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Articles 601 - 630 of 2055
Full-Text Articles in Engineering
Pile Driving And The Elastic Rebound Theory, Kumars Zand-Parsa, Kamran Zand-Parsa
Pile Driving And The Elastic Rebound Theory, Kumars Zand-Parsa, Kamran Zand-Parsa
International Conference on Case Histories in Geotechnical Engineering
Almost all the bridge footings in southern California are on piles due to the soil condition. Steel (H & W), reinforced concrete and steel pipe filled with reinforced concrete are common piles that are using at bridge abutment and bent footings. Various methods and procedures are available when using known driving energy to determine the bearing capacity of the pile. These procedures can be categorized into three areas: (1) pile driving formulas, (2) wave equation analysis of pile driving, and (3) dynamic pile driving analysis. Pile driving formulas all utilize the energy delivered per blow, the resistance to movement of …
Design And Load Verification Of Driven Pile Foundations, Ching Tsai, Zhongjie Zhang
Design And Load Verification Of Driven Pile Foundations, Ching Tsai, Zhongjie Zhang
International Conference on Case Histories in Geotechnical Engineering
Eleven pile load tests were reviewed and analyzed to document the issues related to the design and load tests of driven pile foundations for a new bridge construction project in Louisiana. This project involves the design and construction of an elevated bridge approximately 17 miles in length. The project area is located in a Coastal Deltaic Plain, Saline Marsh area, underlain by slightly under-consolidated to normally-consolidated weak clays to depths greater than 200 feet. Environmental and site constraints limited the use of pile types and load test methods for this project. The geotechnical investigation methods consist of both cone penetration …
Tank Settlement Due To Highly Plastic Clays, Ashraf El Far, John Davie
Tank Settlement Due To Highly Plastic Clays, Ashraf El Far, John Davie
International Conference on Case Histories in Geotechnical Engineering
Settlement during hydro-testing of two 30-m diameter oil tanks was generated mostly by a layer of highly plastic clay at about 10 m depth. Based on about 5 months of readings on one of the tanks, the total predicted settlement at the tank perimeter was about 300 mm (with little differential movement) and at the center was closer to 550 mm. The settlement of a 7-m diameter water tank located close to the oil tanks followed quite a different pattern during hydro-testing. Within about 6 days, the tank had settled about 130 mm on one side, but only about 20 …
Soil-Structure Interaction Effects Of High Rise Buildings, Hien Nghiem, Nien-Yin Chang
Soil-Structure Interaction Effects Of High Rise Buildings, Hien Nghiem, Nien-Yin Chang
International Conference on Case Histories in Geotechnical Engineering
As high rises are built or designed for in areas of high seismic activities, it is critical to examine their seismic responses using analysis code that reveals a more realistic view of the behavior of these structures for their performance under strong seismic shaking. To understand the seismic soil-structure interaction effects, a 33-story building and a 20-story building were subjected to seismic response analysis using SSI-3D. To reflect the evolution of SSI effects, analyses were performed for the cases with rigid base, flexible base with linear foundation springs, flexible base with linear soil, flexible with nonlinear springs, and the full …
The Coefficient Of Subgrade Reaction And Its Accuracy On Design Of Foundations, Jamshid Sadrekarimi, Maryam Akbarzad Ghamari
The Coefficient Of Subgrade Reaction And Its Accuracy On Design Of Foundations, Jamshid Sadrekarimi, Maryam Akbarzad Ghamari
International Conference on Case Histories in Geotechnical Engineering
In this paper different methods proposed for determination of ks are discussed, compared and evaluated for their suitability and accuracy. The geotechnical parameters of a site on Tabriz Marl were selected as the base data and settlement analysis results with different methods were compared with that of obtained from analyses with advanced soil models using Safe and Plaxis soft wares. It was disclosed that for Tabriz Marl, soft soil model is the best governing model and Vesic relation among the methods of determination of ks leads to a negligible error in comparison to the soft soil model. Also, in order …
Heave Problem In Spread Footing In Jordanian Expansive Soil, Omar Hmoud Al-Hattamleh
Heave Problem In Spread Footing In Jordanian Expansive Soil, Omar Hmoud Al-Hattamleh
