Open Access. Powered by Scholars. Published by Universities.®

Engineering Commons™

Open Access. Powered by Scholars. Published by Universities.®

Geotechnical Engineering

Institution
Keyword
Publication Year
Publication
Publication Type
File Type

Articles 4471 - 4500 of 5014

Full-Text Articles in Engineering

Behavior Of Buried Concrete Box Culvert, Y. S. Kim, P. Y. Thompson Jun 1988

Behavior Of Buried Concrete Box Culvert, Y. S. Kim, P. Y. Thompson

International Conference on Case Histories in Geotechnical Engineering

The centrifuge model technique is used to evaluate the behavior of a 5-in. X 5-in. concrete box culvert under a 4-in. backfill soil. Two different types of soil installations are studied: embankment and trench. Results of the centrifuge model study for both installations are compared with each other, and with predictions of a finite element code, CANDE (Culvert ANalysis and DEsign). Furthermore, the influence of soil stiffness for backfill is studied. The results of CANDE analyses including a nonlinear constitutive model for characterizing soil and incremental construction w1th a symmetric mesh are reported.

Go to article

Behavior Of Ground Anchors For Taipei Sedimentary Soils, J. C. Li, H. L. Yao, L. P. Shi, B. I. Shy Jun 1988

Behavior Of Ground Anchors For Taipei Sedimentary Soils, J. C. Li, H. L. Yao, L. P. Shi, B. I. Shy

International Conference on Case Histories in Geotechnical Engineering

Seven ground anchors were installed for full scale field tests in Taipei Railway Underground Project. The soil at job site can generally be classified as silty clay or clayey silt. The length of the anchors was about 40 m each, including 23 m bond length. The borehole diameter was 125 mm and the designed borehole inclination was 26 degrees downward. Each of the anchors was expected to share approximately 300 to 400 kN of tie-back force to support the diaphragm wall during excavation. Investigation of the borehole inclination was carried out by using horizontal inclinometer. The distribution of skin friction …

Go to article

Building Design And Construction Over Organic Soil, C. N. Baker Jr., S. B. Steinberg, W. Lam Jun 1988

Building Design And Construction Over Organic Soil, C. N. Baker Jr., S. B. Steinberg, W. Lam

International Conference on Case Histories in Geotechnical Engineering

A lowrise office building was constructed on a mat foundation over a thick peat deposit that had been preconsolidated beneath surface fill. Environmental restrictions prevented use of deep foundations for fear that penetration through an aquaclude would permit contamination of a deeper water table. This paper describes the laboratory testing and field instrumentation programs, as well as the special geotechnical and structural analysis undertaken for the design and construction of this project. Included in the program were long-term consolidation tests, pressuremeter tests, use of heave markers, inclinometers and pore pressure piezometers. A site history was also developed to define the …

Go to article

Caisson Load Test And Instrumentation Program – Sohio Corporate Headquarters, Barry R. Christopher, Clyde N. Baker Jr. Jun 1988

Caisson Load Test And Instrumentation Program – Sohio Corporate Headquarters, Barry R. Christopher, Clyde N. Baker Jr.

International Conference on Case Histories in Geotechnical Engineering

The Sohio Corporate Headquarters building foundations in Cleveland, Ohio are relatively unique, involving as they do some of the deepest caissons on record, combined with a socket friction design. This paper reports the performance of a full-scale load test and the results of instrumentation programs performed to evaluate the design and performance of 240-ft (73 m) deep rock socket caissons at the Sohio Corporate Headquarters building project. The load test was carried out to 2.5 times the theoretical design capacity and the results are reviewed in terms of both total capacity and the individual design parameters, such as socket friction. …

Go to article

Case Histories In Seismic Response Analysis, W. D. Liam Finn Jun 1988

Case Histories In Seismic Response Analysis, W. D. Liam Finn

International Conference on Case Histories in Geotechnical Engineering

The reliability and utility of dynamic response analysis in geotechnical engineering is explored by a series of case histories. A detailed study of the seismic response of Mexico City sites during the 1985 earthquake shows clearly the limitations of present methods for estimating the appropriate input motions for analysis and the necessity of using a suite of representative input motions. Analyses of seismic soil-structure interaction are conducted on centrifuged models subjected to simulated earthquake loading. Finally the seismic response of a tailings dam is investigated using nonlinear dynamic effective stress analysis.

