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Articles 32821 - 32850 of 37263

Full-Text Articles in Engineering

Damage And Remedial Measures For Buildings On Hill Slopes, Swami Saran, Gopal Ranjan, Bhawani Singh, A. S. R. Rao May 1984

Damage And Remedial Measures For Buildings On Hill Slopes, Swami Saran, Gopal Ranjan, Bhawani Singh, A. S. R. Rao

International Conference on Case Histories in Geotechnical Engineering

The paper deals with details of geotechnical investigations carried out for evaluating the reasons of damage to the buildings resting on hill slopes in northern region of India and also to evaluate the soil parameters for designing retaining walls and other remedial measures for preventing further damage to structures. Three causes of failure were identified namely (i) instability of slopes, (ii) improper design of retaining walls and (iii) differential settlement of structures. Shear strength parameters of the soil mass required for the analysis of slope stability and stability of retaining wall sections have been chosen based on three methods of …

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An Embankment On Soft Clays With Sand Drains Numerical Characterization Of The Parameters From In-Situ Measurements, A. Cancelli, A. Cividini May 1984

An Embankment On Soft Clays With Sand Drains Numerical Characterization Of The Parameters From In-Situ Measurements, A. Cancelli, A. Cividini

International Conference on Case Histories in Geotechnical Engineering

The deformation parameters of a soft lacustrine deposit, with vertical sand drains, are evaluated by means of field measurements obtained during and after the construction of a railway embankment. The geotechnical system, modelled as linearly elastic and in plane strain, is analyzed by means of the finite element method and the estimation problem is solved adopting a Bayesian approach. The experimental data, the "a priori" estimation of the parameters and their uncertainties are considered in the back-analysis. The results provide the "optimal" values of the parameters, a measure of their uncertainties and, consequently, an index of the effectiveness of the …

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Baldwin Hills Reservoir Failure, G. A. Leonards May 1984

Baldwin Hills Reservoir Failure, G. A. Leonards

International Conference on Case Histories in Geotechnical Engineering

No abstract provided.

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Behaviour Of Ramganga Dams, Bhagwat V. K. Lavania May 1984

Behaviour Of Ramganga Dams, Bhagwat V. K. Lavania

International Conference on Case Histories in Geotechnical Engineering

Two earth and boulder fill dams of height 127.6 m and 72.2 m are major structures of Ramganga River Project. Their foundation rocks are alternations of clayshale and sandrock of Middle Siwaliks. Both have thick core consisting of central zone of crushed clayshale encased by crushed sandrock zones. The clayshale and sandrock available from spillway excavations, just adjacent to these dams, were utilized as dam fill. No major problem except that of seepage control in cut off trench excavation and compaction near abutments, was encountered during construction. Both the dams are well instrumented. Their construction was completed in 1974-75 and …

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Clay Shale Foundation Slide At Waco Dam, Texas, W. R. Stroman, R. R. W. Beene, A. M. Hull May 1984

Clay Shale Foundation Slide At Waco Dam, Texas, W. R. Stroman, R. R. W. Beene, A. M. Hull

International Conference on Case Histories in Geotechnical Engineering

A major slide occurred during construction of the dam in 1961. It was caused by a combination of unusually high pore pressures in the clay shale foundation and a low residual shear strength. The dam was completed with wide berms to provide stability. Since completion there has been a very slow decrease in foundation pore pressure.

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Collapsible Soils Chashma Right Bank Canal, Izharul Haq May 1984

Collapsible Soils Chashma Right Bank Canal, Izharul Haq

International Conference on Case Histories in Geotechnical Engineering

In 1979-81 a stretch of 10 miles of Chashma Right Bank Canal was excavated and double layer brick tile lining was done. The lining was cured by flooding it with water through open drains made on either berm of lining. A couple of months after the completion of the lining, horizontal cracks were observed on either bank. Field density, moisture measurements, Soil classification and double Oedometer tests were performed. In situ water pending tests were also conducted. The observations and the test results revealed that the cracks were the consequence of collapse of silty low density soil due to saturation. …

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Controlled Breaching Of A Full Scale Clay Flood Bank, A. Marsland May 1984