International Conference on Case Histories in Geotechnical Engineering
Spread footing foundation system is widely used here in Jordan. Cheap cost compare with other foundation type and accumulative practice makes them preferable in the construction industry. Overdesign of such footing and the lack of effective heave prediction lead to an unexpected outcome. Several residences building in Irbid province were suffered from severe crack. Subsequently, owners of these houses are enforced to leave their homes. In this paper a case study of a damaged one-storey reinforced concrete structure presented. The investigation shown that, the spread footings in the damaged part of the structure are over design, while the grade beam …
Influence Of Taper In Selecting Pile Support System Or Major Structures, Walter G. Brusey, Robert Yin
Influence Of Taper In Selecting Pile Support System Or Major Structures, Walter G. Brusey, Robert Yin
International Conference on Case Histories in Geotechnical Engineering
Tapered steel piles have been used predominantly at JFKIA to provide foundation support for selected structures including “International and Domestic Air Terminals” plus heavily loaded multi-level “Parking Garages”, JFK Airtrain Elevated Guideway, JFK Terminal at Jamaica, Queens, NYC and other facilities. The historical development and comparative evaluation of tapered piles with other pile types are addressed. Results of dynamic measurements to permit evaluation of pile capacity during initial installation and at predetermined subsequent intervals to evaluate set-up (increased capacity with time) are provided. Final selected ultimate pile capacities are always confirmed by standard compression load tests illustrated by an extensive …
On Short-Term And Long-Term Behavior Of Large Diameter Above Ground Steel Storage Tanks Founded On Glacial Tills, Dan Dimitriu, C. (Kees) Kooy
On Short-Term And Long-Term Behavior Of Large Diameter Above Ground Steel Storage Tanks Founded On Glacial Tills, Dan Dimitriu, C. (Kees) Kooy
International Conference on Case Histories in Geotechnical Engineering
The paper summarizes settlement records taken over periods of weeks and up to 45 years on above ground steel storage tanks 20 m to 50 m in diameter, 14 m to 20 m high, founded on fine-grained glacial tills. Soil information for each of the tanks is provided from different sources such as conventional boreholes, test pits, and sometimes Dilatometer tests. Three newly constructed tanks have been instrumented with piezometers and a tank base hydraulic profiler for monitoring during hydrotesting. The presented long-term settlements for the older tanks, and the short-term monitoring data collected from the hydrotested tanks are examined …
Settlement Analysis Of Axially Loaded Piles, Hoyoung Seo, Monica Prezzi, Rodrigo Salgado
Settlement Analysis Of Axially Loaded Piles, Hoyoung Seo, Monica Prezzi, Rodrigo Salgado
International Conference on Case Histories in Geotechnical Engineering
In pile design, settlement controls the design in most cases because, by the time a pile has failed in terms of bearing capacity, it is very likely that serviceability will have already been compromised. This notwithstanding, pile foundations are often designed based on the calculations of ultimate resistances reduced by factors of safety. This is in part due to the lack of accessible realistic analyses for estimation of settlement, especially for piles installed in layered soil. This paper presents a new settlement analysis method for axially loaded piles in multilayered soil and analyzes two case histories for which load tests …
Dedication: Ralph B. Peck, Shamsher Prakash
Dedication: Ralph B. Peck, Shamsher Prakash
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.
General Report — Session 5: Case Histories And Failure Of Retaining Structures, Slurry Walls, And Deep Foundations, Alex Sy, Yingwei (Alex) Wu, Jose Matos E Silva
General Report — Session 5: Case Histories And Failure Of Retaining Structures, Slurry Walls, And Deep Foundations, Alex Sy, Yingwei (Alex) Wu, Jose Matos E Silva
International Conference on Case Histories in Geotechnical Engineering
No abstract provided.
General Report — Session 7: Soil Property Improvement And Environmental Contamination, José L. M. Clemente, Mounir Bouassida, Dhananjay L. Shah, Muawia A. Dafallia
General Report — Session 7: Soil Property Improvement And Environmental Contamination, José L. M. Clemente, Mounir Bouassida, Dhananjay L. Shah, Muawia A. Dafallia
International Conference on Case Histories in Geotechnical Engineering
No abstract provided.