Go to article

Case Studies Through Material Modelling And Computation, C. S. Desai Jun 1988

Case Studies Through Material Modelling And Computation, C. S. Desai

International Conference on Case Histories in Geotechnical Engineering

This paper describes a number of case studies by using numerical procedures conducted by the author and his co-workers over a number of years. The case studies involve a wide range of static and dynamic stress-deformation, seepage and stability, and consolidation problems. The numerical procedures use simple linear and nonlinear elastic models, to advanced but simplified hierarchical plasticity based models for geologic materials and interfaces/joints. The evolution from the use of simple to advanced models is guided by the realization that it is essential to employ models that are capable of handling the complexities in geotechnical systems. In addition to …

Go to article

Collapsing Peak Up Of A Large Highway Steel Pipe-Arch, Minh Phong Luong Jun 1988

Collapsing Peak Up Of A Large Highway Steel Pipe-Arch, Minh Phong Luong

International Conference on Case Histories in Geotechnical Engineering

This case history reports the collapse of a large highway steel pipe-arch (8.12 m rise - 10.95 m span), occurring just when backfilling reached the top of the arch. No fill was placed on top as backfilling proceeded; the arch raised, thereby flattening side radius. It shows that stability in a soil-structure interaction system requires not only adequate design of the structure barrel, it also presumes a well engineered backfill. Performance of the flexible steel pipe-arch in retaining its shape and structural integrity depends greatly on placement and compaction of the envelope of earth surrounding the structure and distributing its …

Go to article

Common-Sense Foundation Design, Sven Hansbo Jun 1988

Common-Sense Foundation Design, Sven Hansbo

International Conference on Case Histories in Geotechnical Engineering

In this paper, two case records are presented as an illustration of the advantages of using what one might call "common sense" foundation design. The first case is an illustrative example of the detrimental effects on older buildings that can be caused by traditional piling in non-cohesive soil. The possibilities of avoiding damage by application of a less rigid foundation design method are discussed. Thus, having access to more sophisticated soil investigation methods than those originally used, it can be shown that a mixed foundation, partly on settlement reducing piles and partly on shallow footings would have been possible. The …

Go to article

Compaction-Induced Distress Of A Long-Span Culvert Overpass Structure, Raymond B. Seed, Chang-Yu Ou Jun 1988

Compaction-Induced Distress Of A Long-Span Culvert Overpass Structure, Raymond B. Seed, Chang-Yu Ou

International Conference on Case Histories in Geotechnical Engineering

Compaction of backfill produces soil stresses and earth pressures which are not amenable to analysis by conventional methods. These compaction-induced earth pressures can produce stresses and deformations in flexible buried culvert structures which may significantly affect the stability and performance of these structures. This paper presents the results of a study in which deformations of a long-span flexible metal culvert were measured during carefully monitored backfill operations. These field measurements were then compared with the results of finite element analyses in order to investigate (a) the influence of compaction effects on culvert stresses and deformations, and (b) the ability of …

Go to article

Comparisons Between Field And Analytical Behavior Of An Experimental Excavation, Roberto Azevedo, Nilo Consoli Jun 1988

Comparisons Between Field And Analytical Behavior Of An Experimental Excavation, Roberto Azevedo, Nilo Consoli

International Conference on Case Histories in Geotechnical Engineering

This paper analyses the behaviour of an experimental unsupported excavation taken to failure in a soft clay deposit near Rio de Janeiro, Brazil. The excavation was originally analyzed by Pontes Filho and Medeiros (1982) assuming undrained conditions. In this paper, the same excavation is analyzed by Biot's coupled theory of consolidation and deformation using linear elastic, non-linear-elastic and elasto-plastic constitutive models and simulating the excavation process in time, without a – priori hypothesis on the drainage conditions. Details of the excavation construction, geotechnical profile and instrumentation are briefly described. Subsequently, the constitutive model calibrations are discussed in view of laboratory …

