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

Engineering Commons™

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

Discipline
Institution
Keyword
Publication Year
Publication
Publication Type
File Type

Articles 181651 - 181680 of 197243

Full-Text Articles in Engineering

Improvement Of Mechanical Properties Of Soft Soils By Use Of A Pre-Loading Embankment, F. Colleselli, P. Simonini, M. Soranzo Jun 1988

Improvement Of Mechanical Properties Of Soft Soils By Use Of A Pre-Loading Embankment, F. Colleselli, P. Simonini, M. Soranzo

International Conference on Case Histories in Geotechnical Engineering

A preloading embankment, and its foundation soil, have been closely monitored in the Po river delta (Italy). After showing that the complete consolidation of the peaty and clayey soil has taken place, the shear strength increase measured with various tests has been considered and analyzed.

Go to article

Investigation Of Settlements Of A Trunk Road Embankment In Hong Kong, P. L. R. Pang, Y. C. Chan Jun 1988

Investigation Of Settlements Of A Trunk Road Embankment In Hong Kong, P. L. R. Pang, Y. C. Chan

International Conference on Case Histories in Geotechnical Engineering

A 25 m high fill embankment was constructed as part of a Trunk Road scheme in Hong Kong. In June 1985, large settlements of the order of 250 mm were observed in the embankment. This was followed by a local slippage of surface material from the downstream slope face. To meet the schedule for opening the trunk road in late September, a number of emergency measures costing about HK$1 M (US$0.13 M) were implemented to stabilize the embankment. An investigation was subsequently carried out to assess the cause of the movement and the long term stability of the embankment. This …

Go to article

Problems And Behaviour Of A Dam Founded On A Weak Zone, K. V. Rupchard Jun 1988

Problems And Behaviour Of A Dam Founded On A Weak Zone, K. V. Rupchard

International Conference on Case Histories in Geotechnical Engineering

Any fault in the foundation of a dam presents a problem which has to be tackled in the proper way considering many aspects. This paper deals with such a foundation problem faced at Upper Aliyar Dam in South India in the shape of a weak zone. Several alternatives were thought of for tackling the weak zone. Ultimately a simple concrete plug with cut-offs was adopted considering the limited working season available and the fairly good in-situ compressive strength of the weak material. This was in preference to a raft foundation or a massive arch. The methods adopted for tackling the …

Go to article

Seepage Problems And Remedies – Hub Dam, Izhar-Ul-Haq Jun 1988

Seepage Problems And Remedies – Hub Dam, Izhar-Ul-Haq

International Conference on Case Histories in Geotechnical Engineering

On the first impounding of Hub Dam, seepage problems started. The foundation piezometers showed rising pressures. The areas of concern were limestone, bed rock, jointed sandstone and gravel deposits at overburden-rock contact. Observational approach was followed. It was decided to fill the reservoir in stages. Various alternatives were considered to control the underseepage pressures. Relief Wells were installed which proved effective and economical to control the problem. A gravel shell was added on the downstream slope to enhance the stability of the homogeneous section in case of seepage through the body of the dam.

Go to article

Testing Of The Homestake Mine Tailings Deposit, Donald R. East, John W. Ransone, William A. Cincilla Jun 1988

Testing Of The Homestake Mine Tailings Deposit, Donald R. East, John W. Ransone, William A. Cincilla

International Conference on Case Histories in Geotechnical Engineering

This paper discusses the geotechnical investigation of a large gold tailings facility which has been in operation since December 1977. The very thorough test program included 670 m (2200 ft.) of piezocone probing, 65 self-boring pressuremeter tests down to a maximum of 35 m (118 ft.), 60 SPT's and 9 laboratory triaxial tests as well as a well pump test. The study included a detailed geological and seismic study to determine earthquake design parameters and to assess the liquefaction potential of the deposit. Test results were utilized to determine the stability of an upstream constructed embankment employing the sub-aerial method …

Go to article

The Great Salt Lake Causeway – A Calculated Risk Revisited, James R. Lambrechts, Edward B. Kinner Jun 1988

The Great Salt Lake Causeway – A Calculated Risk Revisited, James R. Lambrechts, Edward B. Kinner

International Conference on Case Histories in Geotechnical Engineering

The construction of the Great Salt Lake Causeway involved several calculated risks. Original design assumptions on lake level and consolidation settlement were not realized, creating a unique situation where the critical time for stability of this embankment was not necessarily at the end-of-construction. Along more than half of the causeway's 12-1/2 mile length, consolidation and strength gain has apparently been inhibited by a layer of salt. Because it was anticipated that calculated Factors of Safety for current conditions would be close to the 1.0 originally used, a comparative approach to stability evaluations was adopted. In this approach, Factors of Safety …

