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Articles 4021 - 4050 of 4582

Full-Text Articles in Engineering

The Rehabilitation Of Terminal 2 – A Case History, D. J. Hardin, M. L. Byington, S. V. Mills Jun 1988

The Rehabilitation Of Terminal 2 – A Case History, D. J. Hardin, M. L. Byington, S. V. Mills

International Conference on Case Histories in Geotechnical Engineering

The Port of Portland, Oregon recently completed the rehabilitation of the downstream portion of Terminal 2. The project included the placement of more than 1 million cy of dredged hydraulic sand fill and the construction of a 1,400-ft-long pile-supported wharf. Up to 60 ft of sand fill was placed over soft, submerged sediments. The silt along the toe of the slope was removed prior to placing the fill. No shear failures or mudwaves were detected during filling. The fill induced settlements of up to 63 in., which agreed well with the predicted maximum settlement of about 60 in. Underwater sand …

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The Use Of Synthetic Liner And/Or Soil-Bentonite Liner For Groundwater Protection, Harl D. Sharma, Paul Kozicki Jun 1988

The Use Of Synthetic Liner And/Or Soil-Bentonite Liner For Groundwater Protection, Harl D. Sharma, Paul Kozicki

International Conference on Case Histories in Geotechnical Engineering

This paper briefly reviews the various liner materials, their properties and applications to prevent contaminate spread into the groundwater. Following this, two cases have been described that cite the use of two liner types for this purpose. One case provides the details of designing the reinforced CPE liner and its under-drainage system to store the fluids at a new petrochemical plant. The second case provides the details of designing and constructing a soil-bentonite liner for aerated lagoon facilities.

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Past Proceedings: Second International Conference On Case Histories In Geotechnical Engineering, St. Louis (1988), Multiple Authors Jun 1988

Past Proceedings: Second International Conference On Case Histories In Geotechnical Engineering, St. Louis (1988), Multiple Authors

International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics

No abstract provided.

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Second International Conference On Case Histories In Geotechnical Engineering, Multiple Authors Jun 1988

Second International Conference On Case Histories In Geotechnical Engineering, Multiple Authors

International Conference on Case Histories in Geotechnical Engineering

No abstract provided.

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Organizing Committee, Multiple Members Jun 1988

Organizing Committee, Multiple Members

International Conference on Case Histories in Geotechnical Engineering

No abstract provided.

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Author's Index, Multiple Authors Jun 1988

Author's Index, Multiple Authors

International Conference on Case Histories in Geotechnical Engineering

No abstract provided.

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Site Of An Oil Producing Property, H. Dezfulian Jun 1988

Site Of An Oil Producing Property, H. Dezfulian

International Conference on Case Histories in Geotechnical Engineering

An assessment of a 6.78-acre parcel of oil-producing land with one active, seven idle, and two abandoned oil wells was performed. Following the collection and review of site data, an evaluation was made of the toxic properties of on-site soils for the presence of hazardous substances. Soil samples were collected by advancing boreholes at eight locations. These locations were selected on the bas is of the results of an aerial photographs review, a geophysical survey, and statistical sampling design techniques. An analytical program was conducted to test for chemicals that would likely be present from the oil field operations. It …

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A Case History Of Tehri Tunnels, B. Prabhakar, J. L. Jethwa, B. Singh Jun 1988

A Case History Of Tehri Tunnels, B. Prabhakar, J. L. Jethwa, B. Singh

International Conference on Case Histories in Geotechnical Engineering

Tehri Dam Project, a multipurpose river valley project, is being constructed in Garhwal, Himalaya. The project consists of a 260 m high earth and rock fill dam with a clay core, four diversion tunnels each of 11 m finish diameter, four head race tunnels each of 8.5 m finish diameter and two underground powerhouses cavities each measuring 180 m long, 49.5 m high and 21.5 m wide. The project is located near the district headquarters of Tehri in the state of Uttar Pradesh. The rock masses in the project area are fragile, tectonically active and geologically disturbed. The terrain is …

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A Study Of A Road Landslide In Puerto Rico, C. Rodriguez-Pérez, L. Vázquez Castillo, C. Rodriguez-Molina, A. Vázquez Castillo Jun 1988

A Study Of A Road Landslide In Puerto Rico, C. Rodriguez-Pérez, L. Vázquez Castillo, C. Rodriguez-Molina, A. Vázquez Castillo

International Conference on Case Histories in Geotechnical Engineering

Numerous landslides have plagued the construction of a 1.3 mile road sector in the mountainous region of central Puerto Rico. The area is underlain by a sequence of landslide deposits overlying a muddy limestone and hard overconsolidated clayey soils. Landslides have occurred in both cuts and fills that have delayed the road construction for a period of more than two years, bringing as a result, great economic losses for the Puerto Rico Highway Authority. The landslide trigger mechanism has been intimately related to high rainfall, commonly observed in this region. The geotechnical and geological studies performed previous to the construction …