Go to article

Correlation Between The Actual And Predicted Settlements Of Structures At Nsukka, Nigeria, H. O. Chukweze Jun 1988

Correlation Between The Actual And Predicted Settlements Of Structures At Nsukka, Nigeria, H. O. Chukweze

International Conference on Case Histories in Geotechnical Engineering

The paper compares the measured and calculated settlements of two buildings and one concrete water tank founded on the red-weathered soils of Nsukka, Nigeria. Prior to actual construction of the structures the three sites were investigated, soil samples were collected and tested in the laboratory and the data collected were used to predict the total and differential settlements of the structures. Then permanent concrete slabs were established as bases at each of the three sites for observing other points. The theodolite was used at each of the sites to monitor the movements of each of the structures, starting from the …

Go to article

Damage To Masonry Structures In The Historic Center Of Arezzo (Tuscany, Italy) Following The Excavation Of A Sewer Tunnel, A. Ghinelli, G. Vannucchi Jun 1988

Damage To Masonry Structures In The Historic Center Of Arezzo (Tuscany, Italy) Following The Excavation Of A Sewer Tunnel, A. Ghinelli, G. Vannucchi

International Conference on Case Histories in Geotechnical Engineering

The work carried out in the 1983-84 period for the building of a sewer line at a shallow depth in the historic center of Arezzo (Tuscany - Italy) caused serious damage to many of the masonry structures. For a depth of 6-7 m., the foundation underground is made of a thick deposit of eterogeneous soils, mainly clayey silt of medium or soft consistency, including elements of gravel, boulders and organic sediment. The tunnel has a circular section, its external diameter being 1.90 m, cover 3.40 - 5.20 m, and the work was carried out using a shield. The method of …

Go to article

Design And Construction Of Anchored And Strutted Sheet Pile Walls In Soft Clay, Bengt B. Broms Jun 1988

Design And Construction Of Anchored And Strutted Sheet Pile Walls In Soft Clay, Bengt B. Broms

International Conference on Case Histories in Geotechnical Engineering

The design and construction of anchored and strutted sheet pile walls in soft clay are reviewed in the paper based on experience gained mainly in Singapore during the last 10 years where mainly strutted sheet pile walls and contiguous bored piles are used. It is important to consider in the design also the high lateral earth pressures on the sheet piles below the bottom of the excavation when the depth of the excavation is large compared with the shear strength of the clay. The strut loads and the maximum bending moment in the sheet piles can be considerable higher than …

Go to article

Design And Field Monitoring Of 70 Foot High Tied Anchor Retaining Wall, Nolasco P. Angeles, Ulrich W. Stoil Jun 1988

Design And Field Monitoring Of 70 Foot High Tied Anchor Retaining Wall, Nolasco P. Angeles, Ulrich W. Stoil

International Conference on Case Histories in Geotechnical Engineering

Temporary tied anchor retaining walls have been used extensively where deep excavations are required. However, permanent tied anchor retaining walls to provide lateral support along one side of a multi-story building are seldom utilized. The wall was monitored for deflection and tie load changes during and after construction. A partial detensioning program was instituted in order to maintain the design stresses.

Go to article

Design, Construction And Performance Of A Deep Excavation In Soft Clay, Richard Riker, David Dailer Jun 1988

Design, Construction And Performance Of A Deep Excavation In Soft Clay, Richard Riker, David Dailer

International Conference on Case Histories in Geotechnical Engineering

A deep internally braced excavation in soft clay was performed for a pump station at a sewage treatment plant in Milwaukee, Wisconsin. The design was influenced by the limited site area; potential for bearing capacity failure and/or hydrostatic blowout in the bottom of the excavation; and the necessity to limit ground deformation outside the excavation to protect existing structures and utilities. A performance specification and design was prepared by the owner's engineer. The design included minimum earth and hydrostatic lateral loading conditions to be used by the contractor, a minimum depth of penetration for the earth support system, and a …