Go to article

A Study Of Dynamic Pile-Soil Interaction, P. Srinivasulu, N. Lakshmanan, K. Muthumani, B. Sivarama Sarma Jun 1988

A Study Of Dynamic Pile-Soil Interaction, P. Srinivasulu, N. Lakshmanan, K. Muthumani, B. Sivarama Sarma

International Conference on Case Histories in Geotechnical Engineering

The paper discusses briefly the state of art on the subject of pile dynamics including consideration of soil-pile interaction. An analytical model which gives the response of a single pile buried in a layered soil medium considering variation in soil properties in the radial direction in each layer is illustrated. The paper also presents an experimental study on a full size test pile 40 cm dia and 7 m long driven into a five layered soil stratum. The results of the analytical and experimental studies are compared and suggestions for further work are given.

Go to article

Probabilistic Analysis Of Earthquake-Induced Pool Release, T. F. Wolff, G. L. Hempen, M. M. Dirnberger, B. H. Moore Jun 1988

Probabilistic Analysis Of Earthquake-Induced Pool Release, T. F. Wolff, G. L. Hempen, M. M. Dirnberger, B. H. Moore

International Conference on Case Histories in Geotechnical Engineering

Wappapello Dam was constructed in 1938 near the New Madrid seismic region. Loose sands in the dam foundation led to concern for liquefaction and embankment sliding if a large earthquake were to occur. However it was also recognized that the operation of the dam for flood control results in relatively low reservoir levels the majority of the time, substantially reducing the risk of earthquake-induced flooding. Because of these factors, a probabilistic analysis was performed to assess the likelihood of the combination of required events leading to an earthquake-induced pool release. Results of such analyses provide better information on which to …

Go to article

Upgrading The Seismic Resistance Of Stevens Creek Dam, K. V. Rodda, C. W. Perry, R. E. Tepel Jun 1988

Upgrading The Seismic Resistance Of Stevens Creek Dam, K. V. Rodda, C. W. Perry, R. E. Tepel

International Conference on Case Histories in Geotechnical Engineering

Stevens Creek Darn is a rolled earthfill structure with a height of about 120 feet. A seismic safety evaluation in 1978 concluded that the darn would probably be severely damaged if subjected to a maximum credible earthquake originating on the nearby San Andreas fault. Normal reservoir operation was immediately restricted, pending decisions as to the fate of the project. Conceptual design studies were completed in 1982 to identify the most promising alternative remedial concepts. The most promising concepts were chosen and final design of modifications to the dam and its appurtenant hydraulic structures were completed in 1984. Modification of the …

Go to article

Actual And Predicted Behavior Of Large Metal Culverts, David C. Cowherd, Stephen M. Thrasher, Vlad G. Perlea, John O. Hurd Jun 1988

Actual And Predicted Behavior Of Large Metal Culverts, David C. Cowherd, Stephen M. Thrasher, Vlad G. Perlea, John O. Hurd

International Conference on Case Histories in Geotechnical Engineering

The stability of large metal culverts depends on the performance of the backfill around the pipe, which must be considered as a part of the structure when evaluating its safety. A simplified method to evaluate the current stability of such a structure on the basis of the structure's shape is derived. Useful when limited amount of information is available, this method provides an economical procedure for: (1) evaluating the condition of the existing backfill and its capability to provide a safe support for the structure; (2) predicting final movements and determining if additional investigations are necessary to establish the safety …

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

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

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

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

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

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

Lock And Dam No. 26 R, Lock Cofferdam, Construction Sequencing, Robert J. Rapp, Joseph L. Schwenk Jun 1988

Lock And Dam No. 26 R, Lock Cofferdam, Construction Sequencing, Robert J. Rapp, Joseph L. Schwenk

International Conference on Case Histories in Geotechnical Engineering

Construction of a new lock and dam to replace existing Locks and Dam No. 26 required construction to be accomplished in three separate stages. Each portion of the new structure would be constructed inside cellular cofferdams. The construction of each cofferdam would require model tests to determine compatibility with design flow requirements relative to constructability of coffercells, scour of riverbed material, and navigation of river vessels. Compatibility of the lock cofferdam geometry was verified using model studies along with sequence for construction of the cofferdam cells. Construction of the second stage cofferdam was successfully completed in December 1985, followed by …

Go to article

Simulation Of Drilled Pier Behavior Under Three-Dimensional Loading, M. M. Zaman, I. Houssamy Jun 1988

Simulation Of Drilled Pier Behavior Under Three-Dimensional Loading, M. M. Zaman, I. Houssamy

International Conference on Case Histories in Geotechnical Engineering

A three-dimensional nonlinear finite element procedure is presented for analysis of drilled (concrete) piers. The procedure allows for tensile cracking and compressive crushing of concrete, nonlinear behavior of soil, and simultaneous application of axial and lateral loads. The procedure is employed to investigate the ultimate capacity of a 45° under reamed pier. The predicted results are compared with the field test conducted on a similar pier. Also, distribution of displacements and stresses in the soil-pier system and crack pattern in the pier are presented and discussed.

