{"title":"Obituary: Professor Bengt B. Broms President of ISSMFE (1984-1989)","authors":"K. Massarsch, B. Fellenius, Robert D. Holtz","doi":"10.1680/jgeen.24.00230","DOIUrl":"https://doi.org/10.1680/jgeen.24.00230","url":null,"abstract":"","PeriodicalId":509438,"journal":{"name":"Proceedings of the Institution of Civil Engineers - Geotechnical Engineering","volume":"65 1","pages":""},"PeriodicalIF":0.0,"publicationDate":"2024-02-05","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"139863146","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}
{"title":"Obituary: Professor Bengt B. Broms President of ISSMFE (1984-1989)","authors":"K. Massarsch, B. Fellenius, Robert D. Holtz","doi":"10.1680/jgeen.24.00230","DOIUrl":"https://doi.org/10.1680/jgeen.24.00230","url":null,"abstract":"","PeriodicalId":509438,"journal":{"name":"Proceedings of the Institution of Civil Engineers - Geotechnical Engineering","volume":"26 42","pages":""},"PeriodicalIF":0.0,"publicationDate":"2024-02-05","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"139803238","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 : 2024-02-01DOI: 10.1680/jgeen.2024.177.1.106
{"title":"Geotechnical Engineering: Referees 2023","authors":"","doi":"10.1680/jgeen.2024.177.1.106","DOIUrl":"https://doi.org/10.1680/jgeen.2024.177.1.106","url":null,"abstract":"","PeriodicalId":509438,"journal":{"name":"Proceedings of the Institution of Civil Engineers - Geotechnical Engineering","volume":"205 ","pages":""},"PeriodicalIF":0.0,"publicationDate":"2024-02-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"140469819","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}
Impact driven pipe piles are commonly used in offshore structures but vibratory driving is becoming more popular due to advantages regarding noise emissions, material fatigue and installation time. In offshore practice, crane-guided vibratory driving is used for maximum control over the installation process. Regarding the load-bearing behaviour of piles, the influence of the installation method is currently subject to research. To contribute to this question, comparative scale model investigations were carried out with impact driven, jacked, and vibratory driven piles in dense sand. The tests focussed on variations of vibratory installation parameters, including ‘crane-guided’ and ‘free’ vibratory driving. Based on measurements at the pile and in the soil, the influence of dynamic pile motions on the soil stress development could be analysed. The well-known increase of radial effective soil stresses due to impact driving could be reproduced. The tests showed that the same effects could be evoked by ‘free’ vibratory driving if certain vibration parameters were met. Increased soil stresses may be beneficial for the lateral or axial pile behaviour, but on the other hand cause problems regarding drivability. A sequential application of ‘crane-guided’ and ‘free’ vibratory driving may optimise both the installation process and the bearing behaviour.
{"title":"Stress effects due to different installation methods for pipe piles in sand","authors":"Philipp Stein","doi":"10.1680/jgeen.23.00105","DOIUrl":"https://doi.org/10.1680/jgeen.23.00105","url":null,"abstract":"Impact driven pipe piles are commonly used in offshore structures but vibratory driving is becoming more popular due to advantages regarding noise emissions, material fatigue and installation time. In offshore practice, crane-guided vibratory driving is used for maximum control over the installation process. Regarding the load-bearing behaviour of piles, the influence of the installation method is currently subject to research. To contribute to this question, comparative scale model investigations were carried out with impact driven, jacked, and vibratory driven piles in dense sand. The tests focussed on variations of vibratory installation parameters, including ‘crane-guided’ and ‘free’ vibratory driving. Based on measurements at the pile and in the soil, the influence of dynamic pile motions on the soil stress development could be analysed. The well-known increase of radial effective soil stresses due to impact driving could be reproduced. The tests showed that the same effects could be evoked by ‘free’ vibratory driving if certain vibration parameters were met. Increased soil stresses may be beneficial for the lateral or axial pile behaviour, but on the other hand cause problems regarding drivability. A sequential application of ‘crane-guided’ and ‘free’ vibratory driving may optimise both the installation process and the bearing behaviour.","PeriodicalId":509438,"journal":{"name":"Proceedings of the Institution of Civil Engineers - Geotechnical Engineering","volume":"42 17","pages":""},"PeriodicalIF":0.0,"publicationDate":"2024-01-05","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"139382489","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}
With the development of urban underground space, green and efficient excavation supporting structures are receiving increasing attention. Thus, prefabricated recyclable supporting structures (PRSSs) have been developed. A deep circular excavation supported by PRSSs in low plasticity clay (CL) was extensively instrumented to explore its deformation characteristics. The measurement results show that the lateral displacement of supporting piles (δhp) presented a typical cumulative pattern dominated by deep inward movement. The maximum lateral displacements of supporting piles (δhpm) varied between 0.28%H∼0.52%H (H is the excavation depth). The maximum lateral pile displacements mostly occurred above the excavation surface, ranging from H+0.5 to H−7.0. The soils 3 and 10 m from the excavation had the largest lateral displacement at the top and a cantilever shape. The ground surface settlements tended to follow a convex pattern. The maximum ground surface settlements (δvm) were normalized using final excavation depth (He) on the east and south sides, i.e., 0.43% and 0.50%, respectively. The ratio of δvm to δhpm tends to increase as the excavation and dewatering proceeds and varies between 0.49 to 1.15. The ground surface settlement due to dewatering was 19% of the maximum settlement.
