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Full-Text Articles in Geotechnical Engineering
Disclaimer And Preface - Vol. Ii, Shamsher Prakash
Disclaimer And Preface - Vol. Ii, Shamsher Prakash
International Conference on Case Histories in Geotechnical Engineering
No abstract provided.
Table Of Contents - Vol. Iii, Multiple Authors
Table Of Contents - Vol. Iii, Multiple Authors
International Conference on Case Histories in Geotechnical Engineering
No abstract provided.
Field Trip Report: To View Effect Of An Earthquake That Happened Almost 200 Years Ago, David Stewart
Field Trip Report: To View Effect Of An Earthquake That Happened Almost 200 Years Ago, David Stewart
International Conference on Case Histories in Geotechnical Engineering
No abstract provided.
Case Histories Of Pile Foundations In Bombay Region, K. R. Datye, J. R. Patil
Case Histories Of Pile Foundations In Bombay Region, K. R. Datye, J. R. Patil
International Conference on Case Histories in Geotechnical Engineering
Piles in Bombay region are bored cast-in-situ installed by bailor and chisel boring or direct mud circulation with drop chisels. In weak and weathered rock interpretation of core drilling, SPT, CPT, pressuremeter tests are subject to several limitations, hence design parameters based on conventional soil investigation methods are subject to uncertainties. The past practice has been empirical and the designers relied mainly on load tests and failures have occurred in areas subject to considerable variation in rock characteristics and large depth of soft clay overburden. Recently improvements in investigation and design methodology have been introduced based on postulated relations of …
Case History Of A Bridge Foundation, T. Z. Rao
Case History Of A Bridge Foundation, T. Z. Rao
International Conference on Case Histories in Geotechnical Engineering
A reinforcement open caisson of a bridge was constructed on a sand island. Its constructing characteristic couldn't been foreseen and were calculated conventionally. Besides, there were some mistaken methods in the constructing. Therefore the open caisson broke up to become 4 blocks in the construction. The largest width in these cracks was 80 cm. Investigation and analysis having been done, the causes of the failure were found. Some repairing methods, such as opposite cutting edge, reinforcement hoop, and so on, adopted. Correct excavation was carried out. The open caisson finally sunk to the rock. The treatment was successful.
Discussions And Replies Session 1, T. P. Smith, Y. Iwasaki, D. Sielbach, C. Mirza
Discussions And Replies Session 1, T. P. Smith, Y. Iwasaki, D. Sielbach, C. Mirza
International Conference on Case Histories in Geotechnical Engineering
No abstract provided.
Eccentric Loading Of Helical PiersTm For Underpinning, Gary Seider
Eccentric Loading Of Helical PiersTm For Underpinning, Gary Seider
International Conference on Case Histories in Geotechnical Engineering
Over the last six years, Helical Piers have been utilized as compression members in the remedial repair of residential and light commercial structures. Current installation techniques create a small offset between the pier shaft and the grade beam or footing being underpinned. The purpose of this study was to examine the effects of the eccentric load that is applied to the top of the shaft on the Helical Pier. Three different sizes of piers were installed at a building site where the soil is predominantly clay. Compressive loads were applied, and data was recorded from which bending moments versus depth, …
Failure Of Buildings Founded On Fills, Iqbal H. Khan, S. M. A. Kazimi
Failure Of Buildings Founded On Fills, Iqbal H. Khan, S. M. A. Kazimi
International Conference on Case Histories in Geotechnical Engineering
A number of cases have come to light in Delhi recently where partial or total failure of buildings has occurred. Two cases of failures due to excessive settlement are discussed. The nature of distress and the geotechnical factors leading to failures were investigated. It was found that in both cases the foundations were resting on fills, resulting in excessive settlement. Remedial measures were considered and in one case, these have been successfully implemented. A large number of structures were thus rehabilitated.
Instrumented Load Test On A Bent Pile, P. Dunlop, R. E. Sandiford, D. R. Erali
Instrumented Load Test On A Bent Pile, P. Dunlop, R. E. Sandiford, D. R. Erali
International Conference on Case Histories in Geotechnical Engineering
The load carrying capacity of a bent shell pile in soft silts and clays was determined from an instrumented test. Lateral pile displacements along the pile were measured during loading and unloading using an inclinometer traveling in a plastic casing. Pile capacity was estimated by Johnson's (1962) method prior to the load test and by the STRUDL structural engineering program after performing the load test. Both methods adequately predicted the pile performance. STRUDL, however, accommodated more realistic soil parameter variation and boundary conditions necessary for an integral soil-pile-structure interaction analysis.