Go to article

Stiffening Cast-In-Place Piling By Bottom Grouting, J. G. Zeitlen Jun 1988

Stiffening Cast-In-Place Piling By Bottom Grouting, J. G. Zeitlen

International Conference on Case Histories in Geotechnical Engineering

Inspection of the execution of cast-in-place piles indicated that the pile borings had not been deep enough to reach an underlying adequate bearing layer of rock. Hence, the piles would transmit their end bearing loadings through intermediate soil layers of variable thickness, which could result in differential settlement and damage to the structure. As a remedial measure, the piles were drilled with an air hammer, and thick cement grout injected below the pile tips. Monitoring of the execution of the grouting program indicated that it was both necessary and beneficial. As a final check, a test shaft was excavated alongside …

Go to article

The Influence Of Thin Clay Layers On The Design And Performance Of A Flexible Cantilever Retaining Wall, R. Cameron, C. A. Carr Jun 1988

The Influence Of Thin Clay Layers On The Design And Performance Of A Flexible Cantilever Retaining Wall, R. Cameron, C. A. Carr

International Conference on Case Histories in Geotechnical Engineering

This case study presents the methods that were used successfully to redesign and monitor the performance of a flexible cantilever retaining wall, incorporating an in situ support berm, at a site where thin, weak clay layers were detected in the foundation during construction. A potential mode of failure termed "berm-block sliding", where the retaining wall pushes out the entire support berm as a block along the clay layers, governed the design analysis. Evidence of presheared planes within the clay layers required that the design shear strength parameters be based on residual values. The clay had a significant cohesion component which …

Go to article

Deformation Behavior Of Wilford Hall Hospital Mat, Lawrence D. Johnson Jun 1988

Deformation Behavior Of Wilford Hall Hospital Mat, Lawrence D. Johnson

International Conference on Case Histories in Geotechnical Engineering

The vertical deformation behavior of the 3.5-ft thick mat supporting an 11-story addition to the Wilford Hall Hospital complex near San Antonio, Texas was investigated to determine the mode of deformation and to develop a procedure for estimating the effective stiffness of the foundation soil. The observed distortion pattern is dish-shaped and consistent with that of a plate on a semi-infinite elastic foundation. Measured displacements are consistent with displacements calculated by a plate on elastic foundation finite element program using effective elastic soil moduli between 2,943 and 4,000 kips /square foot and poisson's ratio 0.3. An equation was derived for …

Go to article

Drainage Walling As Excavation Support, Bernhard Wietek Jun 1988

Drainage Walling As Excavation Support, Bernhard Wietek

International Conference on Case Histories in Geotechnical Engineering

In practice there are different processes which are used to support excavations and to maintain the groundwater level in excavations which go down to this level. In urban areas the diaphragm wall is frequently used to protect the excavation and as underground water packing against groundwater flowing in from the side. In addition, the lowering of groundwater is necessary using a well point within the excavation. A new foundation trench sheeting has been developed by the author of this paper. This new method is an improvement on the diaphragm wall by which not only is the earth shored up, but …

Go to article

Experience In Ground Improvement By Dynamic Compaction And Preloading At Half Moon Bay – Saudi Arabia, N. Ghosh, M. M. Tabba Jun 1988

Experience In Ground Improvement By Dynamic Compaction And Preloading At Half Moon Bay – Saudi Arabia, N. Ghosh, M. M. Tabba

International Conference on Case Histories in Geotechnical Engineering

Ground improvement techniques were used to meet the design requirements for a beach resort complex at Half Moon Bay on the Arabian Gulf. Extensive site exploration revealed upper layers consisting of loose to medium fine sand, having variable silt content. The original specification called for filling and ground improvement using Dynamic Compaction to achieve 100kN/m2 surface bearing capacity and 50% relative density at a depth of 10m. Dynamic Compaction (DC) and subsequent field testing, using full scale loading tests as well as CPT and SPT tests, proved that it was possible to achieve these requirements over most areas using …

Go to article

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.

Go to article

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.

Go to article

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.

Go to article

Organizing Committee, Multiple Members Jun 1988

Organizing Committee, Multiple Members

International Conference on Case Histories in Geotechnical Engineering

No abstract provided.

Go to article

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 …

Go to article

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 …

Go to article

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 …

Go to article

First Prev Next Last