation in preloading projects. Using a mandrel to install the prefabricated vertical drains (PVD), its insertion and withdrawal will result in the remoulding of the soil zone surrounding it, called the smear zone. The extent of the smear zone is an important parameter that characterizes the smearing effect. This paper describes this effect in terms of smear ratio (i.e., the ratio of the diameter of smear zone ds to the diameter of drain, dw) on the consolidation characteristics of soil with radial drainage. A series of radial consolidation tests with a predetermined smear zone in a model unit cell was conducted by varying the diameter of the smear zone. The experimental results show that beyond a smear ratio of 4, the soil behaves as if it is in a fully remoulded condition. The results were compared with some of the theoretical approaches reported in the literature. The analytical solution that predicts the time-settlement curve in a better way is identified. Also, it is observed that the gain in undrained shear strength due to the consolidation of soft clay decreases with the increase in the diameter of the smear.
{"title":"Effect of smear zone on the consolidation and strength characteristics of soil under radial drainage","authors":"R. Aparna, R. Robinson, S. R. Gandhi","doi":"10.1680/jgrim.21.00040","DOIUrl":"https://doi.org/10.1680/jgrim.21.00040","url":null,"abstract":"Vertical drains installed in soft clay deposits enhance the rate of consolidation in preloading projects. Using a mandrel to install the prefabricated vertical drains (PVD), its insertion and withdrawal will result in the remoulding of the soil zone surrounding it, called the smear zone. The extent of the smear zone is an important parameter that characterizes the smearing effect. This paper describes this effect in terms of smear ratio (i.e., the ratio of the diameter of smear zone ds to the diameter of drain, dw) on the consolidation characteristics of soil with radial drainage. A series of radial consolidation tests with a predetermined smear zone in a model unit cell was conducted by varying the diameter of the smear zone. The experimental results show that beyond a smear ratio of 4, the soil behaves as if it is in a fully remoulded condition. The results were compared with some of the theoretical approaches reported in the literature. The analytical solution that predicts the time-settlement curve in a better way is identified. Also, it is observed that the gain in undrained shear strength due to the consolidation of soft clay decreases with the increase in the diameter of the smear.","PeriodicalId":51705,"journal":{"name":"Proceedings of the Institution of Civil Engineers-Ground Improvement","volume":"3 1","pages":""},"PeriodicalIF":1.2,"publicationDate":"2023-08-18","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"83407261","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
The instability of earth structures resting on granular materials, such as embankments and tailing dams, is caused by the infiltration of water which can lead to their failure. This paper presents the potential use of tyre crumbs for controlling the stability of structures made of sand. Constant shear drained experiments were carried out on mixtures of sand and tyre crumbs to understand the onset of instability. Conventional drained shear tests were carried out on all samples up to a deviator stress of 200 kPa. Tests were then carried out on the sheared samples by reducing the confining pressure until the onset of instability. This was determined by a drop in stress, by second-order work and by the strain ratio approach. The value of mean effective stress at instability was found to decrease with the addition of tyre crumbs to the mix of up to 20% and then increase with further addition of tyre crumbs. The strain ratio approach was found to predict the onset of instability easily and efficiently, similar to the second-order work method.
{"title":"Effect of tyre crumbs on the stability of sand under constant shear drained stress","authors":"Shabir Ahmed, J. Vinod, M. Sheikh","doi":"10.1680/jgrim.22.00085","DOIUrl":"https://doi.org/10.1680/jgrim.22.00085","url":null,"abstract":"The instability of earth structures resting on granular materials, such as embankments and tailing dams, is caused by the infiltration of water which can lead to their failure. This paper presents the potential use of tyre crumbs for controlling the stability of structures made of sand. Constant shear drained experiments were carried out on mixtures of sand and tyre crumbs to understand the onset of instability. Conventional drained shear tests were carried out on all samples up to a deviator stress of 200 kPa. Tests were then carried out on the sheared samples by reducing the confining pressure until the onset of instability. This was determined by a drop in stress, by second-order work and by the strain ratio approach. The value of mean effective stress at instability was found to decrease with the addition of tyre crumbs to the mix of up to 20% and then increase with further addition of tyre crumbs. The strain ratio approach was found to predict the onset of instability easily and efficiently, similar to the second-order work method.","PeriodicalId":51705,"journal":{"name":"Proceedings of the Institution of Civil Engineers-Ground Improvement","volume":"229 1","pages":""},"PeriodicalIF":1.2,"publicationDate":"2023-05-10","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"76102367","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Vertical drains are used widely to accelerate the consolidation of soft clay deposits when preloading is used as a ground improvement technique. One of the essential input parameters required in Barron's theory is the coefficient of horizontal consolidation, ch. The values of ch can be determined by the radial consolidation test, using either a central sand drain or a porous plastic peripheral drain. This paper presents the laboratory tests carried out to understand the reason for the difference in values of ch determined from inward and outward radial flow consolidations tests. A 150 mm diameter instrumented consolidation cell was used to perform the inward or outward radial consolidation tests. The total stress measurements during consolidation showed non-uniform stress distribution in clay with higher effective stress values close to the drainage boundary. This stiffening of the clay close to the drain retards the consolidation rate resulting in reduced values of ch. As a result, the ch values determined by radially outward consolidation tests with larger drainage boundary area are lower to those obtained by the inward radial flow test. The pore water pressure measurements showed significantly higher undissipated pore water pressure away from the drainage boundary for the outward flow test.
