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Geotechnical Engineering

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Articles 4081 - 4110 of 4581

Full-Text Articles in Engineering

Design And Construction Of Geocell Mattress As Embankment Foundation, Alistair J. T. Gilchrist Jun 1988

Design And Construction Of Geocell Mattress As Embankment Foundation, Alistair J. T. Gilchrist

International Conference on Case Histories in Geotechnical Engineering

This paper describes the use of a high strength Geocell mattress as a new solution to the problem of the construction of embankments on soft foundations. The paper deals in detail with the design of the Geocell mattress to support and distribute the imposed loading onto soft foundation. It considers the plastic condition of the soft clay to determine the factor of safety against foundation failure. Two case studies will be examined to illustrate the construction techniques. Monitoring of settlement during construction of the Geocell and during embankment filling is compared with predicted values.

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Design And Performance Of Arena Dam, James R. Schneider, Roger W. Lindquist, George K. Sammy Jun 1988

Design And Performance Of Arena Dam, James R. Schneider, Roger W. Lindquist, George K. Sammy

International Conference on Case Histories in Geotechnical Engineering

Arena Dam is located in north-central Trinidad, West Indies. The dam forms a 35,000-acre-foot reservoir, which serves as the main raw water storage facility for Trinidad. The 1.6-million-cubic-yard earthfill embankment has a crest elevation 80 feet above the original streambed. The upstream-sloping core is composed of dispersive clay. The shells are composed of compacted fine sand and silty fine sand. The dam is founded on deep, stiff, fissured clay deposits interbedded with sand. The project is located approximately 12 miles from the El Pilar Fault, a major Caribbean fault with seismic activity comparable to that of the San Andreas Fault …

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Evaluation Of The Failure Of An Important Dike In The Netherlands, J. Dekker Jun 1988

Evaluation Of The Failure Of An Important Dike In The Netherlands, J. Dekker

International Conference on Case Histories in Geotechnical Engineering

Flood embankments are extensively used in the lower Meuse-Rhine delta to contain the rivers & to protect the towns & the polders below mean sea level. Stability of these embankments is by their nature crucially important & has to be considered under a variety of conditions, from their staged construction or strengthening to their long term behaviour. ln 1984 the landside slope of such a recently heightened & enlarged embankments constructed on a weak post-glacial peat & clay deposit, failed over a length of about 100 m causing the demolition of 4 houses & necessitating extensive stabilization works. A precise …

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Hydrostatic Pressure At A Soil-Structure Interface, R. Craig Findlay Jun 1988

Hydrostatic Pressure At A Soil-Structure Interface, R. Craig Findlay

International Conference on Case Histories in Geotechnical Engineering

A case history of hydrostatic pressure development along the soil-structure interfaces of a water retaining structure is discussed in this paper to illustrate the use of instrumentation to verify expected performance during construction. For the project described, the development of hydrostatic pressure along the soil-structure interface during and after head pond watering was monitored using pneumatic piezometers. Monitoring of the piezometers detected a high hydrostatic pressure caused by a leaky contraction joint seal. Subsequent repair of the seal reduced water levels along the interface to expected levels, resulting in successful operation of the facility.

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Iron Gates Ii: Design And Performance Of Dams – Geotechnical Considerations, I. I. Corda Jun 1988

Iron Gates Ii: Design And Performance Of Dams – Geotechnical Considerations, I. I. Corda

International Conference on Case Histories in Geotechnical Engineering

The first part of this paper briefly presents the concept of design and construction of the Iron Gates II dams. The paper will concentrate on the works performed by the author for geotechnical investigations concerning the foundation and embankment materials. Based on the in situ investigations and large scale laboratory test data the numerical analysis for earth darn was carried out. In the second part, the observation and instrumented behaviour of foundations material were related to particular aspects: river left bank instability and earth dam connection; foundation rebound during excavation for concrete structures; settlements, pore pressures and total pressures monitoring …

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Overview Of Highland Valley Tailings Storage Facility, M. D. Scott, E. J. Klohn, R. C. Lo, Ken K. Lum Jun 1988