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Case History Of Maneri-Uttarkashi Power Tunnel, R. K. Goel, J. L. Jethwa, B. Singh Jun 1988

Case History Of Maneri-Uttarkashi Power Tunnel, R. K. Goel, J. L. Jethwa, B. Singh

International Conference on Case Histories in Geotechnical Engineering

A 8.56 km long circular tunnel of 4.75 m diameter has been constructed under Maneri hydel project on the river Bhagirathi. The tunnel passes alternatively through quartzitic and metabasic rock formations of the young Himalayan terrain. Tunnel excavation was started from four faces, one at the upstream end at maneri, two from an intermediate adit at Heena, and one at the downstream end near Uttarkashi where a 80 MW surface powerhouse is located. In excavating the tunnel from different faces, the problems of tunnel face collapse with heavy ingress of water, cavity formations and large tunnel closures leading to buckling …

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Rock Response In A 12-M Tunnel Through A Zone Of Low Strength, R. D. Prager, G. S. Grainger, R. L. Butts Jun 1988

Rock Response In A 12-M Tunnel Through A Zone Of Low Strength, R. D. Prager, G. S. Grainger, R. L. Butts

International Conference on Case Histories in Geotechnical Engineering

At the Rocky Mountain Pumped Storage Project a 12 meter diameter power tunnel was excavated through sedimentary rock for 760 meters. Approximately 10% of this tunnel was through Pennington shale that is described as a dark gray massive organic shale. This paper will describe the methods of testing .and rock characterization, the results of instrumentation and monitoring, and the post-construction testing program for the excavation, and conclude with a discussion of the observed rock response in relation to the measured strength and deformation properties. This particular zone of the tunnel required the addition of longer rockbolts, and a discussion of …

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Stability Check Of Escarpment Using Finite Element Method, P. S. Khare, S. G. Kulkarni, S. L. Mokhashi Jun 1988

Stability Check Of Escarpment Using Finite Element Method, P. S. Khare, S. G. Kulkarni, S. L. Mokhashi

International Conference on Case Histories in Geotechnical Engineering

The valve house of the Tons Hydel Project, Madhya Pradesh, India is located just adjacent to a steep escarpment. The stability analysis of scarp near the valve house was made by the Central Water and Power Research Station, using finite element method. The problem was treated as a plain strain case. The analysis under self weight and with seepage forces indicated tensile stresses less than 4 kg/cm2 in the scarp. A proposal by the project authorities namely removing rock in the area above R.L.230 m at 74 degrees and filling lean concrete below the overhang was found to provide …

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The Great Landslides In The East-Maritza Open-Cast Mines (Bulgaria) – A Theoretical Paradox In The Engineering Geology, Kiril Anguelov Jun 1988

The Great Landslides In The East-Maritza Open-Cast Mines (Bulgaria) – A Theoretical Paradox In The Engineering Geology, Kiril Anguelov

International Conference on Case Histories in Geotechnical Engineering

The exploitation of the opencast mines in the East-Maritza coal basin was proceeded of detailed explorations and analysis of the engineering geological conditions. Nevertheless, one of the greatest landslides in the engineering geological practice occurred within the period of 1966 - 1968. The volume of the sliding masses reached 30 - 75 x 106 m3. These landslides made questionable some of the classic formulations of the soil mechanics and engineering geodynamics, as for instance: - the possibility of formation of sliding surfaces with inclination opposite to the direction of sliding; - the validity of the Coulomb-Navier's law …

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A Case Study Of Success To Structures Founded On Expansive Soils, Zhang Shixuan Jun 1988

A Case Study Of Success To Structures Founded On Expansive Soils, Zhang Shixuan

International Conference on Case Histories in Geotechnical Engineering

Since 1979, in accordance with the design program given by the author, no more than ) storied buildings with an areas of more than 200,000 square metres have been built in the expansive soil area of Guangxi Zhuang Autonomous Region and Guangdong Province in South China. The different measures have been adopted according to specification of light, medium and heavy expansive soil. Through the test of special weather and the deformation observation for 3 to 7 years, it has been proved that the intact rate of the buildings has reached 90-98 percent. This paper mainly expounds three cases and has …

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Excessive Seepage Losses At Westwood Lake Dam, B. Bailey, E. Bloom, T. R. West, J. A. Mundell Jun 1988

Excessive Seepage Losses At Westwood Lake Dam, B. Bailey, E. Bloom, T. R. West, J. A. Mundell