{"title":"Influence of type of drainage boundary on coefficient of horizontal consolidation","authors":"G. Sridhar, R. Robinson, K. Rajagopal","doi":"10.1680/jgrim.22.00055","DOIUrl":"https://doi.org/10.1680/jgrim.22.00055","url":null,"abstract":"Vertical drains are used widely to accelerate the consolidation of soft clay deposits when preloading is used as a ground improvement technique. One of the essential input parameters required in Barron's theory is the coefficient of horizontal consolidation, ch. The values of ch can be determined by the radial consolidation test, using either a central sand drain or a porous plastic peripheral drain. This paper presents the laboratory tests carried out to understand the reason for the difference in values of ch determined from inward and outward radial flow consolidations tests. A 150 mm diameter instrumented consolidation cell was used to perform the inward or outward radial consolidation tests. The total stress measurements during consolidation showed non-uniform stress distribution in clay with higher effective stress values close to the drainage boundary. This stiffening of the clay close to the drain retards the consolidation rate resulting in reduced values of ch. As a result, the ch values determined by radially outward consolidation tests with larger drainage boundary area are lower to those obtained by the inward radial flow test. The pore water pressure measurements showed significantly higher undissipated pore water pressure away from the drainage boundary for the outward flow test.","PeriodicalId":51705,"journal":{"name":"Proceedings of the Institution of Civil Engineers-Ground Improvement","volume":"11 1","pages":""},"PeriodicalIF":1.2,"publicationDate":"2023-04-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"88923020","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
K. Boschi, D. Grassi, R. Castellanza, C. G. di Prisco
Permeation grouting, i.e. injections at low pressure values of either microfine cements or chemical products, is frequently adopted to increase the mechanical/hydraulic properties of soils and standard design approaches are currently either empirical or based on simplified analytical solutions. In this paper, some fundamental hypotheses of these analytical solutions are discussed by performing a campaign of finite element numerical analyses, in which the injection phase in a water saturated soil is analysed, a Newtonian rheology for the grout is implemented and the hypothesis of immiscibility for the two liquids is assumed. The injection source geometry effect is discussed, as well as the role of gravity and capillarity. The authors analyse the conditions, in terms of injection flow rate, grout viscosity, soil intrinsic permeability and retention curve, under which the analytical solutions provide reliable results. The numerical results have been compared with the simplified analytical solution herein derived for a 1D spherical geometry, in terms of the “characteristic curves” for the system: the relationship between injection pressure/grout front advancement and injection time.
{"title":"Permeation grouting in soils: numerical discussion of the reliability of a simplifying analytical approach","authors":"K. Boschi, D. Grassi, R. Castellanza, C. G. di Prisco","doi":"10.1680/jgrim.22.00019","DOIUrl":"https://doi.org/10.1680/jgrim.22.00019","url":null,"abstract":"Permeation grouting, i.e. injections at low pressure values of either microfine cements or chemical products, is frequently adopted to increase the mechanical/hydraulic properties of soils and standard design approaches are currently either empirical or based on simplified analytical solutions. In this paper, some fundamental hypotheses of these analytical solutions are discussed by performing a campaign of finite element numerical analyses, in which the injection phase in a water saturated soil is analysed, a Newtonian rheology for the grout is implemented and the hypothesis of immiscibility for the two liquids is assumed. The injection source geometry effect is discussed, as well as the role of gravity and capillarity. The authors analyse the conditions, in terms of injection flow rate, grout viscosity, soil intrinsic permeability and retention curve, under which the analytical solutions provide reliable results. The numerical results have been compared with the simplified analytical solution herein derived for a 1D spherical geometry, in terms of the “characteristic curves” for the system: the relationship between injection pressure/grout front advancement and injection time.","PeriodicalId":51705,"journal":{"name":"Proceedings of the Institution of Civil Engineers-Ground Improvement","volume":"284 1","pages":""},"PeriodicalIF":1.2,"publicationDate":"2023-04-03","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"76841528","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Sidhu Ramulu Duddu, Vamsi Kommanamanchi, Hariprasad Chennarapu, U. Balunaini
Geogrid-stabilised soil has been widely adopted to enhance performance in transportation and infrastructure sectors. In a study, the performance of unstabilised and triaxial-geogrid-stabilised sandy soils in terms of dynamic deformation modulus and elastic modulus was measured using lightweight deflectometer test and plate load tests respectively. The objective of the study was to evaluate: (a) determination of dynamic deformation modulus of sandy soils with different relative compactions from deflectometer testing and compare with the elastic modulus of sandy soils from plate load tests for a given relative compaction of 97%; (b) determination of modulus improvement factors of triaxial-geogrid-stabilised sandy soils through extensive laboratory testing; and (c) demonstration of compaction quality control of well-graded gravel using deflectometer testing through a field study. The triaxial-geogrid-stabilised sandy soil layer showed modulus improvement factors of 1.51 and 1.37 obtained from deflectometer and plate tests corresponding to an embedded depth of 50 mm respectively. The percentage differences in these values are in the range of 4% to 9% for all the embedded depths. Hence a lightweight deflectometer can be used instead of a plate load test as a quick and low-cost alternative for determining the modulus improvement factor of geogrid-stabilised sand soil, both in the laboratory and in the field.
