Open Access. Powered by Scholars. Published by Universities.®
Articles 1 - 30 of 216
Full-Text Articles in Entire DC Network
Past Proceedings: First International Conference On Case Histories In Geotechnical Engineering, St. Louis (1984), Multiple Authors
Past Proceedings: First International Conference On Case Histories In Geotechnical Engineering, St. Louis (1984), Multiple Authors
International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics
No abstract provided.
First International Conference On Case Histories In Geotechnical Engineering, Multiple Authors
First International Conference On Case Histories In Geotechnical Engineering, Multiple Authors
International Conference on Case Histories in Geotechnical Engineering
No abstract provided.
Performance Of Diaphragm Walls In Deep Foundation Excavations, Z. C. Moh, T. F. Song
Performance Of Diaphragm Walls In Deep Foundation Excavations, Z. C. Moh, T. F. Song
International Conference on Case Histories in Geotechnical Engineering
Two case studies of using diaphragm wall as earth retaining structure for deep excavation are reported. Case A concerns excavation down to a depth of 14.7 min alternate layers of soft silty clay and silty sand. Diaphragm walls of 70 m thick and 22 m deep were installed into a dense silty sand stratum. In Case B, diaphragm walls of 60 m thick were constructed in very soft clayey soil without penetration into any firm stratum. In both cases, instrumentations including piezometers, inclinometers, earth pressure cells, reinforcing bar transducers, heave stakes, settlement points and strut strain gauges were installed and …
Preloading For Large Storage Building, A. C. Stamatopoulos, P. C. Kotzias
Preloading For Large Storage Building, A. C. Stamatopoulos, P. C. Kotzias
International Conference on Case Histories in Geotechnical Engineering
The properties and method of preloading a 11 m erratic deposit of soft clays and loose sands, are described. Under the preload embankment of 12 m the deposit compressed an average of 7%. Settlement developed rapidly and excess porepressure dissipated within few days, never exceeding 2.1 m of water head. After preload removal borings were performed to compare results with those obtained on the untreated site. This comparison showed that the compressibility and strength of both the clayey and sandy components improved substantially and that the subsurface became more homogeneous. The projected structure built on the improved ground has performed …
Performance Of Sand Drains In A Tidal Marsh, R. P. Long, W. H. Hover
Performance Of Sand Drains In A Tidal Marsh, R. P. Long, W. H. Hover
International Conference on Case Histories in Geotechnical Engineering
This paper presents the field behavior of a jetted sand drain installation at a preloaded wastewater treatment facility site in Gloucester, Massachusetts, U.S.A. The site is underlain by surficial estuary deposits above a stratum of stiff to soft clays. Detailed subsurface explorations and laboratory testing program provided data to predict amounts and rates of primary compression and rates of secondary compression in the referenced strata. The field behavior is compared to predictions through analyzed values of total settlement at the end of primary compression, coefficient of consolidation, and coefficient of secondary compression. A field instrumentation program allowed monitoring of settlements …
Pretreatment Of A Soft Soil By Surcharging - A Case History, D. Lakner, I. K. Lee, E. Armstrong, O. G. Ingles
Pretreatment Of A Soft Soil By Surcharging - A Case History, D. Lakner, I. K. Lee, E. Armstrong, O. G. Ingles
International Conference on Case Histories in Geotechnical Engineering
A normally consolidated silty clay deposit, varying in depth from 0 to 15 m, was pretreated by surcharging combined with P.V.C. vertical drains. Representative field values of the vertical coefficients of primary (0.0015 m2/kN) and secondary consolidation (0.01) were calculated from the settlements caused by a preliminary fill placed some six years prior to the detailed geotechnical studies. A conservative representative field value of the horizontal coefficient of primary consolidation was established to be 8 m2/year. Asaoka's method was used to predict future settlements due to both primary and secondary consolidation. The vertical drains were installed …
Performance Of Preload On Cohesionless Soils, A. F. Youssef, O. Erol
Performance Of Preload On Cohesionless Soils, A. F. Youssef, O. Erol
International Conference on Case Histories in Geotechnical Engineering
Common occurrence of loose normally consolidated fine sands and silts extending to considerable depths necessitates the utilization of ground improvement techniques along the coasts of Arabian Peninsula. In the case considered, the soil profile consisted of twenty meter thick compressible sands, and preloading technique was suggested to stabilize the foundation soil. The paper presents the performance of the preloading and the level of soil improvement achieved. The observed settlements and settlement-time behaviour are compared with the values estimated from various methods. The soil parameters back calculated from measured field behaviour are reported.
Time Dependent Limit Stability Of Tunnel And Dam Engineering In Difficult Rocks, Tan Tjong Kie
Time Dependent Limit Stability Of Tunnel And Dam Engineering In Difficult Rocks, Tan Tjong Kie
International Conference on Case Histories in Geotechnical Engineering
Some representative case histories of the damage of tunnels and galleries in weak fissured swelling rock formations with low competency ratios are described; a rheological analysis and suggestions for the design are presented. The basic ideas underlying the design and construction of the Ghe Zou Ba dam, founded on horizontal layers of sand-and mudstones interbedded by thin clay sheets are reported. In all such cases the time factor is important.