Overview Of Highland Valley Tailings Storage Facility, M. D. Scott, E. J. Klohn, R. C. Lo, Ken K. Lum

International Conference on Case Histories in Geotechnical Engineering

This paper presents key features of the Highland Valley tailings storage facility comprising two tailings dams, a 107 m high H-H Dam and a 166 m high L-L Dam. The construction history to date including instrumentation observations is also reviewed. Although the tailings facility is situated in a low to moderate seismic area within the Interior Plateau of British Columbia, potential earthquake sources that might have an impact on the site have been carefully assessed. Both dams are designed to have adequate seismic resistance against design earthquakes appropriate for the site. The L-L Dam valley section, involving soft lacustrine deposits …

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Performance Evaluation Of Rarem Dam, M. C. Goel, Djoko Mudjihardjo Jun 1988

Performance Evaluation Of Rarem Dam, M. C. Goel, Djoko Mudjihardjo

International Conference on Case Histories in Geotechnical Engineering

28.0 m high zoned Rarem dam in Indonesia was instrumented with hydraulic piezometers, electrical Carlson type piezometers Cassagrande type vertical stand pipe piezometers, inclinometers, and surface settlement points. The analysis of observational data has indicated that settlement took place almost simultaneously with construction of dam and reservoir filling. Very low construction pore pressures were observed and phreatic line developed almost simultaneously with reservoir filling. The results of efficiency of grout curtain based on electrical analogy model studies are also discussed in the paper.

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Performance Of A Harbor Embankment, D. G. Anderson, J. G. Dehner, T. B. King Jun 1988

Performance Of A Harbor Embankment, D. G. Anderson, J. G. Dehner, T. B. King

International Conference on Case Histories in Geotechnical Engineering

An instrumentation program to monitor deformations and pore pressures in foundation soils during construction of a container wharf and backlands fill at the Port of Los Angeles is described in this paper. Inclinometers, vertical settlement systems, and pneumatic pore-pressure transducers were used to monitor the performance of a silty clay during various phases of container wharf and backlands construction. Results of the monitoring program and their impacts on wharf construction are presented and discussed. Instrumentation program refinements that were required during data gathering and interpretation are also noted.

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Performance Of An Instrumented Earth Dam With Fat Clay Core, T. S. Mathur, R. M. Willis Jun 1988

Performance Of An Instrumented Earth Dam With Fat Clay Core, T. S. Mathur, R. M. Willis

International Conference on Case Histories in Geotechnical Engineering

Heavily instrumented dams are unusual in the Midwestern United States. Council Bluff Dam, Missouri, USA has an embankment that provides monitoring by piezometers, inclinometer, settlement plates, earth pressure cells, extensometers, tiltmeters, and datum plates. The collection, evaluation, and discussion of the data and instruments give insight into embankment performance. Emphasis has been placed on monitoring after construction.

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The Behaviour In Time Of Ripa Albastra Dam Impervious Bentonitic Core, Aurel I. Hârsulesca Jun 1988

The Behaviour In Time Of Ripa Albastra Dam Impervious Bentonitic Core, Aurel I. Hârsulesca

International Conference on Case Histories in Geotechnical Engineering

The paper presents the results of laboratory and field research, the execution and behaviour under operation of the Rîpa Albastră earth dam, the first Romanian dam with an impervious core achieved by the mechanical mixture of fine-medium sands and bentonite. The dam structure and the geomorphological condition in the area are described. Further, the types of soils extracted from the dam quarry are described, together with their outstanding geotechnical characteristics in both natural and compacted state. The paper continues by describing the physico-chemical properties of seven Romanian bentonites used in laboratory tests, as compared to some foreign bentonites of notoriety, …

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The Probability Of Failure Of An In Stages Constructed Embankment On Soft Soil, R. J. Termaat, E. O. F. Calle, R. O. Petschl Jun 1988

The Probability Of Failure Of An In Stages Constructed Embankment On Soft Soil, R. J. Termaat, E. O. F. Calle, R. O. Petschl

