Pub Date : 2004-07-01DOI: 10.1680/GENG.2004.157.3.107
D. Maharaj, S. R. Gandhi
This paper presents the results of three-dimensional non-linear finite element analysis of raft and piled raft foundations that have been loaded until failure. The raft, pile and soil have been discretised as eight-noded brick elements. The soil has been modelled as a Drucker–Prager elasto-plastic medium. The analyses have been done for a raft, a piled raft, a group of piles and an individual pile. The load–settlement behaviour of all these foundations is presented. The effect of raft thickness and soil modulus on the load–settlement behaviour of rafts and piled rafts is also presented. The axial load distribution for piles in a piled raft foundation is shown, the development of contact stress with increase in loading intensity is presented for rafts, and curves of contact stress against settlement are shown for rafts and piled rafts. The addition of even a small number of piles has been found to increase the load-carrying capacity of a raft foundation. The axial load distribution shows that the piles in ...
{"title":"Non-linear finite element analysis of piled-raft foundations","authors":"D. Maharaj, S. R. Gandhi","doi":"10.1680/GENG.2004.157.3.107","DOIUrl":"https://doi.org/10.1680/GENG.2004.157.3.107","url":null,"abstract":"This paper presents the results of three-dimensional non-linear finite element analysis of raft and piled raft foundations that have been loaded until failure. The raft, pile and soil have been discretised as eight-noded brick elements. The soil has been modelled as a Drucker–Prager elasto-plastic medium. The analyses have been done for a raft, a piled raft, a group of piles and an individual pile. The load–settlement behaviour of all these foundations is presented. The effect of raft thickness and soil modulus on the load–settlement behaviour of rafts and piled rafts is also presented. The axial load distribution for piles in a piled raft foundation is shown, the development of contact stress with increase in loading intensity is presented for rafts, and curves of contact stress against settlement are shown for rafts and piled rafts. The addition of even a small number of piles has been found to increase the load-carrying capacity of a raft foundation. The axial load distribution shows that the piles in ...","PeriodicalId":45150,"journal":{"name":"Geotechnical Engineering","volume":null,"pages":null},"PeriodicalIF":0.3,"publicationDate":"2004-07-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"https://sci-hub-pdf.com/10.1680/GENG.2004.157.3.107","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67402022","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 : 2004-04-01DOI: 10.1680/GENG.2004.157.2.65
J. Charles, H. D. Skinner
Where deep foundations are not an economically viable solution, foundation problems may occur at low-rise housing developments on poor ground. It is usually feasible to provide a raft foundation relatively cheaply for lightly loaded buildings. When differential settlement occurs, foundations of adequate stiffness will cause the building to tilt as a rigid body, and will prevent significant distortion of the building and consequent cracking of the walls. A number of case histories of tilted buildings are presented to illustrate the magnitude of tilt that has been observed with different ground conditions, and the remedial actions that have been undertaken. Noticeability is a key factor in assessing the acceptability of tilt for low-rise residential buildings and their occupants, and tilt typically is noticed when it is in the region of 1/250 to 1/200. Where tilts of the magnitude of 1/100 or greater are measured, or the measured rate of increase of tilt indicates that this degree of tilt will be exceeded, ...
{"title":"Settlement and tilt of low-rise buildings","authors":"J. Charles, H. D. Skinner","doi":"10.1680/GENG.2004.157.2.65","DOIUrl":"https://doi.org/10.1680/GENG.2004.157.2.65","url":null,"abstract":"Where deep foundations are not an economically viable solution, foundation problems may occur at low-rise housing developments on poor ground. It is usually feasible to provide a raft foundation relatively cheaply for lightly loaded buildings. When differential settlement occurs, foundations of adequate stiffness will cause the building to tilt as a rigid body, and will prevent significant distortion of the building and consequent cracking of the walls. A number of case histories of tilted buildings are presented to illustrate the magnitude of tilt that has been observed with different ground conditions, and the remedial actions that have been undertaken. Noticeability is a key factor in assessing the acceptability of tilt for low-rise residential buildings and their occupants, and tilt typically is noticed when it is in the region of 1/250 to 1/200. Where tilts of the magnitude of 1/100 or greater are measured, or the measured rate of increase of tilt indicates that this degree of tilt will be exceeded, ...","PeriodicalId":45150,"journal":{"name":"Geotechnical Engineering","volume":null,"pages":null},"PeriodicalIF":0.3,"publicationDate":"2004-04-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"https://sci-hub-pdf.com/10.1680/GENG.2004.157.2.65","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67401977","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 : 2004-04-01DOI: 10.1680/GENG.2004.157.2.85
Sang-Soo Jeon
This paper examines the results of 21 full-scale field tests on minipiles and synthesises the results into a convenient design procedure that incorporates both estimated axial displacements and soil properties. Both cohesive and cohesionless soils are included in this evaluation. For all practical purposes, the developed load–displacement relationship and the geotechnical soil properties for each minipile and soil type can be used to represent the available data well through normalised average values and empirical correlations.