International Conference on Case Histories in Geotechnical Engineering

Excessive seepage losses at Westwood Lake Darn in east-central Indiana were apparent in 1974 during first filling of the lake when seepage areas developed downstream of the dam and abutments. Several remedial studies were performed which included additional test borings, field and laboratory tests, installation of observation wells, and a review of the site geology and hydrology. Data and observations from these studies were used to develop semi-quantitative assessments of seepage loss rates as related to lake levels. These analyses served as a basis for design of a major repair which consisted of blanketing a significant portion of the lake …

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Field Observation And Finite Element Analysis Of A Subway Excavation, Roberto Azevedo, Luis Anibal Santos Jun 1988

Field Observation And Finite Element Analysis Of A Subway Excavation, Roberto Azevedo, Luis Anibal Santos

International Conference on Case Histories in Geotechnical Engineering

This paper analyzes a braced excavation executed during the construction of Rio de Janeiro City subway along a street (Catete Street) in which several old and historical buildings existed and should be preserved. The excavation had an average depth of 13 meters and was executed almost ten years ago in a subsoil in which the principal problems were caused by a 6 meters thick loose sand layer, underlaid by a 4 meter thick silty organic clay layer. Several buildings were damaged and had to be repaired. The objective of this paper is to show that even using the incomplete laboratory …

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Performance Of A Coal Refuse Embankment, David C. Cowherd, Vlad G. Perlea, Alvin Coulson Jun 1988

Performance Of A Coal Refuse Embankment, David C. Cowherd, Vlad G. Perlea, Alvin Coulson

International Conference on Case Histories in Geotechnical Engineering

Continuous determinations of density, moisture content, and permeability through a 140-foot high coarse refuse embankment impounding slurry were made. The density determinations were made with nuclear moisture-density depth gauges continuously throughout 120-foot depth of the embankment. The permeability tests were made with a special packer permeability device and were conducted throughout the 120-foot depth of the embankment. Compaction density tests were made during compaction of the refuse. Comparisons were made to design, as-compacted, and in-place permeabilities, densities, and phreatic surface within the embankment. The study shows that coarse refuse embankments compacted in roughly 18-inch lifts with a special dozer and …

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Prediction And Field Performance Of An Instrumented Road, Robert Brian Smith, William Otho Yandell Jun 1988

Prediction And Field Performance Of An Instrumented Road, Robert Brian Smith, William Otho Yandell

International Conference on Case Histories in Geotechnical Engineering

Performance of a surface-treated crushed rock pavement, 250 mm thick and placed over a weak subgrade, is predicted using mechano-lattice analysis and the results are compared with actual performance after the passage of the equivalent of 800 000 standard axles. Input is in terms of the deformation characteristics determined from repeated loading triaxial testing. Performance is measured in terms of pavement profile, roughness and permanent deformation or rutting. Predicted straight-edge rutting was within the range of values measured in the field. The measured profile index and roughness count were consistent with a pavement showing little deformation over its initial six …

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Slope Stability Problems Related To A Semi-Bridge Construction, St. Christoulas, E. Gassios, N. Kalteziotis, G. Tsiambaos Jun 1988

Slope Stability Problems Related To A Semi-Bridge Construction, St. Christoulas, E. Gassios, N. Kalteziotis, G. Tsiambaos

International Conference on Case Histories in Geotechnical Engineering

In the area of "AKTEA", a summer-housing estate 36 Km away from the city of Athens, a great landslide affected the stability of a semi-bridge, constructed in 1980 for the widening of the nearby national road. Preliminary studies carried out before the semi-bridge construction and after the observed damage of most of the houses in the uphill area, favoured the existence of a very superficial creep affecting however the one or two storey buildings of the summer-housing estate. After the semi-bridge construction, instability phenomena continued in an increasing rate and a more systematic geotechnical investigation revealed definite landslide movements (instead …

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Tarbela Reservoir A Question Of Induced Seismicity, S. K. Mahdi Jun 1988

Tarbela Reservoir A Question Of Induced Seismicity, S. K. Mahdi

International Conference on Case Histories in Geotechnical Engineering

Tarbela Dam which is by volume (105 million m3) the world's largest earth and rock filled dams is located on the middle Indus River in northern Pakistan. Having a length at crest of 2.7 Km and maximum height 143 m, its reservoir has an area of about 100 Sq. Kms, with a maximum depth of about 130 m and gross capacity of 13.7 Km3. Complete first impounding of reservoir was carried out during 1975 and since then it has completed twelve filling-release cycles. To study the induced seismic behaviour of Tarbela Reservoir data analysis regarding number …