Monitoring Of Load And Distribution In Long Caissons Under 49 Story Structure, W. A. Trow, T. G. Orpwood, R. L. Carrington
Monitoring Of Load And Distribution In Long Caissons Under 49 Story Structure, W. A. Trow, T. G. Orpwood, R. L. Carrington
International Conference on Case Histories in Geotechnical Engineering
This paper presents the results of settlement and load distribution monitoring carried out during the construction of a 49 storey condominium supported on long end-bearing caissons socketed into shale bedrock. Four caissons were instrumented to determine load distribution within the rock socket. One of these caissons also was instrumented to measure actual load reaching the top and bedrock level of the shaft. As of early March 1992, with the building already topped-off for over 6 months and about 100% of anticipated dead load applied, the settlement appears to consist entirely of elastic compression of the caisson shafts. Although the estimated …
Performance Of Fill Soils During The Loma Prieta Earthquake, J. D. Frost, F. A. Reyna, J. L. Chameau, P. Karanikolas
Performance Of Fill Soils During The Loma Prieta Earthquake, J. D. Frost, F. A. Reyna, J. L. Chameau, P. Karanikolas
International Conference on Case Histories in Geotechnical Engineering
The results of high quality in situ test results obtained at Hunter's Point Naval Station both before and after the Lorna Prieta earthquake are presented. The interpretation of these tests and the results of subsequent numerical ground motion analyses are validated by the observed response at that site during the event. Data show that densification of the loose fill soils occurred as a result of the seismic activity and corroborate the observed surface deformations.
Rigid Vs. Flexible Pile Caps: Case Study For 235 M. Delhi T.V. Tower, H. R. Viswanath
Rigid Vs. Flexible Pile Caps: Case Study For 235 M. Delhi T.V. Tower, H. R. Viswanath
International Conference on Case Histories in Geotechnical Engineering
Foundation for the prestigious 235m. Delhi television tower commissioned in 1988 in New Delhi consists of 279 reinforced concrete piles of 500 mm diameter with 1250 KN load carrying capacity. The tower is resting on a circular pile cap 32 m. diameter with an average thickness of 2.5 m. Pile cap was designed assuming full rigid conditions at site. When it was noticed that the pile reinforcement was predominantly anchored to the layers of the pile cap reinforcement, it was apprehended that this arrangement does not ensure complete rigidity as assumed, but it makes it only partially flexible. This paper …
Safety Evaluation Of Overhead Line Towers, M. P. Luong
Safety Evaluation Of Overhead Line Towers, M. P. Luong
International Conference on Case Histories in Geotechnical Engineering
A nondestructive vibratory testing using impulsive tension slacking has been devised for the quality and safety control of overhead line towers of Electricité de France. Several structural control experiments have been conducted on four-legged towers resting on three types of foundations: concrete stepped or pedestal blocks, steel piles and prestressed foundations. Experimental results have given significant vibratory signatures in close connection with the geotechnical response characteristics of both slender structures and their foundations. This paper presents some significant results of the test program of safety evaluation of the pylon.
Settlement Of Multi-Story Buildings On Sand Fills, K. J. Osinubi
Settlement Of Multi-Story Buildings On Sand Fills, K. J. Osinubi
International Conference on Case Histories in Geotechnical Engineering
The behaviour of two residential buildings with shallow foundations supported on sand fills with underlying soft alluvial deposits are discussed. Regular settlement measurements were taken for four and seven years on the foundations of the nine-storey and five-storey buildings respectively. Measured settlements have been compared with predictions based on the theory of one-dimensional consolidation. The factors that might have been responsible for the lower predicted settlement values are highlighted.
Soil-Structure Interaction And Aseismic Design Of A Stadium Building, V. D. Miglani
Soil-Structure Interaction And Aseismic Design Of A Stadium Building, V. D. Miglani
International Conference on Case Histories in Geotechnical Engineering
The paper presents case history of a reinforced concrete stadium building which had been structurally designed for a particular component configuration and also constructed upto seating level and which was referred to the author for suggesting structural modifications and redesigning for different configuration which meant curtailing middle two main columns each above the seating level out of four columns in each of left and right halves of the building. The required modifications necessitated analysis of the modified frame under static loads taking into account soil-structure interaction. The other problem to be tackled was ensuring lateral stability with reduced number of …
Stability Of A Mast Foundation: A Case Study, Yudhbir, P. K. Basudhar
Stability Of A Mast Foundation: A Case Study, Yudhbir, P. K. Basudhar
International Conference on Case Histories in Geotechnical Engineering
The paper describes details of analysis for stability and deformation of mast foundations during installation operations for a chemical reactor in alluvial deposits. Brief details of the loads involved, foundation type, installation procedure, and evaluation of geotechnical design parameters have also been presented. The successful installation of the reactor seems to support the predicted response of the foundation.