{"title":"Interpretation of load tests on minipiles","authors":"Sang-Soo Jeon","doi":"10.1680/GENG.2004.157.2.85","DOIUrl":"https://doi.org/10.1680/GENG.2004.157.2.85","url":null,"abstract":"This paper examines the results of 21 full-scale field tests on minipiles and synthesises the results into a convenient design procedure that incorporates both estimated axial displacements and soil properties. Both cohesive and cohesionless soils are included in this evaluation. For all practical purposes, the developed load–displacement relationship and the geotechnical soil properties for each minipile and soil type can be used to represent the available data well through normalised average values and empirical correlations.","PeriodicalId":45150,"journal":{"name":"Geotechnical Engineering","volume":null,"pages":null},"PeriodicalIF":0.3,"publicationDate":"2004-04-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"https://sci-hub-pdf.com/10.1680/GENG.2004.157.2.85","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67402011","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 : 2004-04-01DOI: 10.1680/GENG.2004.157.2.57
H. Unwin, R. A. Jessep
This paper describes how a series of large-diameter auger-bored test piles were constructed for the Terminal Five development at London's Heathrow Airport. The piles were tested over a period of one year, prior to the start of the permanent works, to investigate how the shaft resistance within the London Clay varies with time. The test procedure is described, and some of the results are presented and briefly discussed. A further two piles were constructed to investigate the base resistance in the London Clay at depths of up to 47 m. Osterberg Cells were used to generate the testing force, and the construction and testing of these piles is also discussed in the paper.
{"title":"Long-term pile testing in London Clay: a case study","authors":"H. Unwin, R. A. Jessep","doi":"10.1680/GENG.2004.157.2.57","DOIUrl":"https://doi.org/10.1680/GENG.2004.157.2.57","url":null,"abstract":"This paper describes how a series of large-diameter auger-bored test piles were constructed for the Terminal Five development at London's Heathrow Airport. The piles were tested over a period of one year, prior to the start of the permanent works, to investigate how the shaft resistance within the London Clay varies with time. The test procedure is described, and some of the results are presented and briefly discussed. A further two piles were constructed to investigate the base resistance in the London Clay at depths of up to 47 m. Osterberg Cells were used to generate the testing force, and the construction and testing of these piles is also discussed in the paper.","PeriodicalId":45150,"journal":{"name":"Geotechnical Engineering","volume":null,"pages":null},"PeriodicalIF":0.3,"publicationDate":"2004-04-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"https://sci-hub-pdf.com/10.1680/GENG.2004.157.2.57","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67401965","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 : 2004-04-01DOI: 10.1680/GENG.157.2.91.42389
V. Sivakumar, J. Mckinley, D. Ferguson
The use of recycled aggregates has increased greatly over the last decade owing to enhanced environmental sensitivities. The level of performance required by such materials is dependent upon the applications for which they are used. Many recycled construction wastes have adequate shear strength in relation to various geotechnical applications. However, a possible drawback of these materials is the risk of crushing during repeated loading. The work reported in this paper examined two waste materials: crushed concrete and building debris, both regarded as construction wastes. Tests were also performed on traditionally used crushed rock, in this case basalt. The materials were subjected to repeated loading in a large direct shear apparatus. The amount of crushing was quantified by performing particle size analysis of the tested material. The results have shown that both recycled construction wastes were susceptible to particle crushing. The amount of crushing was influenced by both the vertical pressure and ...
