Pub Date : 2023-07-31DOI: 10.1080/19386362.2023.2241284
B. Shwan
{"title":"Suction effect-induced reduction in shotcrete thickness in tunnels","authors":"B. Shwan","doi":"10.1080/19386362.2023.2241284","DOIUrl":"https://doi.org/10.1080/19386362.2023.2241284","url":null,"abstract":"","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":" ","pages":""},"PeriodicalIF":1.9,"publicationDate":"2023-07-31","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"41931483","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 : 2023-07-29DOI: 10.1080/19386362.2023.2239684
D. Kuttah
{"title":"Recycling of industrial and construction waste materials in roads construction","authors":"D. Kuttah","doi":"10.1080/19386362.2023.2239684","DOIUrl":"https://doi.org/10.1080/19386362.2023.2239684","url":null,"abstract":"","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":" ","pages":""},"PeriodicalIF":1.9,"publicationDate":"2023-07-29","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"45872074","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 : 2023-07-29DOI: 10.1080/19386362.2023.2236845
Rafea Al-Suhili, R. Karim
{"title":"An analytical model for variation of exit gradient downstream of a hydraulic structure with inclined downstream cutoff resting on infinite anisotropic soil","authors":"Rafea Al-Suhili, R. Karim","doi":"10.1080/19386362.2023.2236845","DOIUrl":"https://doi.org/10.1080/19386362.2023.2236845","url":null,"abstract":"","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":" ","pages":""},"PeriodicalIF":1.9,"publicationDate":"2023-07-29","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"42947218","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 : 2023-05-28DOI: 10.1080/19386362.2023.2264057
Amir Tophel, Stefan Vogt, G. V. Ramana
ABSTRACTIn geotechnical engineering, the time-dependent behaviour or ageing behaviour is vital for applications such as earthwork compaction and liquefaction potential assessment. This study introduces a novel test apparatus to understand micromechanical factors and deformations at grain contacts. Using a non-contact Digital Image Correlation (DIC) technique, deformations were measured with a 10 μϵ spatial resolution. This enabled quantification of grain creep and contact maturing deformations, surpassing previous experimental methods. To model this complex behaviour, Machine Learning (ML) models, including an artificial neural network (ANN) and long-short term memory neural network (LSTM), were used, achieving a 1-2% error rate with experimental results. The integration of ML offers a promising tool for predicting long-term grain strains, enhancing the assessment of structures' serviceability with the studied materials.KEYWORDS: Time-dependent behaviourageing behaviourgrain contact deformationDigital image Correlation (DIC)Machine Learning (ML) modelling AcknowledgmentsThe authors thank for the support of the conducted experimental study given by the German Federal Institute of Waterworks (Undecanal für Wasserbau, BAW), Zentrum Geotechnik of Technical University of Munich and Indian Institute of Technology Delhi.Disclosure statementNo potential conflict of interest was reported by the author(s).Additional informationFundingThe work was supported by the German Academic Exchange Service New Delhi [91715357].
{"title":"Investigation of deformation behaviour of uniaxially loaded sand grains using a novel high-resolution imaging apparatus and ensemble machine learning models","authors":"Amir Tophel, Stefan Vogt, G. V. Ramana","doi":"10.1080/19386362.2023.2264057","DOIUrl":"https://doi.org/10.1080/19386362.2023.2264057","url":null,"abstract":"ABSTRACTIn geotechnical engineering, the time-dependent behaviour or ageing behaviour is vital for applications such as earthwork compaction and liquefaction potential assessment. This study introduces a novel test apparatus to understand micromechanical factors and deformations at grain contacts. Using a non-contact Digital Image Correlation (DIC) technique, deformations were measured with a 10 μϵ spatial resolution. This enabled quantification of grain creep and contact maturing deformations, surpassing previous experimental methods. To model this complex behaviour, Machine Learning (ML) models, including an artificial neural network (ANN) and long-short term memory neural network (LSTM), were used, achieving a 1-2% error rate with experimental results. The integration of ML offers a promising tool for predicting long-term grain strains, enhancing the assessment of structures' serviceability with the studied materials.KEYWORDS: Time-dependent behaviourageing behaviourgrain contact deformationDigital image Correlation (DIC)Machine Learning (ML) modelling AcknowledgmentsThe authors thank for the support of the conducted experimental study given by the German Federal Institute of Waterworks (Undecanal für Wasserbau, BAW), Zentrum Geotechnik of Technical University of Munich and Indian Institute of Technology Delhi.Disclosure statementNo potential conflict of interest was reported by the author(s).Additional informationFundingThe work was supported by the German Academic Exchange Service New Delhi [91715357].","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"102 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2023-05-28","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"135895446","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 : 2023-05-28DOI: 10.1080/19386362.2023.2264055