International Conference on Case Histories in Geotechnical Engineering

During construction of the first one of a twin dam in the Oosterschelde basin several instabilities occurred. Design of the construction plan of the dam was based on classical methods of analysis of stability and usually applied safety criteria. Back analysis of the failures consisted of a probabilistic analysis, indicating high overall probabilities of failure, and FEM analysis, indicating areas of large plastic deformation of the subsoil, caused by the steep setup of the sandfill in 'the initial construction stage, resulting in too concentrated surcharge. Based on these results, it was decided to apply these methods of analysis from the …

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Unusual Behaviour Of An Earth-Rockhill Dam, D. Abolhassani, F. Bahrami-Samani, R. P. Brenner Jun 1988

Unusual Behaviour Of An Earth-Rockhill Dam, D. Abolhassani, F. Bahrami-Samani, R. P. Brenner

International Conference on Case Histories in Geotechnical Engineering

The post-construction behaviour of a 47.5 m high and 700 m long earth-rockfill dam, located in northwestern Iran, is described. The embankment dam is founded on Tertiary rock on both abutments, but in the river channel it rests on alluvial deposits of variable composition and thickness. Since the first impoundment, the dam has undergone large deformations, both in vertical and in horizontal directions. These have resulted in unusual differential settlements, visible along the crest, and have produced wide longitudinal cracks in the asphalt pavement of the crest road. The principle features of the dam are described and selected monitoring results …

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Dynamic Cross Interaction Effect Piles, Surendra Kumar Jun 1988

Dynamic Cross Interaction Effect Piles, Surendra Kumar

International Conference on Case Histories in Geotechnical Engineering

Performance study of a machine foundation for 11,000 cpm, high speed, synthesis gas compressor has been carried out to verify the maximum amplitudes of vibrations determined from the dynamic analysis. The frame type concrete foundation rests on a group of concrete piles. The concrete piles are of 0.45 m dia, 17 m long, driven cast-in-situ. The paper reports the difference in the observed and computed amplitudes which may be due to the interaction of the neighbouring foundation on which the another compressor is running simultaneously.

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Dynamic Response Of An Actual Hammer Foundation, A. S. Arya, S. Saran, S. Bandyopadhyay Jun 1988

Dynamic Response Of An Actual Hammer Foundation, A. S. Arya, S. Saran, S. Bandyopadhyay

International Conference on Case Histories in Geotechnical Engineering

During the operation of Hammers and other shock producing machines, strong dynamic effects are generated which depend on the interaction between the different elements of the system. A simple two-degree of freedom system comprising of mass and spring, may offer reasonable result. Better result may be obtained by Wave Equation approach. This paper compares these two numerical schemes with the observed behavior of one Belt-drop stamping hammer.

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Geotechnical Services For A Bridge In A Seismic Area, Filippo Ciuffi Jun 1988

Geotechnical Services For A Bridge In A Seismic Area, Filippo Ciuffi

International Conference on Case Histories in Geotechnical Engineering

The purpose of this paper is to describe the different stages and the final results of the geotechnical investigations and foundation design for a bridge in a seismic area, in the south of Italy. Particular attention is given to the procedure followed to study dynamic soil-pile interaction. Also described in summary fashion are a number of “borehole shear tests” carried out and their results.

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Influence Of Pile Driving On Characteristics Of Liquefiable Soils, Qiao Taiping, Liu Huishan Jun 1988

Influence Of Pile Driving On Characteristics Of Liquefiable Soils, Qiao Taiping, Liu Huishan

International Conference on Case Histories in Geotechnical Engineering

This paper offers a case of pile foundation supporting a 18-storied building rested on liquefiable sandy layers. The soil densities and the bearing capacities of piles both increased after pile driving. It is suggested that the influence of densification caused by pile driving should be considered in the case of dense spacing and large amount of piles. The formulas for sand piles are suggested for primary estimation of densification effect of pile driving.