Controlled Breaching Of A Full Scale Clay Flood Bank, A. Marsland

International Conference on Case Histories in Geotechnical Engineering

A mature clay flood bank was subjected to seepage and overtopping tests. Tides were simulated by pumping water into a sheet pile coffer dam enclosing the river ward side of a 18 m length of bank. Measurements were made of the seepage, the pore water pressure in the bank, and movements of the bank. Tides of increasing height were applied until finally the water started to flow over the top of the bank. Within a few minutes of the commencement of shallow overtopping a slip developed in the desiccated clay within the landward slope of the bank. This was rapidly …

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Deep Seated Base Failure And Reconstruction Work, M. Fukuoka May 1984

Deep Seated Base Failure And Reconstruction Work, M. Fukuoka

International Conference on Case Histories in Geotechnical Engineering

As an embankment was constructed on thick soft clay ground, a deep seated failure took place. A large horizontal and vertical deformation was observed along the suspected sliding surface of the deep seated failure, when sand compaction piles were driven into the foundation for the purpose of soil improvement. After the soil improvement, an embankment was going to be reconstructed, but a sliding along the old sliding surface was feared. Since the amount of lateral movement was small, effectiveness of the sand compaction piles was ascertained. This paper presents a case record of this work.

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Design And Performance Of Horizontal Drains, J. H. Kleppe, G. M. Denby May 1984

Design And Performance Of Horizontal Drains, J. H. Kleppe, G. M. Denby

International Conference on Case Histories in Geotechnical Engineering

The paper presents a comparison of field and analytical data regarding the performance of horizontal drains installed to stabilize a landslide. Results of the comparison provide generalized guidelines with which to design drain spacing, length and position. The most significant conclusions are, firstly, that horizontal drains were able to successfully depressurize a silty fine sand with up to 60% silt; secondly, that the ultimate drawdown that can be achieved by slotted horizontal drains in fine-grained soils is controlled primarily by the elevation of the drain; and thirdly; that the design drain spacing is dependent primarily on the initial drawdown response …

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Discussions And Replies, Multiple Authors May 1984

Discussions And Replies, Multiple Authors

International Conference on Case Histories in Geotechnical Engineering

No abstract provided.

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Earth Dams At Nuclear Power Plants, R. Pichumani, D. C. Gupta, L. W. Heller May 1984

Earth Dams At Nuclear Power Plants, R. Pichumani, D. C. Gupta, L. W. Heller

International Conference on Case Histories in Geotechnical Engineering

Many of the nuclear power plants under operation or construction use earth dams to impound cooling water for the safe shutdown of the plants in an emergency. The U.S. Nuclear Regulatory Commission reviews the licensee s design and analysis of the dams associated with the nuclear plants. An example of an earth dam includ1ng its unusual design features such as a high phreatic surface and a zoned blanket dra1n, safety analyses, and performance monitoring is given. Where well established procedures have been properly implemented during design, analysis, and construction and when supported by field monitoring and periodic inspections, the dams …

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Efficacy Of Grout Curtain At Ramganga Dam, M. C. Goel, B. N. Sharma May 1984

Efficacy Of Grout Curtain At Ramganga Dam, M. C. Goel, B. N. Sharma

International Conference on Case Histories in Geotechnical Engineering

The analysis of foundation piezometer records at main dam and saddle dam of Ramganga Project, has indicated that the single row grout curtain at main dam, is ineffective so far as the hydrostatic pressure reduction in foundation is concerned, whereas under similar conditions, upstream impervious blanket at saddle dam, is more effective in pressure reduction. Experimental test results by electrical analogy technique using graphite paper, has indicated that in case of Ramganga main dam, the total net pressure reduction for fully effective grout curtain would have been only 25%. The design curve for efficiency versus different openings in grout curtain …

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Embankments Built Over Swamps, Samuel Y. Ng, James C. Rudd May 1984

Embankments Built Over Swamps, Samuel Y. Ng, James C. Rudd

International Conference on Case Histories in Geotechnical Engineering

Time and environmental constraints necessitated the development of unique methods for building earthen embankments over very deep and soft swamp deposits. Three case histories are presented. Construction techniques included alternate strip embankments, use of flexible vertical and horizontal drains, use of wood chips and high strength geotextile and the conventional stage and preloading techniques. In all cases, field instrumentation including pore-pressure/settlement transducers was installed to monitor the fill placement. The monitoring results were fed into a computer to determine the safety factor against shear failure and amount of settlement. The field monitoring results and predicted values agreed very well.