Taj Mahal – An Appraisal Of Foundation Performance, A. S. R. Rao, Swami Saran, S. C. Handa, G. Ramasamy, M. N. Viladkar
Taj Mahal – An Appraisal Of Foundation Performance, A. S. R. Rao, Swami Saran, S. C. Handa, G. Ramasamy, M. N. Viladkar
International Conference on Case Histories in Geotechnical Engineering
Because of severe restrictions placed by the National Authority, no authentic data on subsoil details below Taj Mahal - a protected monument - is available. For the first time, an attempt has been made to fill in gaps that exist in our knowledge of subsoil profile below the structure and present a plausible appraisal of foundation performance during the existence of the structure. Since details of foundations cited in literature on Taj Mahal really fall into the realms of architectural conjecture, in the present analysis, engineering intuition and judgement have gone into making certain premises regarding the probable type, dimensions …
The Performance Of Structures After Imposed Rotations, T. Amirsoleymani
The Performance Of Structures After Imposed Rotations, T. Amirsoleymani
International Conference on Case Histories in Geotechnical Engineering
After the initial full loading of two similar grain silos, which were built on silty sand, the Export-Import Building tilted toward the Working Tower and the joints between the two structures closed. The lateral force caused cracks in the columns of E-I Buildings. Two different methods were used to rotate the structure. The first method was based on the uneven loading of structures. The second method vas to remove thin layers of soil by chains under the foundations. The B-I Buildings were successfully rotated at both sites in 1989. The measurements for settlement and tilt were made to compare the …
Behavior Of A Breakwater On Soft Sediments – Failure And Success, S-C. R. Lo, S-Q Li
Behavior Of A Breakwater On Soft Sediments – Failure And Success, S-C. R. Lo, S-Q Li
International Conference on Case Histories in Geotechnical Engineering
The observed responses during the staged construction of an unreinforced section and a reinforced section of a breakwater founded on soft sediments are presented. Both sections were instrumented and the unreinforced section approached instability at the end of Stage I construction. A series of Class 'C' predictions were made with three different analytical methods. It was particularly difficult to predict the impending instability of the unreinforced section. A fully coupled finite element analysis, with close modelling of the construction sequence and using a strain softening model for the foundation clay, was needed to predict all the observations.
Calibrated Dynamic Response Analysis Of Stafford Dam, L. H. Mejia, R. W. Boulanger
Calibrated Dynamic Response Analysis Of Stafford Dam, L. H. Mejia, R. W. Boulanger
International Conference on Case Histories in Geotechnical Engineering
Stafford Dam, an approximately 79-ft high compacted earthfill founded on stream alluvium approximately 40 feet thick, was shaken by the 1989 Lorna Prieta Earthquake. Records of the earthquake motions were obtained from seismographs located at the dam crest and at the right abutment on rock. Two-dimensional dynamic finite element analyses were performed to calibrate a model of the dam using the recorded motions. Excellent agreement between the recorded and calculated response was obtained by appropriate adjustments to material parameters based on shear wave velocity measurements. Various deconvolution methods for obtaining input bedrock motions to calculate the dam response are discussed.
Discussions And Replies Session 2, Wu Yingwoei, B. B. K. Huat, Ming-Hung Chen, Wade E. Cooper, Ioan Stanculescu, Anton Chirica, Pedro S. Sêco E Pinto
Discussions And Replies Session 2, Wu Yingwoei, B. B. K. Huat, Ming-Hung Chen, Wade E. Cooper, Ioan Stanculescu, Anton Chirica, Pedro S. Sêco E Pinto
International Conference on Case Histories in Geotechnical Engineering
No abstract provided.
Foundations For Large Embankments, F. Colleselli, G. Cortellazzo
Foundations For Large Embankments, F. Colleselli, G. Cortellazzo
International Conference on Case Histories in Geotechnical Engineering
This report deals with problems connected with the design and construction of two levees built on thick soft compressible soils in the Po Delta. Settlement and pore pressure measurements in foundation soils, taken for about four years during and after construction by means of complete geotechnical instrumentation, were compared with results obtained through various methods during both design and back-analysis phases. Back-analysis was carried out using numerical simulations with finite-element programs. Considerations of the problems of the global stability of the embankments during the various construction phases are also presented.
Geotechnical Prediction And Performance Of Eastern Scheldt Storm Surge Barrier, J. Lindenberg, A. Plooster, J. P. F. M. Janssen
Geotechnical Prediction And Performance Of Eastern Scheldt Storm Surge Barrier, J. Lindenberg, A. Plooster, J. P. F. M. Janssen
International Conference on Case Histories in Geotechnical Engineering
The construction of the Eastern Scheldt storm surge barrier was completed in 1986. The monitoring system meant to verify the functioning of the barrier during storm conditions became operational in 1988. Data concerning the geotechnical response was collected during the 4 days storm period between February 26 and March 2, 1990. In the paper some results are described. Conclusions with respect to the expected behaviour of the barrier during more extreme storms in future will be drawn in near future.