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Underseepage Control Measures At Painted Rock Dam, L. Knuppel, F. Mclean, A. Roodsari Jun 1988

Underseepage Control Measures At Painted Rock Dam, L. Knuppel, F. Mclean, A. Roodsari

International Conference on Case Histories in Geotechnical Engineering

Painted Rock Dam, a 181 ft (55.2 m) high, zoned earth embankment detention structure near Gila Bend, Arizona, retained approximately 2.3 million acre ft (2.8 x 109m3) of water for an extended period during the winter of 1978- 1979. Several areas of seepage developed over major portions of the downstream valley and in a minor area on the right abutment. These areas were monitored while instrumentation was installed and investigations made to determine the nature of the seepage and provide the basis for evaluation of structural performance and design of necessary relief and control measures. Construction …

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Seismic Response Analysis Of Forebay Structure For Cw Pump House Of A Nuclear Power Project, Malay Basu Ray, Dhiman Kr. Ghosh Jun 1988

Seismic Response Analysis Of Forebay Structure For Cw Pump House Of A Nuclear Power Project, Malay Basu Ray, Dhiman Kr. Ghosh

International Conference on Case Histories in Geotechnical Engineering

The paper reviews the current state-of-the-art on the seismic response analysis of complex RCC structure like forebay which is usually connected with CW Pump House frame at its rear end for fulfilling circulating water requirement in power plant - nuclear or thermal. The need to include in such analysis and design effects of 3-Dimensional mathematical model and soil-structure interaction for studying overall behaviour of the structure are highlighted. The paper also discusses the usefulness, if any, of such rigorous analysis and identifies some problem areas in finalising realistic design data and adopting suitable models to represent the structural system.

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Some Experiences From Damages Of Embankments During Strong Earthquakes China, Shen Choggang Jun 1988

Some Experiences From Damages Of Embankments During Strong Earthquakes China, Shen Choggang

International Conference on Case Histories in Geotechnical Engineering

This paper gives a series of case histories of earth dams which have been damaged by strong earthquakes in the past 25 years in China. These damages include slides, cracks, settlements leakages and also some appurtenant structure failures. Experiences show it is necessary to stringently control the design and construction to resist earthquakes.

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The Simplified Formulas For Predicting Seismic Liquefaction Of Saturated Clayey Silt Site, Wang Yuqing Jun 1988

The Simplified Formulas For Predicting Seismic Liquefaction Of Saturated Clayey Silt Site, Wang Yuqing

International Conference on Case Histories in Geotechnical Engineering

In the reconstruction of old factories and in the small scale engineering, it is often taken place that the present methods for predicting liquefaction of clayey silt could be not used for lack of subsoil exploration data. Two simplified formulas which contain the coefficient of αPc considering the effect of clay content Pc and the coefficient of αIp considering the effect of plasticity index Ip are presented for predicting seismic liquefaction of saturated clayey silt. Thus, the prediction of liquefaction of clayey silt could be effectively proceeded under the conditions lacking of analysing data of soil grain composition.

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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 …

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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 …

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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 …

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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% …

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Pressure Injected Footings – A Case History, M. R. Lewis, M. M. Blendy Jun 1988

Pressure Injected Footings – A Case History, M. R. Lewis, M. M. Blendy

International Conference on Case Histories in Geotechnical Engineering

A specialty contractor installed high-capacity pressure-injected footings (PIFs) for foundations in a congested area of an existing coal-fired power plant. Some concrete cylinders broke at strengths significantly lower than the minimum specified strength. Initial coring of some of the PIFs uncovered voids and deleterious matter at the junction of the shaft and the end-bearing base of the PIFs. Subsequent load tests and additional coring substantiated the load-transfer problem. A field testing program was initiated to verify the load-carrying capacity of all the completed PIFs. Wave equation analyses optimized the testing program, established the field testing criteria, and predicted ultimate capacities …

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Axial Load Capacities Of Steel Pipe Piles In Sand, Roy E. Olson, Khalil Al-Shafei Jun 1988

Axial Load Capacities Of Steel Pipe Piles In Sand, Roy E. Olson, Khalil Al-Shafei

International Conference on Case Histories in Geotechnical Engineering

The 1986 API method was used to predict the capacities of steel pipe piles, in predominantly cohesionless soils, for thirty three axial load tests. The ratio of calculated to measured capacities (QC/QM) was found to range from 0.15 to 3.0 with a mean QC/QM of 0.74. Reconsideration of the soil properties in terms of standard penetration resistances, made it possible to reduce the scatter to the range of 0.65 to 1.23 with a mean value of 0.93. The large errors previously existing for short piles were eliminated. Analyses were equally accurate for piles in compression and tension. The factor of …

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