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Evolution Of Design And Construction Of Lornex L-L Tailings Dam, M. D. (Dal) Scott, Robert C. Lo May 1984

Evolution Of Design And Construction Of Lornex L-L Tailings Dam, M. D. (Dal) Scott, Robert C. Lo

International Conference on Case Histories in Geotechnical Engineering

The evolution of the Lornex tailings disposal facility, in particular the Lower L-L Dam, throughout the design and construction phases is presented with the emphasis on how economic considerations have dictated this process. Major episodes described here include: the early conversion to an energy efficient t wo-dam storage scheme, the reduction of the size of the L-L Starter Dam, the buttressing of the Starter Dam in an area involving soft foundations, and the development of hydraulic means to use cycloned tailings sand for annual raising of the L-L Dam. Extensive instrumentation was installed to monitor the performance of the L-L …

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Failure Of A Dredged Slope In A Sensitive Clay, D. P. Lagatta, S. L. Whiteside May 1984

Failure Of A Dredged Slope In A Sensitive Clay, D. P. Lagatta, S. L. Whiteside

International Conference on Case Histories in Geotechnical Engineering

During construction of a new wharf facility in Portland, Maine, an underwater slope failed during dredging and subsequent driving of piles through the slope. The construction and failure of the slope are described. The major factors which contributed to the failure were: 1) high sensitivity of the silty clay, 2) placement of riprap on the crest of the slope to 4 to 6 ft above the design elevation, 3) method of dredging which caused high shear stresses and probable disturbed zones near the toe of the slope, 4) dredging slope steeper than design slope, 5) pile driving causing localized disturbed …

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Failure Of An Embankment On Soft Clay, M. K. Yegian, Hugo Perez Lasalvia May 1984

Failure Of An Embankment On Soft Clay, M. K. Yegian, Hugo Perez Lasalvia

International Conference on Case Histories in Geotechnical Engineering

The failure of an embankment during its construction on soft clay foundation is investigated. Field and laboratory data are used in conventional slope stability analyses to explain the cause of the failure and to evaluate the in-situ undrained shear strength of the clay which was later used in the design of the replacement dike. The results indicate that whereas the stiff embankment having a well compacted core was initially stable on the soft clay, subsequent cracking of the core due to undrained deformations reduced the shearing resistance of the dike thus, initiating the failure. The dike was eventually reconstructed in …

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Failure Of Micaceous Waste Tailings Dam, W. F. Brumund May 1984

Failure Of Micaceous Waste Tailings Dam, W. F. Brumund

International Conference on Case Histories in Geotechnical Engineering

The paper describes the failure and reconstruction of an 80 ft. high, 8 acre tailings impoundment in Western North Carolina. The darn was constructed using the upstream method of construction. The coarse fraction of the tailings was used as embankment construction materials; these consisted of coarse to fine sands. The fine fraction tailings consisted of low density, relatively low plasticity, layered fine sands and fine sandy silts with frequent inter bedding of micaceous silty clays. Although a 20.0 ft. section of the darn failed, the fine saturated tailings did not liquefy but rather slumped into the breach. Reconstruction was complicated …

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Failure Slope In Clay Shales In Aratu Bay - Brazil, R. B. Guimarães May 1984

Failure Slope In Clay Shales In Aratu Bay - Brazil, R. B. Guimarães

International Conference on Case Histories in Geotechnical Engineering

Three slides at the same slope, 35m high, on clay shale are analysed. Geological and geotechnical features are shown. Back analysis from the last two slips and sensitivity analysis were done. Good predictions and mistakes are shown.