{"title":"Evaluating improved moduli of geogrid-stabilised sandy soil with a deflectometer","authors":"Sidhu Ramulu Duddu, Vamsi Kommanamanchi, Hariprasad Chennarapu, U. Balunaini","doi":"10.1680/jgrim.22.00075","DOIUrl":"https://doi.org/10.1680/jgrim.22.00075","url":null,"abstract":"Geogrid-stabilised soil has been widely adopted to enhance performance in transportation and infrastructure sectors. In a study, the performance of unstabilised and triaxial-geogrid-stabilised sandy soils in terms of dynamic deformation modulus and elastic modulus was measured using lightweight deflectometer test and plate load tests respectively. The objective of the study was to evaluate: (a) determination of dynamic deformation modulus of sandy soils with different relative compactions from deflectometer testing and compare with the elastic modulus of sandy soils from plate load tests for a given relative compaction of 97%; (b) determination of modulus improvement factors of triaxial-geogrid-stabilised sandy soils through extensive laboratory testing; and (c) demonstration of compaction quality control of well-graded gravel using deflectometer testing through a field study. The triaxial-geogrid-stabilised sandy soil layer showed modulus improvement factors of 1.51 and 1.37 obtained from deflectometer and plate tests corresponding to an embedded depth of 50 mm respectively. The percentage differences in these values are in the range of 4% to 9% for all the embedded depths. Hence a lightweight deflectometer can be used instead of a plate load test as a quick and low-cost alternative for determining the modulus improvement factor of geogrid-stabilised sand soil, both in the laboratory and in the field.","PeriodicalId":51705,"journal":{"name":"Proceedings of the Institution of Civil Engineers-Ground Improvement","volume":"14 1","pages":""},"PeriodicalIF":1.2,"publicationDate":"2023-03-30","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"75014736","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Chemical grouting is a technique where solution-based binders are used to improve both mechanical and hydraulic properties of the soils or rocks. The following research shows an extensive laboratory program where a polyurethane and an acrylate were grouted in a tertiary sand under different water contents, relative density, with different gelling time and different grouting conditions. Unconfined compressive strength (UCS), splitting tests, triaxial tests and creep tests on the grouted materials were performed. A statistical interpretation considering the Kernel probability density function was performed in order to understand the interdependency of the changing parameters. In general polyurethane-consolidated samples provide higher mechanical properties with respect to acrylates, however the effects and the dependency to the geotechnical base parameters are different.
{"title":"Mechanical behavior of grouted sands with acrylates and polyurethane resins","authors":"G. Spagnoli, S. Collico, Götz Tintelnot","doi":"10.1680/jgrim.23.00005","DOIUrl":"https://doi.org/10.1680/jgrim.23.00005","url":null,"abstract":"Chemical grouting is a technique where solution-based binders are used to improve both mechanical and hydraulic properties of the soils or rocks. The following research shows an extensive laboratory program where a polyurethane and an acrylate were grouted in a tertiary sand under different water contents, relative density, with different gelling time and different grouting conditions. Unconfined compressive strength (UCS), splitting tests, triaxial tests and creep tests on the grouted materials were performed. A statistical interpretation considering the Kernel probability density function was performed in order to understand the interdependency of the changing parameters. In general polyurethane-consolidated samples provide higher mechanical properties with respect to acrylates, however the effects and the dependency to the geotechnical base parameters are different.","PeriodicalId":51705,"journal":{"name":"Proceedings of the Institution of Civil Engineers-Ground Improvement","volume":"42 1","pages":""},"PeriodicalIF":1.2,"publicationDate":"2023-03-30","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"73889433","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2023-03-01DOI: 10.1680/jgrim.2023.176.1.66
{"title":"Award-winning paper in 2021","authors":"","doi":"10.1680/jgrim.2023.176.1.66","DOIUrl":"https://doi.org/10.1680/jgrim.2023.176.1.66","url":null,"abstract":"","PeriodicalId":51705,"journal":{"name":"Proceedings of the Institution of Civil Engineers-Ground Improvement","volume":"180 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2023-03-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"136173713","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
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