Go to article

Diagnosis Of Structural Damage And Movement Due To More Than One Cause, G. E. Barnes Jun 1988

Diagnosis Of Structural Damage And Movement Due To More Than One Cause, G. E. Barnes

International Conference on Case Histories in Geotechnical Engineering

A structural and ground investigation was carried out on a domestic property at Leigh, Lancashire, England. The settlement of the property was measured and showed a complex pattern of movement which was separated into: (i) an overall tilt towards the east; (ii) an outward tilt of the northern and southern ends; and (iii) severe tilting and cracking at the northern end. Following detailed investigation separate causes were assigned to each of these movements as: (i) preferential longwall mining to the east of the site; (ii) eccentric loading at the northern and southern ends; and (iii) moisture removal from the stiff …

Go to article

Differential Settlement Of Nuclear Power Plant Foundations, M. R. Lewis, J. R. Davie, C. L. Weaver Jun 1988

Differential Settlement Of Nuclear Power Plant Foundations, M. R. Lewis, J. R. Davie, C. L. Weaver

International Conference on Case Histories in Geotechnical Engineering

A rational approach is presented for evaluating differential settlement of structures at nuclear power plants where settlement monitoring and the associated documentation are important. In nuclear plants, allowable differential settlement is governed by the necessity to prevent architectural and structural damage, equipment malfunction, touching of adjacent buildings during an earthquake, and damage to buried utilities. Measurements of actual settlement of the plant should be taken on a regular basis from start of construction and compared with the allowable values. A description is given of methods for calculating allowable values for differential settlements, and a comprehensive program for obtaining actual settlement …

Go to article

Distress To Structures On Loose Ash And Cinder Fills, Moustafa A. Gouda, I. Wayne Lippincott, D. Raghu Jun 1988

Distress To Structures On Loose Ash And Cinder Fills, Moustafa A. Gouda, I. Wayne Lippincott, D. Raghu

International Conference on Case Histories in Geotechnical Engineering

The Logan Section of the City of Philadelphia, that encompasses 17 city blocks and includes 997 "row type" dwellings, was constructed in the early 1900s. It is reported that settlement of these structures has continued since their construction. In 1986, a Geotechnical Investigation, commissioned by the City of Philadelphia, revealed that a total of two to three feet of settlement, with as much as one to two feet of differential settlement, has taken place. Recent measurements indicated that settlement is still in progress. This settlement has resulted in severe structural damage and, in some cases, collapse of the buildings. One …

Go to article

Drilled Pier Load Test, Fort Collins, Colorado, J. B. Hummert Jr., T. L. Cooling Jun 1988

Drilled Pier Load Test, Fort Collins, Colorado, J. B. Hummert Jr., T. L. Cooling

International Conference on Case Histories in Geotechnical Engineering

A full-scale compressive load test was conducted on a drilled pier in the Pierre Shale Formation near Fort Collins, Colorado, to verify design parameters. The test pier was designed based on presumptive design criteria for both end-bearing and skin friction in the shale. The maximum test load of 6.7 MN (750 tons) resulted in a deflection of approximately 230 mm (9.0 in.). Instrumentation within the pier allowed determination of the actual end-bearing and skin friction values at various applied loads. Based on results of the test, production piers were redesigned for skin friction only and shear rings were added to …

Go to article

Dynamic Testing Versus Static Load Tests: Five Case Histories, Stephen S. M. Cheng, Shaheen A. Ahman Jun 1988

Dynamic Testing Versus Static Load Tests: Five Case Histories, Stephen S. M. Cheng, Shaheen A. Ahman

International Conference on Case Histories in Geotechnical Engineering

Five case histories, where the ultimate bearing capacity of the piles was evaluated by both dynamic measurements and static load tests in Southern Ontario, Canada, are presented. The ultimate bearing capacity of the piles obtained by both methods are compared and found that the ultimate bearing capacities evaluated by dynamic measurements are within 1 to 15 percent of the static load test results analysed by the Offset Limit Load Criterion. In four of the six piles evaluated, the dynamic analysis results are within 10 percent of the static load test results. The correlations have shown that dynamic analysis of pile …