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General Report For The Theme Three – Case Histories In Dams, Embankments And Slopes, D. E. Kleiner May 1984

General Report For The Theme Three – Case Histories In Dams, Embankments And Slopes, D. E. Kleiner

International Conference on Case Histories in Geotechnical Engineering

Of the approximately forty papers submitted for sessions 3A and 3B on Case Histories in Dams, Embankments and Slopes, eighteen specifically discuss dams, foundations for dams or tailings dams. Table 1 presents a capsule summary of those papers that discuss dams and their foundations. Table 2 is a similar capsule summary of the five papers that discuss performance, design and/or construction of tailings dams or spoil piles. This general report summarizes and comments on the papers listed in Tables 1 and 2, presents several abbreviated case histories that parallel those presented in the papers, comments on several points not covered …

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Grand Coulee Riverbank Stabilization – Case History Of The Design Of Remedial Measures, J. Lawrence Von Thun May 1984

Grand Coulee Riverbank Stabilization – Case History Of The Design Of Remedial Measures, J. Lawrence Von Thun

International Conference on Case Histories in Geotechnical Engineering

Planned peaking operations at Grand Coulee Dam will cause river fluctuations of up to 1 feet daily for the authorized plant and up to 38 feet daily for a proposed plant expansion. Treatment of the historically unstable riverbanks was required to offset the destabilizing effect of the peaking operations. Consideration of the geologic history of the bank materials, estimation of future pore pressure conditions, formulation of the stabilization criteria, and the success in reducing pore pressure levels in varved clays in the bank were some of the important aspects of this project.

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Lake Monona Causeway - Madison, Wisconsin, Usa, W. W. Warzyn, C. A. Stoll May 1984

Lake Monona Causeway - Madison, Wisconsin, Usa, W. W. Warzyn, C. A. Stoll

International Conference on Case Histories in Geotechnical Engineering

In 1965 and 1966, a 3,500’ long, hydraulically-placed, highway embankment was constructed over the very soft lakebed deposits of Lake Monona. The compressible deposits, which ranged in thickness from 40’ to 80’, included marl, organic silt and silty clay. An incipient shear failure occurred near the end of the 1965 construction season, necessitating embankment design and construction modifications. Pertinent slope stability and settlement data are summarized, as are time dependent changes in in-situ subsoil parameters. Measured settlements, which currently range from 3’ to more than 12’, agree well with basic consolidation theory and engineering predictions formulated at project inception. General …

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Lessons From Embankment Dam Accidents. An Introduction, V. Perlea May 1984

Lessons From Embankment Dam Accidents. An Introduction, V. Perlea

International Conference on Case Histories in Geotechnical Engineering

More than 500 records of embankment dam failures and accidents all over the world, were collected and statistically processed from many points of view. The causes of troubles were classified using a comprehensive scheme. It was found that overtopping is the main cause of failures and of causalities also. Most of troubles affected small earth darns. More than 50% failures and accidents occurred during construction or in the first two years of operation. The study is completed with an Appendix containing data on all considered events, this giving the possibility to check up, to correct the possible errors and to …

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Long Term Failure In Compacted Clay Slopes, A. E. Templeton, G. L. Sills, L. A. Cooley May 1984

Long Term Failure In Compacted Clay Slopes, A. E. Templeton, G. L. Sills, L. A. Cooley

International Conference on Case Histories in Geotechnical Engineering

The results of field, laboratory, and analytical investigations of recurring slope failures along the Mississippi River Levee are presented. Observations from slide trenching operations are described. Laboratory measured shear strengths are compared to effective strengths at failure "back-calculated" for two slides. Factors influencing the long term behavior of the levee materials and the mechanism of failure are discussed.

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Open Pit Mine Rock Dump Geotechnical Evaluation, Z. M. Zovodni, J. D. Tygesen, S. C. Pereus May 1984

Open Pit Mine Rock Dump Geotechnical Evaluation, Z. M. Zovodni, J. D. Tygesen, S. C. Pereus

International Conference on Case Histories in Geotechnical Engineering

Open pit mining generally involves moving large quantities of waste rock to disposal areas which are usually located near the mine. This waste rock must be disposed of in a safe, economical, and environmentally acceptable manner. The stability of the waste dump depends to a great extent on the physical properties of the underlying foundation. Information must be obtained to define and assess the strength, consolidation, distribution, topographic and hydrogeologic properties for the foundation materials. Methods for obtaining estimates of the material properties include: laboratory and field testing, back analysis, and indirect estimates from other material properties. Mining operations in …

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Peculiar Behaviour Of The Manicouagan 3 Dam's Core, O. Dascal May 1984

Peculiar Behaviour Of The Manicouagan 3 Dam's Core, O. Dascal

International Conference on Case Histories in Geotechnical Engineering

The presence of some horizontal or subhorizontal zones of weakness (cracks or decompressed layers) led to high pressure development in the downstream part of the relatively wide till core of Manic 3 dam. A short description of the investigation works to determine the location of the weakness zones and an analysis of the causes which produced these zones are presented in this paper.