K. Amith, Ganesh Kumar
ABSTRACTRecently, occurrence of repeated shaking events such as the Kobe earthquake (1995), the Wenchuan earthquake (2008), the Chi-Chi earthquake (1999) and the Kumamoto earthquake (2016), Kahramanmaras earthquake (2023), etc., posed a severe threat to the safety of infrastructures. Studies on the influence of repeated shaking events on underground structures are minimal. Considering the above, tunnel-soil interaction under repeated shaking events is attempted in the study. One-gram shaking table tests were conducted in this study by varying loading frequency (5 Hz, 10 Hz) and tunnel embedment depth (H/W − 0.85 and 1.2 where H is the tunnel embedment depth and W is the width of the tunnel) and subjected to incremental shaking conditions, i.e. 0.2 g, 0.3 g and 0.4 g. A tunnel-embedded ground with 60% relative density was prepared and instrumented with conventional sensor schemes and a non-contact-based 2D digital image correlation technique. It was observed that the loading frequency and tunnel embedment influences tunnel’s performance during repeated shaking events. About 37% to 62.4% increment in tunnel displacement was observed in the case of H/W-0.85, and 20% to 29% increment in tunnel displacement was observed for H/W-1.2 when subjected to incremental acceleration shaking, i.e. 0.2 g to 0.4 g for varying embedment depth conditions.KEYWORDS: Tunnel-soil interactioninfluence of embedment depth of tunneluni-axial shaking table testsconventional monitoringdigital image correlation (DIC) AcknowledgmentsThe authors would like to thank the Director, CSIR-Central Building Research Institute, Roorkee, for giving permission to publish this research work. The authors would also like to thank the Head, Geotechnical Engineering Division, CSIR-CBRI for his continuous support during this research work.Disclosure statementThe authors declare that they have no known competing financial interests or personal relationships that could have appeared to influence the work reported in this paper.Author contributionsBoth the authors contributed to the study conception. Material preparation, data collection and analysis were performed by Amith K.S. The first draft of the manuscript was written by Amith K.S., then reviewed by Ganesh Kumar Shanmugam and commented. Both the authors have read and approved the final manuscript.Data availability statementSome or all data, models, or code that support the findings of this study are available from the corresponding author upon reasonable request.
{"title":"Experimental investigations on the influence of embedment depth and frequency on the dynamic behaviour of tunnels under repeated shaking events","authors":"K. Amith, Ganesh Kumar","doi":"10.1080/19386362.2023.2264055","DOIUrl":"https://doi.org/10.1080/19386362.2023.2264055","url":null,"abstract":"ABSTRACTRecently, occurrence of repeated shaking events such as the Kobe earthquake (1995), the Wenchuan earthquake (2008), the Chi-Chi earthquake (1999) and the Kumamoto earthquake (2016), Kahramanmaras earthquake (2023), etc., posed a severe threat to the safety of infrastructures. Studies on the influence of repeated shaking events on underground structures are minimal. Considering the above, tunnel-soil interaction under repeated shaking events is attempted in the study. One-gram shaking table tests were conducted in this study by varying loading frequency (5 Hz, 10 Hz) and tunnel embedment depth (H/W − 0.85 and 1.2 where H is the tunnel embedment depth and W is the width of the tunnel) and subjected to incremental shaking conditions, i.e. 0.2 g, 0.3 g and 0.4 g. A tunnel-embedded ground with 60% relative density was prepared and instrumented with conventional sensor schemes and a non-contact-based 2D digital image correlation technique. It was observed that the loading frequency and tunnel embedment influences tunnel’s performance during repeated shaking events. About 37% to 62.4% increment in tunnel displacement was observed in the case of H/W-0.85, and 20% to 29% increment in tunnel displacement was observed for H/W-1.2 when subjected to incremental acceleration shaking, i.e. 0.2 g to 0.4 g for varying embedment depth conditions.KEYWORDS: Tunnel-soil interactioninfluence of embedment depth of tunneluni-axial shaking table testsconventional monitoringdigital image correlation (DIC) AcknowledgmentsThe authors would like to thank the Director, CSIR-Central Building Research Institute, Roorkee, for giving permission to publish this research work. The authors would also like to thank the Head, Geotechnical Engineering Division, CSIR-CBRI for his continuous support during this research work.Disclosure statementThe authors declare that they have no known competing financial interests or personal relationships that could have appeared to influence the work reported in this paper.Author