Go to article

Existing Pile Load Capacity Evaluation, Alan Kropp Jun 1988

Existing Pile Load Capacity Evaluation, Alan Kropp

International Conference on Case Histories in Geotechnical Engineering

An evaluation of the capacity of piles supporting an existing five-story building became necessary when heavy new shear walls were proposed for the structure. Data regarding these piles was obtained from the soil investigation report for the project, from two pile load tests at the site, and from driving records for 229 production piles. Additional information was derived from soil borings and pile load tests for two adjacent buildings. Calculations were made of the anticipated pile capacities of piles at load test locations, and empirical correction factors developed to modify the calculated values to match the load test results. The …

Go to article

Failure Of An Oil Storage Tank, A. Verghese Chummar Jun 1988

Failure Of An Oil Storage Tank, A. Verghese Chummar

International Conference on Case Histories in Geotechnical Engineering

One of the three oil storage tanks constructed failed while being test loaded by filling with water. A detailed study of soil characteristics and the causes for the failure of only one of the three oil storage tanks is analysed in detail in the paper. A method of stabilising the weak soil for the re-construction of the tank at the same location is recommended based on laboratory studies made.

Go to article

Foundation Failure Of The St. Thomas Church, New Delhi, Devendra Sharma Jun 1988

Foundation Failure Of The St. Thomas Church, New Delhi, Devendra Sharma

International Conference on Case Histories in Geotechnical Engineering

The St. Thomas Church was built in 1933 in New Delhi. By oversight it was founded on a graveyard having graves at two levels. The comparatively heavy rains of 1958 and 1964 showed wide spread damage by differential settlement and tilting of tower. During the investigations in 1959 by the Central Building Research Institute, Roorkee, the earlier history of the site and church was examined. It was found that excessive damage had occurred in 1943 also and underpinning of foundations and buttressing of walls was done to arrest it. Collapse of graves below the foundations was the reason for damage …

Go to article

Full- Scale Load Test Of Caisson On Chicago Hardpan, Stephen A. Bucher, Raymond J. Krizek, Dimitrios K. Atmatzidis Jun 1988

Full- Scale Load Test Of Caisson On Chicago Hardpan, Stephen A. Bucher, Raymond J. Krizek, Dimitrios K. Atmatzidis

International Conference on Case Histories in Geotechnical Engineering

The results of a full-scale load test on a belled caisson bearing on hardpan in the downtown Chicago area are presented herein and are discussed in terms of current design practice and the results of other pertinent full-scale tests and a small-scale model test. Current specifications for allowable bearing pressures are shown to be conservative, and previously established settlement limits required to mobilize side resistance are reconfirmed. The settlement measured during the test is in good agreement with that predicted by use of pressuremeter test data. The confinement of the bell in a hard clay layer appears to be beneficial …

Go to article

Gbs Platform Evaluation Using Field Instrumentation, Joseph M. Keaveny, Per Magne Aas, Farrokh Nadim Jun 1988

Gbs Platform Evaluation Using Field Instrumentation, Joseph M. Keaveny, Per Magne Aas, Farrokh Nadim

International Conference on Case Histories in Geotechnical Engineering

A case history of the foundation behaviour of an offshore gravity base structure (GBS) is presented. The platform rests on an overconsolidated fissured clay, bounded, top and bottom, by pervious sand layers. Sixteen piezometers have been placed within this 30 m layer. Based on one-dimensional consolidation theory, independent analyses using both settlement and pore pressure measurements indicated a high degree of consolidation had occurred much sooner than was estimated in the initial design phase. These analyses indicated that laboratory oedometer tests underpredicted the coefficient of consolidation by one to two orders of magnitude. Updated settlements and stability analyses yielded 50% …

Go to article

Geotechnical Investigation Into Causes Of Failure Of A Gabion Retaining Wall, Edward A. Nowatzki, Brian P. Wrench Jun 1988