{"title":"REUSE OF CONSTRUCTION WASTE: PERFORMANCE UNDER REPEATED LOADING","authors":"V. Sivakumar, J. Mckinley, D. Ferguson","doi":"10.1680/GENG.157.2.91.42389","DOIUrl":"https://doi.org/10.1680/GENG.157.2.91.42389","url":null,"abstract":"The use of recycled aggregates has increased greatly over the last decade owing to enhanced environmental sensitivities. The level of performance required by such materials is dependent upon the applications for which they are used. Many recycled construction wastes have adequate shear strength in relation to various geotechnical applications. However, a possible drawback of these materials is the risk of crushing during repeated loading. The work reported in this paper examined two waste materials: crushed concrete and building debris, both regarded as construction wastes. Tests were also performed on traditionally used crushed rock, in this case basalt. The materials were subjected to repeated loading in a large direct shear apparatus. The amount of crushing was quantified by performing particle size analysis of the tested material. The results have shown that both recycled construction wastes were susceptible to particle crushing. The amount of crushing was influenced by both the vertical pressure and ...","PeriodicalId":45150,"journal":{"name":"Geotechnical Engineering","volume":null,"pages":null},"PeriodicalIF":0.3,"publicationDate":"2004-04-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67401201","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 : 2004-01-01DOI: 10.1680/GENG.2004.157.1.27
N. Trenter
Cantilever (stem and pad) retaining walls are among the simplest earth-retaining structures to construct, and accordingly may offer significant economic benefits. Their design involves use of beari...
{"title":"Approaches to the design of cantilever retaining walls","authors":"N. Trenter","doi":"10.1680/GENG.2004.157.1.27","DOIUrl":"https://doi.org/10.1680/GENG.2004.157.1.27","url":null,"abstract":"Cantilever (stem and pad) retaining walls are among the simplest earth-retaining structures to construct, and accordingly may offer significant economic benefits. Their design involves use of beari...","PeriodicalId":45150,"journal":{"name":"Geotechnical Engineering","volume":null,"pages":null},"PeriodicalIF":0.3,"publicationDate":"2004-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"https://sci-hub-pdf.com/10.1680/GENG.2004.157.1.27","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67401909","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 : 2004-01-01DOI: 10.1680/GENG.2004.157.4.239
S. Bin-Shafique, T. Edil, C. Benson, Aykut Şenol
This paper describes a case history where the structural support afforded by a fly-ash stabilised layer was accounted for explicitly during the design of two flexible pavements. Pavements were designed and constructed at two sites in southern Wisconsin employing a layer stabilised in situ with fly ash. One pavement is for a residential subdivision. The other is a test section located in a secondary highway that was recently reconstructed. A control test section employing a conventional cut-and-fill approach was also constructed in the secondary highway. Fly ash was used to increase the strength and stiffness of the fine-grained subgrade at both sites, which was soft prior to stabilisation. Pavements at both sites were designed using the 1993 American Association of State Highway and Transportation Officials (AASHTO) method for flexible pavements so that their structural number would be equivalent to that of the conventional pavement originally called for in the design. Measurements of California Bearing R...
{"title":"Incorporating a fly-ash stabilised layer into pavement design","authors":"S. Bin-Shafique, T. Edil, C. Benson, Aykut Şenol","doi":"10.1680/GENG.2004.157.4.239","DOIUrl":"https://doi.org/10.1680/GENG.2004.157.4.239","url":null,"abstract":"This paper describes a case history where the structural support afforded by a fly-ash stabilised layer was accounted for explicitly during the design of two flexible pavements. Pavements were designed and constructed at two sites in southern Wisconsin employing a layer stabilised in situ with fly ash. One pavement is for a residential subdivision. The other is a test section located in a secondary highway that was recently reconstructed. A control test section employing a conventional cut-and-fill approach was also constructed in the secondary highway. Fly ash was used to increase the strength and stiffness of the fine-grained subgrade at both sites, which was soft prior to stabilisation. Pavements at both sites were designed using the 1993 American Association of State Highway and Transportation Officials (AASHTO) method for flexible pavements so that their structural number would be equivalent to that of the conventional pavement originally called for in the design. Measurements of California Bearing R...","PeriodicalId":45150,"journal":{"name":"Geotechnical Engineering","volume":null,"pages":null},"PeriodicalIF":0.3,"publicationDate":"2004-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"https://sci-hub-pdf.com/10.1680/GENG.2004.157.4.239","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67402328","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 : 2004-01-01DOI: 10.1680/GENG.157.1.13.36281
D. Richards, C. Clayton, W. Powrie, T. Hayward
The determination of realistic values of stiffness and in-situ horizontal stress is challenging in softer materials, but in weak rocks where discontinuities are typically present it is particularly difficult. Such difficulties were encountered during the site investigation for the construction of the A444 Coventry North-South road retaining structures, where the in-situ lateral stress and stiffness profiles of the weathered sandstones and mudstone were determined using a range of investigation techniques. A section of retaining wall incorporating a stabilising base was monitored during construction, and further investigation of the weak rock was undertaken using geophysical techniques. Aspects of the observed performance of the retaining wall during construction were analysed using a continuum finite-element method to provide a computed stiffness and initial horizontal stress profile. The results from these analyses are compared with the site characterisation data.