contributionsBoth the authors contributed to the study conception. Material preparation, data collection and analysis were performed by Amith K.S. The first draft of the manuscript was written by Amith K.S., then reviewed by Ganesh Kumar Shanmugam and commented. Both the authors have read and approved the final manuscript.Data availability statementSome or all data, models, or code that support the findings of this study are available from the corresponding author upon reasonable request.","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"9 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2023-05-28","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"135895447","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 : 2023-04-21DOI: 10.1080/19386362.2023.2246272
Ashish Solanki, J. Sharma
ABSTRACT Analysis of granular piled raft (GPR) foundations that involves interactions between the pile, the soil, and raft is very challenging and an interesting area of research in geotechnical engineering. The present study pertains to the analysis of a single and group of two partially stiffened floating GPRs where the material in the top region of the granular pile (GP) is stiffened by using geosynthetics, which has better engineering properties. Analysis has been conducted by assuming the soil to be linearly elastic continuum and using the solutions due to Mindlin and Boussinesq for a point load acting in the interior and on the surface of the soil medium for estimating the stresses and displacements at any point in the soil medium. Computations were performed to assess and report the normalized shear stresses (NSS) at the granular pile – soil interface, fractional load shared by the raft and the same shared by the granular pile along its shaft and base (FLSR, FLSP, and FLSB), the distribution of normalized contact pressure (NCP) beneath the raft. The results have been reported in a non-dimensional form suitable to be used for design.
{"title":"Analytical analysis of settlement and interaction - floating granular piled rafts, single and group of two units with the effect of partial stiffening","authors":"Ashish Solanki, J. Sharma","doi":"10.1080/19386362.2023.2246272","DOIUrl":"https://doi.org/10.1080/19386362.2023.2246272","url":null,"abstract":"ABSTRACT Analysis of granular piled raft (GPR) foundations that involves interactions between the pile, the soil, and raft is very challenging and an interesting area of research in geotechnical engineering. The present study pertains to the analysis of a single and group of two partially stiffened floating GPRs where the material in the top region of the granular pile (GP) is stiffened by using geosynthetics, which has better engineering properties. Analysis has been conducted by assuming the soil to be linearly elastic continuum and using the solutions due to Mindlin and Boussinesq for a point load acting in the interior and on the surface of the soil medium for estimating the stresses and displacements at any point in the soil medium. Computations were performed to assess and report the normalized shear stresses (NSS) at the granular pile – soil interface, fractional load shared by the raft and the same shared by the granular pile along its shaft and base (FLSR, FLSP, and FLSB), the distribution of normalized contact pressure (NCP) beneath the raft. The results have been reported in a non-dimensional form suitable to be used for design.","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"17 1","pages":"363 - 392"},"PeriodicalIF":1.9,"publicationDate":"2023-04-21","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"48319773","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 : 2023-04-21DOI: 10.1080/19386362.2023.2250200
J. M. S. M. Dos Santos Filho, Thaise DA Silva Oliveira Morais, Cristina de Hollanda Cavalcanti Tsuha
ABSTRACT Helical piles are frequently used as foundations of transmission line towers and other structures subjected to both compressive and tensile loads. However, the service performance of these structures can be affected by the uplift response of this type of pile due to the soil disturbance caused by the installation procedure. Two different procedures of cement injection were successfully used to repair this soil disturbance and improve the uplift response of helical piles in soils with some cohesion in a previous study, however these techniques have not been evaluated in cohesionless soils. Therefore, the current study examined the use of two cement injection procedures to improve the tensile and compressive responses of helical piles in medium dense fine sand. For this evaluation, pile loading tests were performed on six identical three-helix piles. The results show that the improvement caused by the cement injection is more significant for the pile uplift performance, although it slightly improves the pile compressive behaviour. The gain in allowable tensile load varied from 40% to 57% according to the injection technique. These preliminary results also indicate that the use of cement injection can provide similar load–displacement response for helical piles under tension and compression.