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Performance Of A Stone Column Supported Embankment, R. R. Goughnour, R. D. Barksdale May 1984

Performance Of A Stone Column Supported Embankment, R. R. Goughnour, R. D. Barksdale

International Conference on Case Histories in Geotechnical Engineering

The proposed expansion of ramps connecting Interstate Route 664 with Interstate Route 64 at Hampton, Virginia involved numerous high embankments and bridge structures over marshlands. Potential problems of embankment stability and excessive long term, post construction settlements were further complicated by very strict environmental constraints on acceptable construction methods. The solution chosen was stabilization of the in situ soils by the installation of stone columns. A description is given of stone column design, construction, field embankment instrumentation, and embankment performance for the first two years of operation. Four theories for predicting settlements of stone column reinforced ground are briefly reviewed. …

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Performance Of An Embankment On Peat, R. E. Olson May 1984

Performance Of An Embankment On Peat, R. E. Olson

International Conference on Case Histories in Geotechnical Engineering

A widely held view is that rates of compression of peats are controlled by secondary effects and thus cannot be analyzed using primary consolidation theory. Data are presented here for the time rates of settlement of an embankment on peat. Theoretical analyses based on laboratory vertical and radial flow consolidation tests, and utilizing a finite difference scheme, indicated that the soil had undergone a degree of mass flow and was disturbed during or before jetting of sand drains, but that the field settlements could be predicted rationally using primary consolidation theory.

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Performance Of Trial Embankment On Soft Clay, T. Shibata, H. Sekiguchi May 1984

Performance Of Trial Embankment On Soft Clay, T. Shibata, H. Sekiguchi

International Conference on Case Histories in Geotechnical Engineering

This paper is concerned with the interpretation of the observed and predicted performances of a full-scale trial embankment, which was constructed for the design purposes regarding a new bypass road to be constructed over soft clay adjacent to existing structures. The prediction based on the finite element analyses and the determination of soil parameters are briefly outlined. The results of comparison show adequate agreement between the predicted and observed field time-dependent deformation behavior throughout the entire loading history. However, if the predictions from the present FE-analyses are made by using the soil parameters measured in the laboratory, a correction factor …

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Performances Of Some Embankment Dams In India, T. Ramamurthy May 1984

Performances Of Some Embankment Dams In India, T. Ramamurthy

International Conference on Case Histories in Geotechnical Engineering

The performance in terms of pore pressure and deformation of five earth and earth-rock-fill dams is briefly presented. These darns are located in different geologic formations. Their pore pressure response has been low due to relatively longer construction periods. The deformation behaviour has been similar to the dams constructed earlier. The valley ratio seems to influence the strain condition along the height and longitudinal axis of the embankment darn.

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Powerhouse Slope Behavior, Fort Peck Dam, Montana, J. V. Hamel, G. S. Spencer May 1984

Powerhouse Slope Behavior, Fort Peck Dam, Montana, J. V. Hamel, G. S. Spencer

International Conference on Case Histories in Geotechnical Engineering

Landslides occurred in the Bearpaw shale slope adjacent to the powerhouses at Fort Peck Dam in the geologic past. Excavation of the slope toe for construction of reservoir outlet works in 1934 initiated progressive sliding of colluvium which continued to 1974. The active slide area had an average movement rate of 4 ft/yr from 1944-1945 and average movement rates of 1-2 ft/yr from 1953-1971. These movements caused no distress to the powerhouses or other facilities. In 1974, the slope was stabilized by excavating 1.6 x 106 cu. yd. of material, resulting in a 1 on 6 overall slope. A field …

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