{"title":"GEOTECHNICAL ANALYSIS OF A RETAINING WALL IN WEAK ROCK","authors":"D. Richards, C. Clayton, W. Powrie, T. Hayward","doi":"10.1680/GENG.157.1.13.36281","DOIUrl":"https://doi.org/10.1680/GENG.157.1.13.36281","url":null,"abstract":"The determination of realistic values of stiffness and in-situ horizontal stress is challenging in softer materials, but in weak rocks where discontinuities are typically present it is particularly difficult. Such difficulties were encountered during the site investigation for the construction of the A444 Coventry North-South road retaining structures, where the in-situ lateral stress and stiffness profiles of the weathered sandstones and mudstone were determined using a range of investigation techniques. A section of retaining wall incorporating a stabilising base was monitored during construction, and further investigation of the weak rock was undertaken using geophysical techniques. Aspects of the observed performance of the retaining wall during construction were analysed using a continuum finite-element method to provide a computed stiffness and initial horizontal stress profile. The results from these analyses are compared with the site characterisation data.","PeriodicalId":45150,"journal":{"name":"Geotechnical Engineering","volume":null,"pages":null},"PeriodicalIF":0.3,"publicationDate":"2004-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67401168","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 : 2004-01-01DOI: 10.1680/GENG.2004.157.1.37
A. Shein, M. Snaith, Christopher Holt
It is argued that rainfall-induced slope failure is the dominant form of instability for highway cuttings in residual soils, and that the optimal slope design should be based on the total cost of t...
认为降雨引起的边坡失稳是残馀土中公路路堑边坡失稳的主要形式，边坡的优化设计应以边坡的总成本为基础。
{"title":"Optimal design of highway cuttings in residual soils","authors":"A. Shein, M. Snaith, Christopher Holt","doi":"10.1680/GENG.2004.157.1.37","DOIUrl":"https://doi.org/10.1680/GENG.2004.157.1.37","url":null,"abstract":"It is argued that rainfall-induced slope failure is the dominant form of instability for highway cuttings in residual soils, and that the optimal slope design should be based on the total cost of t...","PeriodicalId":45150,"journal":{"name":"Geotechnical Engineering","volume":null,"pages":null},"PeriodicalIF":0.3,"publicationDate":"2004-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"https://sci-hub-pdf.com/10.1680/GENG.2004.157.1.37","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67401923","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 : 2003-10-01DOI: 10.1680/GENG.2003.156.4.193
J. Shirlaw, J. C. Ong, H. Rosser, C. G. Tan, N. Osborne, P. E. Heslop
Most of the tunnelling for the North East Line in Singapore was carried out using earth pressure balance (EPB) shields. Settlements were generally well controlled; however, there were occasional large settlements, exceeding the design estimates, sinkholes or losses of ground. Most of the larger surface settlements, sinkholes and losses of ground can be related to the use of insufficient face pressure. Other documented experience of settlements over EPB shields is also reviewed and the same pattern of occasional, but large, settlements or sinkholes is found repeatedly. The factors associated with such settlements are also common in many of the cases reviewed.
{"title":"LOCAL SETTLEMENTS AND SINKHOLES DUE TO EPB TUNNELLING","authors":"J. Shirlaw, J. C. Ong, H. Rosser, C. G. Tan, N. Osborne, P. E. Heslop","doi":"10.1680/GENG.2003.156.4.193","DOIUrl":"https://doi.org/10.1680/GENG.2003.156.4.193","url":null,"abstract":"Most of the tunnelling for the North East Line in Singapore was carried out using earth pressure balance (EPB) shields. Settlements were generally well controlled; however, there were occasional large settlements, exceeding the design estimates, sinkholes or losses of ground. Most of the larger surface settlements, sinkholes and losses of ground can be related to the use of insufficient face pressure. Other documented experience of settlements over EPB shields is also reviewed and the same pattern of occasional, but large, settlements or sinkholes is found repeatedly. The factors associated with such settlements are also common in many of the cases reviewed.","PeriodicalId":45150,"journal":{"name":"Geotechnical Engineering","volume":null,"pages":null},"PeriodicalIF":0.3,"publicationDate":"2003-10-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"https://sci-hub-pdf.com/10.1680/GENG.2003.156.4.193","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67401831","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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