{"title":"Helical piles with cement injection in medium dense sand","authors":"J. M. S. M. Dos Santos Filho, Thaise DA Silva Oliveira Morais, Cristina de Hollanda Cavalcanti Tsuha","doi":"10.1080/19386362.2023.2250200","DOIUrl":"https://doi.org/10.1080/19386362.2023.2250200","url":null,"abstract":"ABSTRACT Helical piles are frequently used as foundations of transmission line towers and other structures subjected to both compressive and tensile loads. However, the service performance of these structures can be affected by the uplift response of this type of pile due to the soil disturbance caused by the installation procedure. Two different procedures of cement injection were successfully used to repair this soil disturbance and improve the uplift response of helical piles in soils with some cohesion in a previous study, however these techniques have not been evaluated in cohesionless soils. Therefore, the current study examined the use of two cement injection procedures to improve the tensile and compressive responses of helical piles in medium dense fine sand. For this evaluation, pile loading tests were performed on six identical three-helix piles. The results show that the improvement caused by the cement injection is more significant for the pile uplift performance, although it slightly improves the pile compressive behaviour. The gain in allowable tensile load varied from 40% to 57% according to the injection technique. These preliminary results also indicate that the use of cement injection can provide similar load–displacement response for helical piles under tension and compression.","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"17 1","pages":"352 - 362"},"PeriodicalIF":1.9,"publicationDate":"2023-04-21","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"43505651","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 : 2023-04-21DOI: 10.1080/19386362.2023.2251263
Maria A. Meza-Abalo, Carlos A. Vega Posada, David G. Zapata-Medina
ABSTRACTNon-prismatic piles are typically used in cases where large lateral loads must be resisted. In many applications, piles are partially or fully embedded in multi-layered non-homogeneous soil, with each layer having its own set of properties. Analytical, simple solutions to study this problem are more limited and complex than that of prismatic ones. The analysis becomes even more complicated when both the variation of the cross-sectional area of the element and the soil inhomogeneity are included in the formulation. This work presents the derivation of the stiffness matrix and load vector of a non-uniform section of pile partially or fully embedded in non-homogeneous soil. The analysis of non-uniform piles in multi-layered soil is carried out by dividing the pile into multiple sub-elements and then assembling them using conventional matrix methods. Four examples, encompassing partially and fully embedded piles, are presented to validate the simplicity and accuracy of the proposed solution.KEYWORDS: Non-prismatic pilemulti-layered soilnon-homogeneous soilpartially embedded piledifferential transformation method Disclosure statementNo potential conflict of interest was reported by the author(s).List of Symbols A(x)=Area of the element at a depth xB(x)=Diameter of the element at a depth xE=Young’s modulus of the elementGp=Shear modulus of the pileI(x)=Second moment of inertia of the element at a depth xKL=First-parameter of the Pasternak foundationKo=Modulus of subgrade reactionLe=Embedded length of the pileLp=Total length of the pileLu=Unembedded length of the pileM=Bending momentm=Taper ratiomh=Variation of the modulus of subgrade reaction with depthPo=Axial loadq(x)=Applied transverse loadrb=Radius at the bottom of the elementreq=Equivalent radius at half of the length of the elementrt=Radius at the top of the elementSa, Sb=Shear stiffness of the linear transverse springs at ends A and B, respectively.V=Shear forcex=Coordinate along the longitudinal axisy=Transverse deflectionY=Non-dimensional term for the transverse deflectionkg=Second-parameter of elastic foundationκa, κb=Flexural stiffness of the flexural springs at ends A and B, respectively.ξ=Non-dimensional term for the length
{"title":"Analytical solution for laterally loaded non-uniform circular piles in multi-layered inhomogeneous soil","authors":"Maria A. Meza-Abalo, Carlos A. Vega Posada, David G. Zapata-Medina","doi":"10.1080/19386362.2023.2251263","DOIUrl":"https://doi.org/10.1080/19386362.2023.2251263","url":null,"abstract":"ABSTRACTNon-prismatic piles are typically used in cases where large lateral loads must be resisted. In many applications, piles are partially or fully embedded in multi-layered non-homogeneous soil, with each layer having its own set of properties. Analytical, simple solutions to study this problem are more limited and complex than that of prismatic ones. The analysis becomes even more complicated when both the variation of the cross-sectional area of the element and the soil inhomogeneity are included in the formulation. This work presents the derivation of the stiffness matrix and load vector of a non-uniform section of pile partially or fully embedded in non-homogeneous soil. The analysis of non-uniform piles in multi-layered soil is carried out by dividing the pile into multiple sub-elements and then