Geotechnical Problems Of Dam Sites And Their Solution With Reference To The Projects Of Eastern India, S. Gangopadhyay
Geotechnical Problems Of Dam Sites And Their Solution With Reference To The Projects Of Eastern India, S. Gangopadhyay
International Conference on Case Histories in Geotechnical Engineering
Geotechnical problems of dam construction are associated with adverse geological conditions of the dam site like soft rock, fault, shear zone, joints, weathering, permeable bouldery deposit, soluble rocks, ancient slide etc. In many of the dam sites of eastern India where one or more of such adverse conditions exist, the dam could be safely constructed by treatment of foundation defects. In some cases, however, a new site with less geologic problem was chosen with consequent modification in the project scheme.
Ground Anchors Stabilize Highway Bridge Abutments, N. H. Wade, G. W. Davies
Ground Anchors Stabilize Highway Bridge Abutments, N. H. Wade, G. W. Davies
International Conference on Case Histories in Geotechnical Engineering
Calgary's Glenmore Causeway, constructed in 1962 across the Elbow River, consists of an earthfill embankment with a waterway spanned by a 43 m long bridge, the abutments of which are supported on spread footings founded in the embankment fill. Between the 25 m deep sand and gravel embankment fill and the sub-horizontal bedrock surface is a compressible clay layer up to 5 m thick. To improve abutment stability during peak river flows, 126 post-tensioned Dywidag ground anchors up to 60 m long were installed through the concrete slabs armouring the abutment slopes. Twenty-two anchors were terminated in the embankment fill …
Nipigon River Landslide, R. B. Dodds, J. P. Burak, K. D. Eigenbrod
Nipigon River Landslide, R. B. Dodds, J. P. Burak, K. D. Eigenbrod
International Conference on Case Histories in Geotechnical Engineering
A massive landslide occurred on the Nipigon River, north of the Town of Nipigon, Ontario, Canada in the early morning hours of April 23, 1990 and involved an estimated 300,000 cu m of soil. Although there was no loss of life, there were significant environmental and economic impacts. Discussed in this paper are the investigations carried out after the slide, the events prior to and the factors contributing to, the slide.
Performance Of A Low Embankment On A Soft Soil Deposit, Gerald P. Raymond
Performance Of A Low Embankment On A Soft Soil Deposit, Gerald P. Raymond
International Conference on Case Histories in Geotechnical Engineering
The design and performance of a surcharged highway embankment across a 45 metre thick soft soil deposit is described. Using theoretical soil mechanics concepts it was predicted that the long-term stability necessitated the use of berms despite the fact that an undrained strength analysis based on in situ vane tests predicted a reasonable factor of safety. This fact is supported by the performance of an existing road. Consideration of both theoretical soil mechanics concepts and practical considerations suggested that the berms should be construction prior to the central fill and from their outer limits towards the centre. The central fill …
Seepage Through Mine Tailings Dams, D. C. Cowherd, K. C. Miller, V. G. Perlea
Seepage Through Mine Tailings Dams, D. C. Cowherd, K. C. Miller, V. G. Perlea
International Conference on Case Histories in Geotechnical Engineering
A determination of the phreatic surface in dams constructed of coal refuse, under the criteria set forth in the National Dam Safety Act was made. All of these dams were over 20 years old. Most of the embankments studied were not constructed with any compaction specification and no effort was made to compact the coal refuse. A comparison of actual phreatic surface to the theoretically predicted surface is made using the classical seepage theory and the computer program SEEP. The embankments are old enough to present the steady slope phreatic surface, and thus, provide a good check of the ability …
Seismic Failure Of Barahona Tailings Dam, J. H. Troncoso, A. Vergara, A. Avendaño
Seismic Failure Of Barahona Tailings Dam, J. H. Troncoso, A. Vergara, A. Avendaño
International Conference on Case Histories in Geotechnical Engineering
The seismic failure of Barahona Tailings Dam has been analyzed. Causes of failure were decrease of the shear strength of the slimes and large displacements and breaching of the sand dikes. The dikes were partially founded on the unconsolidated slimes because the dam was built by the upstream method. Liquefied tailings flowed violently down the courses of Barahona creek and Cachapoal River causing heavy destruction over a 50 km long path. It is concluded that the upstream method of construction of tailings dams should not be encouraged in seismic zones; however, it could be considered as an alternative solution, provided …
Session 2 Concluding Remarks, Pedro S. Sêco E Pinto
Session 2 Concluding Remarks, Pedro S. Sêco E Pinto
International Conference on Case Histories in Geotechnical Engineering
No abstract provided.