{"title":"Deformation characteristics of excavation supported by prefabricated recyclable structures","authors":"Fuming Wang, Lichao Chen, Yanhui Pan, Chengchao Guo, Chao Guo, Lisha Yue, Xuanxuan Chu","doi":"10.1680/jgeen.22.00232","DOIUrl":"https://doi.org/10.1680/jgeen.22.00232","url":null,"abstract":"With the development of urban underground space, green and efficient excavation supporting structures are receiving increasing attention. Thus, prefabricated recyclable supporting structures (PRSSs) have been developed. A deep circular excavation supported by PRSSs in low plasticity clay (CL) was extensively instrumented to explore its deformation characteristics. The measurement results show that the lateral displacement of supporting piles (δhp) presented a typical cumulative pattern dominated by deep inward movement. The maximum lateral displacements of supporting piles (δhpm) varied between 0.28%H∼0.52%H (H is the excavation depth). The maximum lateral pile displacements mostly occurred above the excavation surface, ranging from H+0.5 to H−7.0. The soils 3 and 10 m from the excavation had the largest lateral displacement at the top and a cantilever shape. The ground surface settlements tended to follow a convex pattern. The maximum ground surface settlements (δvm) were normalized using final excavation depth (He) on the east and south sides, i.e., 0.43% and 0.50%, respectively. The ratio of δvm to δhpm tends to increase as the excavation and dewatering proceeds and varies between 0.49 to 1.15. The ground surface settlement due to dewatering was 19% of the maximum settlement.","PeriodicalId":509438,"journal":{"name":"Proceedings of the Institution of Civil Engineers - Geotechnical Engineering","volume":"56 5","pages":""},"PeriodicalIF":0.0,"publicationDate":"2024-01-05","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"139381746","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}
Guangzhe Zhang, Fenglei Du, Xiaohui Cheng, Xiangyu Li, Anqi Mao, Benyi Cao
In this paper, four individual full-scale tests were carried out to study the mechanical response of a cast-in-place energy pile beneath a liquefied natural gas (LNG) tank subjected to separated and coupled thermo-mechanical loads. The results show that the temperature profiles displayed a comparable trend in response to pile heating, cooling and recovery. Specifically, the temperature at the mid-depth of the pile fluctuated rapidly, while the changes at both ends were relatively slower. During the thermal stages, when the pile had the flexibility to expand or contract, the observed strain at the pile head significantly deviated from the free thermal strain. In contrast, the strain at the pile toe was relatively aligned with the free thermal strain. The thermally induced stress obtained at the end of the coupled loading-cooling stage was found to exceed the tensile strength of the C40 reinforced concrete. However, under the actual testing conditions, both the settlement and the bearing capacity of the pile remained well within the required values, ensuring the structure of the LNG tank will not be damaged. Highlights • Four individual tests of an energy pile beneath a liquefied natural gas tank were designed. • Heat transfer and temperature distribution were analyzed. • Temperature-related strains and thermally induced stress were determined. • Settlement and bearing capacity of energy pile were estimated.