Twenty-Year Performance Of Soil-Cement Dam Facings, T. J. Casias, A. K. Howard
Twenty-Year Performance Of Soil-Cement Dam Facings, T. J. Casias, A. K. Howard
International Conference on Case Histories in Geotechnical Engineering
The soil-cement slope protection on three Bureau of Reclamation projects has been damaged enough to require repair. They were the first three Bureau embankments to utilize soil-cement in place of riprap and have been in service about 18 to 20 years. The soil-cement facings on other Bureau dams are in excellent condition. The lack of bond between the soil-cement lifts in combination with severe weather and wave action appear to be the main factors contributing to the damage. Laboratory tests and field test sections indicate that cement applied between the soil-cement lifts may be a practical solution to prevent damage …
Unplanned Construction Of A 210 Ft High Temple, Gopal Ranjan, Shamsher Prakash
Unplanned Construction Of A 210 Ft High Temple, Gopal Ranjan, Shamsher Prakash
International Conference on Case Histories in Geotechnical Engineering
A 210′ high temple site was located on a hillock made up of filled up soil. Taking the advantage of site topography terraced construction consisting of the main temple in the centre and rooms on the three sides were planned. The construction progressed without any soil investigations. The paper highlights the problems faced at the stage when the construction had already progressed up to +50 ft. Soil investigations were carried out at this stage. Then, the performance of structures was predicted and possible modifications in the future construction are presented.
Upgrading Existing Footings With Micro-Piles, Surinder Singh, E. Itzig Heine
Upgrading Existing Footings With Micro-Piles, Surinder Singh, E. Itzig Heine
International Conference on Case Histories in Geotechnical Engineering
The use of pressure-injected micro-piles to upgrade the load carrying capacity of existing spread footings and to limit settlement is described. Theoretical pile load capacity and predicted settlement have been verified by a full-scale pile load test.
Uranium Mill Trailings Geotechnical Investigations - A Case History, V. Singh, J.P. Berry, D.F. Kapral
Uranium Mill Trailings Geotechnical Investigations - A Case History, V. Singh, J.P. Berry, D.F. Kapral
International Conference on Case Histories in Geotechnical Engineering
Uranium mill tailings at Union Carbide Corporation's mining and mill complex at Uravan, Colorado, are deposited in two tailings piles along a steep hillside. The tailings are deposited in slurry form, allowed to decant, and the decant liquid removed for recycling in the milling operation. The impoundment dikes are raised using the coarser portion of the tailings in an upstream method of construction. At the time of the study, the height of the tailings piles was in excess of 100 feet. Continued use of these piles necessitated a detailed geotechnical stability evaluation and design of stabilizing measures in order to …
Use Of Surcharges As Treatment Of Residual Soil Foundation - A Case History, L. G. F. S. Demello, M. Cepollina, F. J. P. Deoliveira
Use Of Surcharges As Treatment Of Residual Soil Foundation - A Case History, L. G. F. S. Demello, M. Cepollina, F. J. P. Deoliveira
International Conference on Case Histories in Geotechnical Engineering
Predetermined locations for storage of leaching materials needed total warranty against cracking as result of differential settlements. Two stockpiles had to be located on a platform, one placed in area of low height cuts of unsaturated residual soils, the other over fills placed without compaction criteria over saturated clayey soils of low consistency. It was decided to preload the platform in order to minimize future absolute and differential settlements, reducing them to allowable limits. The systematic interpretation of the instrumentation allowed the optimization of the treatment. The behaviour during unloading of the soils indicated heaves much smaller than the limits …
Conference Committees, Multiple Members
Conference Committees, Multiple Members
International Conference on Case Histories in Geotechnical Engineering
No abstract provided.
Conference Participants, Multiple Participants
Conference Participants, Multiple Participants
International Conference on Case Histories in Geotechnical Engineering
No abstract provided.
Concluding Session, Multiple Authors
Concluding Session, Multiple Authors
International Conference on Case Histories in Geotechnical Engineering
No abstract provided.
Conference Schedule, Multiple Authors
Conference Schedule, Multiple Authors
International Conference on Case Histories in Geotechnical Engineering
No abstract provided.
Preface And Contents - Vol. 1, Multiple Authors
Preface And Contents - Vol. 1, Multiple Authors
International Conference on Case Histories in Geotechnical Engineering
No abstract provided.
Preface And Contents - Vol. 4, Multiple Authors
Preface And Contents - Vol. 4, Multiple Authors
International Conference on Case Histories in Geotechnical Engineering
No abstract provided.
Preface And Contents - Vol. 3, Multiple Authors
Preface And Contents - Vol. 3, Multiple Authors
International Conference on Case Histories in Geotechnical Engineering
No abstract provided.
Preface And Contents - Vol. 2, Multiple Authors
Preface And Contents - Vol. 2, Multiple Authors
International Conference on Case Histories in Geotechnical Engineering
No abstract provided.