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In-Situ Determination Of Dynamic Properties Of Soil For Foundation Of A Turbo-Generator, V. D. Miglani Jun 1988

In-Situ Determination Of Dynamic Properties Of Soil For Foundation Of A Turbo-Generator, V. D. Miglani

International Conference on Case Histories in Geotechnical Engineering

The paper presents a case history of performance and analysis of results of vertical & horizontal resonance tests on a standard concrete block in a well, for in-situ determination of dynamic properties of soil required for design of a turbo-generator, under unusual conditions of high water table. Pumping from the two wells constructed for lowering the water level was not enough and pumping from within the main well had to be resorted to bring down the water level to a little below the top surface of the model block. As expected, amplitude versus frequency curves for vertical resonance test showed …

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Reliability Of A Wave Equation Analysis In The Estimation Of Static Bearing Capacity Of A Vertical Pile--A Case Study, S. Bandyopadhyay, M. K. Gupta, A. S. Arya Jun 1988

Reliability Of A Wave Equation Analysis In The Estimation Of Static Bearing Capacity Of A Vertical Pile--A Case Study, S. Bandyopadhyay, M. K. Gupta, A. S. Arya

International Conference on Case Histories in Geotechnical Engineering

Application of wave equation, in the analysis of pile behavior, under dynamic loading has started with Smith [9]. This paper presents a modified explicit numerical scheme, based on Smith's approach, which retains the simplicity and minimum storage requirement of Smith's scheme but offers a faster and more accurate solution near critical time step. Bearing capacity of pile is estimated through Poulos [8) scheme, after evaluating dynamic properties of soil from set value through this modified scheme. Observed load test results establish a good promise for this analysis.

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The Effect Of Foundation Shape On Dynamic Parameter Of Bases, Duan Shiwei Jun 1988

The Effect Of Foundation Shape On Dynamic Parameter Of Bases, Duan Shiwei

International Conference on Case Histories in Geotechnical Engineering

It has been proved that the shape of foundation and its base side ratio affect the dynamic rigidity of sliding-rotation vibration of bases. Based on plenty of laboratory tests in a small sides the computing formulas of rigidity and damping of base considering the effect of base side ratio are put forward.

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Theory And Experiment Of Hammer Foundation Vibration, Pan Fulan Jun 1988

Theory And Experiment Of Hammer Foundation Vibration, Pan Fulan

International Conference on Case Histories in Geotechnical Engineering

The foundation of 1~16t hammer have been calculated with five calculation models and compared with the test data of the foundation and anvil for the hammer 1t, 2t, 3t, 5t, 10t and 16t built on the loess clayey loam stratum. The results show: (1) In the design of hammer foundation, calculation with model of two-degree-freedom and damped agrees rather better with the actual measurement. (2) The coefficient of subgrade compression rigidity increases with the increase of the depth of soil stratum. Both accurate calculations of the coefficient of subgrade compression rigidity and effected depth under the hammer foundation are most …

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A Foundation Failure In Philadelphia, W. B. Fergusson, E. F. Glynn Jun 1988

A Foundation Failure In Philadelphia, W. B. Fergusson, E. F. Glynn

International Conference on Case Histories in Geotechnical Engineering

The foundation failure of the 22 story, steel framed, federal courthouse in Philadelphia occurred because of an inadequate geotechnical assessment of a complex geological condition. The founding elevations for caissons were improperly determined on materials that could not sustain the design load. This condition was further complicated by the presence of groundwater and poor concrete construction practices. These conditions resulted in an extensive and costly remedial measures which included a grouting program and the replacement of 14 faulty caissons.

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Anchored Bulkhead Failure On The Arabian Gulf, Jonathan J. Grosch, Khalifa S. Al-Yahyai Jun 1988

Anchored Bulkhead Failure On The Arabian Gulf, Jonathan J. Grosch, Khalifa S. Al-Yahyai

International Conference on Case Histories in Geotechnical Engineering

A 1500-m long anchored bulkhead with a height of 20m exhibited a localized failure in the form of broken and overstressed anchors several months after construction. The wall had not yet been subjected to its full design loadings. The soil conditions in the failure area differ from those occurring along the rest of the quay wall by the presence of a very soft silt/clay layer, and during construction the wall had been strengthened in this area. Post-failure analysis of the anchored bulkhead indicated that the primary cause of the failure was overly optimistic design assumptions for the strength of the …

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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.

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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 …

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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. …

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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 …

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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 …

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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 …

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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 …

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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 …

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