{"title":"Mechanical response of an energy pile beneath a liquefied natural gas tank subjected to separated and coupled thermo-mechanical loads: full-scale tests","authors":"Guangzhe Zhang, Fenglei Du, Xiaohui Cheng, Xiangyu Li, Anqi Mao, Benyi Cao","doi":"10.1680/jgeen.22.00206","DOIUrl":"https://doi.org/10.1680/jgeen.22.00206","url":null,"abstract":"In this paper, four individual full-scale tests were carried out to study the mechanical response of a cast-in-place energy pile beneath a liquefied natural gas (LNG) tank subjected to separated and coupled thermo-mechanical loads. The results show that the temperature profiles displayed a comparable trend in response to pile heating, cooling and recovery. Specifically, the temperature at the mid-depth of the pile fluctuated rapidly, while the changes at both ends were relatively slower. During the thermal stages, when the pile had the flexibility to expand or contract, the observed strain at the pile head significantly deviated from the free thermal strain. In contrast, the strain at the pile toe was relatively aligned with the free thermal strain. The thermally induced stress obtained at the end of the coupled loading-cooling stage was found to exceed the tensile strength of the C40 reinforced concrete. However, under the actual testing conditions, both the settlement and the bearing capacity of the pile remained well within the required values, ensuring the structure of the LNG tank will not be damaged. Highlights • Four individual tests of an energy pile beneath a liquefied natural gas tank were designed. • Heat transfer and temperature distribution were analyzed. • Temperature-related strains and thermally induced stress were determined. • Settlement and bearing capacity of energy pile were estimated.","PeriodicalId":509438,"journal":{"name":"Proceedings of the Institution of Civil Engineers - Geotechnical Engineering","volume":"96 23","pages":""},"PeriodicalIF":0.0,"publicationDate":"2024-01-03","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"139387948","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}
Stuart Hardy, Anton Pillai, Xiangbo Qui, Duncan Nicholson
The Southbank Place project comprised the redevelopment of the UK headquarters of the Shell company (formerly known as the Shell Centre) in the Waterloo area of London. The project included demolition of all structures within the site except for the iconic tower building, the local extension of the existing basement and the construction of eight new mixed-use buildings. London Underground's (LU) Bakerloo and Northern Line running tunnels pass beneath the site. The excavation of the basement and construction of the Shell Centre in the late 1950s caused movements of the underlying Bakerloo Line tunnels that were much larger than expected. The monitoring of these tunnels between 1958 and 1995 has provided a classic case history for the behaviour of London Clay. The proposed redevelopment offered an opportunity to analyse and monitor the behaviour of London Underground tunnels over a period of 60 years and two phases of significant construction. The paper presents the back analysis of the historical monitoring of the Bakerloo Line tunnels and the calibration of a sophisticated finite element model. The model was subsequently used to predict the impact of the redevelopment on the tunnels as part of the assurance procedure with LU.
{"title":"The Southbank Place development: tunnel movement predictions and monitoring performance","authors":"Stuart Hardy, Anton Pillai, Xiangbo Qui, Duncan Nicholson","doi":"10.1680/jgeen.23.00173","DOIUrl":"https://doi.org/10.1680/jgeen.23.00173","url":null,"abstract":"The Southbank Place project comprised the redevelopment of the UK headquarters of the Shell company (formerly known as the Shell Centre) in the Waterloo area of London. The project included demolition of all structures within the site except for the iconic tower building, the local extension of the existing basement and the construction of eight new mixed-use buildings. London Underground's (LU) Bakerloo and Northern Line running tunnels pass beneath the site. The excavation of the basement and construction of the Shell Centre in the late 1950s caused movements of the underlying Bakerloo Line tunnels that were much larger than expected. The monitoring of these tunnels between 1958 and 1995 has provided a classic case history for the behaviour of London Clay. The proposed redevelopment offered an opportunity to analyse and monitor the behaviour of London Underground tunnels over a period of 60 years and two phases of significant construction. The paper presents the back analysis of the historical monitoring of the Bakerloo Line tunnels and the calibration of a sophisticated finite element model. The model was subsequently used to predict the impact of the redevelopment on the tunnels as part of the assurance procedure with LU.","PeriodicalId":509438,"journal":{"name":"Proceedings of the Institution of Civil Engineers - Geotechnical Engineering","volume":"93 8","pages":""},"PeriodicalIF":0.0,"publicationDate":"2024-01-03","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"139388229","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 : 2023-12-01DOI: 10.1680/jgeen.2023.176.6.523
Riccardo Pietro Castellanza
{"title":"Editorial: Geo-environmental loads acting on tunnels","authors":"Riccardo Pietro Castellanza","doi":"10.1680/jgeen.2023.176.6.523","DOIUrl":"https://doi.org/10.1680/jgeen.2023.176.6.523","url":null,"abstract":"","PeriodicalId":509438,"journal":{"name":"Proceedings of the Institution of Civil Engineers - Geotechnical Engineering","volume":"9 1","pages":""},"PeriodicalIF":0.0,"publicationDate":"2023-12-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"139188314","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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