Geotechnical Investigation Into Causes Of Failure Of A Gabion Retaining Wall, Edward A. Nowatzki, Brian P. Wrench

International Conference on Case Histories in Geotechnical Engineering

This paper describes the post-failure analysis of a 26m long x 4m high gabion retaining wall located in a suburb of Johannesburg, South Africa. The wall had been built just beyond the toe of a natural slope with most of the gabion units resting on the bed of a small river. The river bed soils consisted of approximately 2.5 m of soft, dark-grey, silty clay underlain by massive granite bedrock. The water table at the toe of the wall was within 0.1 m of the river bed surface. Failure of the wall occurred over the weekend after backfilling to grade …

Go to article

Ground Response To Sheet Pile Installation In Clay, Richard J. Finno, Dimitrios K. Atmatzidis, Steven M. Nerby Jun 1988

Ground Response To Sheet Pile Installation In Clay, Richard J. Finno, Dimitrios K. Atmatzidis, Steven M. Nerby

International Conference on Case Histories in Geotechnical Engineering

The effects of sheet pile installation on an adjacent cohesive soil mass are described herein. Observations indicate that driving sheet pile caused pore pressures to double at some locations. These pore pressures extended further than reported in previous studies concerning driven piles. Initially pore pressures rapidly dropped, but dissipation slowed after this initial adjustment. Inclinometer and extensometer data indicate that the clay was laterally displaced up and away from the sheeting causing the ground surface to heave. The impact of this behavior on subsequent stress changes during excavation is discussed.

Go to article

Health Of Ammonia Horton Spheres And Foundations – A Case History, Gopal Ranjan, S. K. Kaushik, V. K. Gupta Jun 1988

Health Of Ammonia Horton Spheres And Foundations – A Case History, Gopal Ranjan, S. K. Kaushik, V. K. Gupta

International Conference on Case Histories in Geotechnical Engineering

Liquid Ammonia is stored under pressure in steel Horton spheres (diameter 17 m) under operating pressures of 5-6 kg/cm2. These spheres are supported on twelve steel columns, concrete pedestals, concrete ring beam and raft or pile foundation depending on the soil conditions. The continuous circular ring beam rests on 72 concrete piles each 45 mm dia and 17 to 20 m long. The second identical Horton sphere is supported on a raft foundation. The two Horton spheres have been subjected to a hydrostatic loading of 1. 7 kg/cm2 and an additional pressure of 7.3 kg/cm2 for …

Go to article

Large Horizontal Displacements Of Houses In Rotterdam, G. Hannink, A. F. Van Tol Jun 1988

Large Horizontal Displacements Of Houses In Rotterdam, G. Hannink, A. F. Van Tol

International Conference on Case Histories in Geotechnical Engineering

In 1983 it was established that six blocks of terrace houses in Rotterdam had undergone large horizontal displacements. These displacements were caused by insufficient stability of the adjacent quay and as a result one of the blocks had moved as much as 2.5 m since 1958. The foundation piles of the houses were not designed to resist any horizontal loading. As a result of these large horizontal movements the piles had deflected to such an extent that complete failure was feared. This paper describes the remedial measures that were taken to improve the stability of the quay and foundations of …

Go to article

Lipari Landfill: Leachate Containment System – Geotechnical Considerations, John Ramage Jun 1988

Lipari Landfill: Leachate Containment System – Geotechnical Considerations, John Ramage

International Conference on Case Histories in Geotechnical Engineering

The Lipari Landfill, located near Pitman, New Jersey, is a 16-acre former sand and gravel and waste disposal site that operated from 1958 through early 1970. This site was ranked the number one site in the U.S. EPA's first National Priority List of uncontrolled hazardous waste disposal sites. Site investigations and analysis of contamination both on- and off-site began in late 1979. Design of the Phase I remediation, consisting of encapsulation utilizing a vertical barrier keyed into a relatively impermeable clay layer and a cover over the entire site, began in late 1982. Construction of the leachate containment system began …

Go to article

First Prev Next Last