Snapshots Of Conference, Multiple Participants
Snapshots Of Conference, Multiple Participants
International Conference on Case Histories in Geotechnical Engineering
No abstract provided.
Welcoming Remarks, Shamsher Prakash, John T. Park, Joseph H. Senne
Welcoming Remarks, Shamsher Prakash, John T. Park, Joseph H. Senne
International Conference on Case Histories in Geotechnical Engineering
No abstract provided.
Welcome Messages, Multiple Authors
Welcome Messages, Multiple Authors
International Conference on Case Histories in Geotechnical Engineering
No abstract provided.
Adjustable Columns Control Settlement Of Structure, F. B. Newman, A. M. Digioia Jr.
Adjustable Columns Control Settlement Of Structure, F. B. Newman, A. M. Digioia Jr.
International Conference on Case Histories in Geotechnical Engineering
A five-story precast concrete building was to be built on 10 to 130 feet of mixed cohesive and bouldery engineered fill. The initial estimates of total and differential settlement of shallow foundations for the structure were considered intolerable. After evaluating several options, it was concluded that providing a means of adjusting the building columns to "relevel" the structure as the foundations settled was the most cost-effective approach to the problem. The observed settlements were different than originally estimated, and some unanticipated settlement and adjustment problems did occur. However, the approach was successful and cost effective.
Bearing Capacity Of Piles Under Long-Term Vibration, Xu You Zai, Liu Yao Fu, Shi Yul Iang, Xin Su Lan
Bearing Capacity Of Piles Under Long-Term Vibration, Xu You Zai, Liu Yao Fu, Shi Yul Iang, Xin Su Lan
International Conference on Case Histories in Geotechnical Engineering
The Bearing capacity of piles under long-term vibration is herein discussed. A real case of continuous subsidence of vibrating pile foundations is presented with a set of vibratory loading tests in-situ and the characteristics of settlement-time curves are described. Analyses of the observed data are made and the additional plastic deformation induced in the soil strata under the piles is interpreted. Based on the test data, authors recommend a conception of long-term bearing capacity of piles to be used in the design of pile foundation under vibration instead of the conventional one, and a method of determination of bearing capacity …
Behaviour Of Bridge Abutment On Fractured Chalk, A. Marsland, A. P. Butcher
Behaviour Of Bridge Abutment On Fractured Chalk, A. Marsland, A. P. Butcher
International Conference on Case Histories in Geotechnical Engineering
Loading tests on 865 mm diameter plates showed that the fractured chalk was much more compressible than at other sites on the same deposit but it was still considered that slab foundations would be adequate for the bridges at most locations. Detailed measurements have been made on one of the bridge abutment foundations both during and following construction. Measurements were made of vertical pressures applied to the ground, lateral earth pressures acting on the abutment wall, settlements of the foundation slab, tilt of the wall, and vertical displacements in the ground below the foundations. These observations confirmed the adequacy of …
Caisson Design By Instrumented Load Test, D. J. Lane
Caisson Design By Instrumented Load Test, D. J. Lane
International Conference on Case Histories in Geotechnical Engineering
Three instrumented axial load tests were performed on 42 inch diameter caissons (drilled piers). These caissons were installed in marine sediments of dense sand overlain by soft sand-clay mixtures. Correlations were made with the Standard Penetration Test to develop design relationships. Production caissons were then designed based on these relationships. Test caissons were approximately 54 feet long and installed by the slurry displacement method. Test loads were carried to 1,000 tons. Mustran cells were used to determine loads in the caissons at different depths. Resulting data is presented graphically as load versus settlement, load versus depth (load distribution), and side …
Chimney Foundation On Drilled Piers, K. Y. C. Chung, L. D. Cundy
Chimney Foundation On Drilled Piers, K. Y. C. Chung, L. D. Cundy
International Conference on Case Histories in Geotechnical Engineering
This paper describes the design and compares predicted performance to actual responses of a drilled pier foundation supporting a 305m high chimney. The purpose was to evaluate laboratory and empirical side friction and end bearing criteria used in the pier design. Based on results of a subsurface exploration program, and consideration of vibration effects on nearby structures, a foundation system was designed consisting of 38 drilled piers capped with a concrete mat. The piers had an average diameter of 1.37m in soil and 1.22m in rock. The average length of pier was 15.63m including a rock socket 2.44m deep. Each …
Combined Earth And Rock Bearing Foundation - Hospital Humana Mexico City D.F., Michael R. Stomer, Pablo Girault, L. E. Wilson
Combined Earth And Rock Bearing Foundation - Hospital Humana Mexico City D.F., Michael R. Stomer, Pablo Girault, L. E. Wilson
International Conference on Case Histories in Geotechnical Engineering
This text describes the design and performance of a shallow spread footing foundation system for a large medical care facility in Mexico City. The project is unusual because the spread footings bear on a combination of basaltic lava and coarse sand fill containing angular lava fragments, the latter of which was densified using the dynamic deep compaction process. In the following narrative, the exploratory program is described, the geotechnical design and construction process is explained, and the inspection procedure for footings bearing on rock and soil is discussed. Further, the results of precise settlement monitoring for the structure are presented.