assembling them using conventional matrix methods. Four examples, encompassing partially and fully embedded piles, are presented to validate the simplicity and accuracy of the proposed solution.KEYWORDS: Non-prismatic pilemulti-layered soilnon-homogeneous soilpartially embedded piledifferential transformation method Disclosure statementNo potential conflict of interest was reported by the author(s).List of Symbols A(x)=Area of the element at a depth xB(x)=Diameter of the element at a depth xE=Young’s modulus of the elementGp=Shear modulus of the pileI(x)=Second moment of inertia of the element at a depth xKL=First-parameter of the Pasternak foundationKo=Modulus of subgrade reactionLe=Embedded length of the pileLp=Total length of the pileLu=Unembedded length of the pileM=Bending momentm=Taper ratiomh=Variation of the modulus of subgrade reaction with depthPo=Axial loadq(x)=Applied transverse loadrb=Radius at the bottom of the elementreq=Equivalent radius at half of the length of the elementrt=Radius at the top of the elementSa, Sb=Shear stiffness of the linear transverse springs at ends A and B, respectively.V=Shear forcex=Coordinate along the longitudinal axisy=Transverse deflectionY=Non-dimensional term for the transverse deflectionkg=Second-parameter of elastic foundationκa, κb=Flexural stiffness of the flexural springs at ends A and B, respectively.ξ=Non-dimensional term for the length","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"1 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2023-04-21","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"135518875","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 : 2023-04-21DOI: 10.1080/19386362.2023.2238471
Zhuoyuan Cheng
{"title":"Design of Shallow and Deep Foundations, 1st Edition","authors":"Zhuoyuan Cheng","doi":"10.1080/19386362.2023.2238471","DOIUrl":"https://doi.org/10.1080/19386362.2023.2238471","url":null,"abstract":"","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"17 1","pages":"448 - 448"},"PeriodicalIF":1.9,"publicationDate":"2023-04-21","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"43199707","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 : 2023-04-21DOI: 10.1080/19386362.2023.2246254
D. Silva, A. Moura
ABSTRACT Load–transfer methods are important tools to analyse and predict pile settlements. Several studies on single piles and pile groups used experimental data from instrumentation, in order to evaluate the load–transfer mechanism to the foundation soil, by obtaining skin friction and toe resistance. For single piles, the load–transfer curves can be approximated by hyperbolic models, and for pile groups, by models in which the interaction between nearby piles is added to the hyperbolic curve of each individual pile through analytical formulations. By collecting experimental data from 68 piles executed in granular soils that were instrumented and subjected to static load tests, this study evaluated the fitting of load–transfer curves to hyperbolic functions for single piles and pile groups. Remarkable fitting to hyperbolic functions was found for single piles, and very good agreement was also obtained for pile groups (adjusted R 2 around 0.96). The deformation parameters (M s and M b) by Bohn et al. for single piles were reassessed, and new reference values that led to more convergent predictions were proposed. Lastly, the use of the parameters M s and M b was also extended to pile groups and new preliminary reference values were suggested.
{"title":"Evaluation of fitting to hyperbolic functions of load transfer curves for piles in granular soil profiles","authors":"D. Silva, A. Moura","doi":"10.1080/19386362.2023.2246254","DOIUrl":"https://doi.org/10.1080/19386362.2023.2246254","url":null,"abstract":"ABSTRACT Load–transfer methods are important tools to analyse and predict pile settlements. Several studies on single piles and pile groups used experimental data from instrumentation, in order to evaluate the load–transfer mechanism to the foundation soil, by obtaining skin friction and toe resistance. For single piles, the load–transfer curves can be approximated by hyperbolic models, and for pile groups, by models in which the interaction between nearby piles is added to the hyperbolic curve of each individual pile through analytical formulations. By collecting experimental data from 68 piles executed in granular soils that were instrumented and subjected to static load tests, this study evaluated the fitting of load–transfer curves to hyperbolic functions for single piles and pile groups. Remarkable fitting to hyperbolic functions was found for single piles, and very good agreement was also obtained for pile groups (adjusted R 2 around 0.96). The deformation parameters (M s and M b) by Bohn et al. for single piles were reassessed, and new reference values that led to more convergent predictions were proposed. Lastly, the use of the parameters M s and M b was also extended to pile groups and new preliminary reference values were suggested.","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"17 1","pages":"339 - 351"},"PeriodicalIF":1.9,"publicationDate":"2023-04-21","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"43165758","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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