Averted Piping Failure—Earth Dam On Permeable Foundation, Scott Newhouse
Averted Piping Failure—Earth Dam On Permeable Foundation, Scott Newhouse
International Conference on Case Histories in Geotechnical Engineering
“The dam builder has substantial control over the properties of the structure he builds, but he must take the foundation as it is furnished by nature.” (Cedergren, 1989) This paper presents the case of an earth dam built on a permeable foundation where seepage problems nearly caused failure of the dam. Early during first filling, before the lake was even half full, the dam showed significant seepage. Seepage boils appeared at the dam’s toe, indicating the onset of piping failure through the foundation. Although seepage boils indicating a failure mechanism appeared, dam failure was averted. The paper describes the events …
Case Study Of Failure Of A R.C.C. Counterfort Retaining Wall, R. D. Padhye, P. B. Ullagaddi
Case Study Of Failure Of A R.C.C. Counterfort Retaining Wall, R. D. Padhye, P. B. Ullagaddi
International Conference on Case Histories in Geotechnical Engineering
It is a fact that the retaining wall failures have occurred in the distant past as also in recent times and will recur inevitably in future. The reasons of failure are ultimately the errors of judgment to which no humans including the greatest of engineers are immune. Free flow of information on failure incidents is greatly inhibited in most of the cases by the natural tendency to avoid publicizing our mistakes although all human are prone to them. The present study through light on a failure of a recently constructed R.C.C. counter fort Retaining wall. The wall is located near …
Failure Of The Embankment On Soft Soil In Recife-Brazil, Maria Isabela Marques Da Cunha V. Bello, Roberto Quental Coutinho, Alexandre Duarte Gusmão
Failure Of The Embankment On Soft Soil In Recife-Brazil, Maria Isabela Marques Da Cunha V. Bello, Roberto Quental Coutinho, Alexandre Duarte Gusmão
International Conference on Case Histories in Geotechnical Engineering
This paper presents the study of the rupture of an embankment on soft clay, localized in Recife, Brazil. The data was obtained from partnership of the Department of Civil Engineering of the Federal University of Pernambuco, Brazil and the company Gusmão Engineers Associates, which it was possible to perform a Master Thesis. The embankment was constructed without geotechnical investigation project, accompaniment and technological control. After the rupture, to understand the process, a geotechnical investigation was performed to permit a total stress stability analyze / back-analyze, considering circular and non-circular surfaces, occurrence of cracking in embankment, and the three-dimensional effect. The …
Experimental And Numerical Analysis Of The Behaviour Of An Embankment Stabilized With Vertical Drains, Francesco Castelli, Valentina Lentini, Michele Maugeri
Experimental And Numerical Analysis Of The Behaviour Of An Embankment Stabilized With Vertical Drains, Francesco Castelli, Valentina Lentini, Michele Maugeri
International Conference on Case Histories in Geotechnical Engineering
The paper deals with the settlement analysis of an embankment founded on soft soil and realized for the construction of a reinforced concrete building in the industrial area of Catania (Sicily, Italy). The solution adopted consisted in the construction of the embankment by stages with thirty-three vertical prefabricated drains disposed under the embankment. Soil consolidation settlements took place since the beginning of the embankment construction. The experimental measurements were carried out since August 2000 up to January 2001. The site was well investigated by means of in-situ and laboratory tests. A significantly correspondence between the values of the geotechnical parameters …
Evaluation Of Dispersive Properties Of Clays To Be Used In Embankment Of Arsuz - Gönençay Dam, Ayşe Aydin, Eray Özgüler
Evaluation Of Dispersive Properties Of Clays To Be Used In Embankment Of Arsuz - Gönençay Dam, Ayşe Aydin, Eray Özgüler
International Conference on Case Histories in Geotechnical Engineering
Dispersive clays can easily be eroded when they contact with water having high percent dissolved sodium ion in pores. Colloidal clay minerals in these types of soil produce suspension even in stagnant water by dispersion and decomposition. Use of dispersive clays as an impervious material in embankments and dams can cause serious problems of internal erosion (piping) and failure induced by these problems. In this paper, impervious material areas of Arsuz Gönençay dam are discussed as an example of evaluation of usability of dispersive clays in dam fills. The dam type was selected as zoned earth fill at the stage …
Initial Filling Of Tehri Reservoir — Analysis Of Seepage Data, R. S. T. Sai, S. K. Shukla, G. M. Prasad, R. K. Vishnoi, Sandeep Singhal
Initial Filling Of Tehri Reservoir — Analysis Of Seepage Data, R. S. T. Sai, S. K. Shukla, G. M. Prasad, R. K. Vishnoi, Sandeep Singhal
International Conference on Case Histories in Geotechnical Engineering
Initial Filling of reservoirs in dams, particularly the embankment type, is a very important phase as unusual behaviour / accidents of many dams have been reported during this period. A regular observation / analysis of quantum of seepage vis-à-vis the reservoir level is a significant activity so that any serious development inside the body of dam and foundation / abutments rocks are revealed in advance and remedial measures are taken up timely to prevent catastrophic failures. At Tehri, a 260.5m high earth & rockfill dam has been constructed across river Bhagirathi, a tributary of mighty river Ganga in India. Seepage …
Lessons Learned From The Performance Of A Degradable Shale Embankment: Case Study, Sebastian Lobo-Guerrero, Neal W. Fannin, James G. Ulinski, Suresh Gutta
Lessons Learned From The Performance Of A Degradable Shale Embankment: Case Study, Sebastian Lobo-Guerrero, Neal W. Fannin, James G. Ulinski, Suresh Gutta
International Conference on Case Histories in Geotechnical Engineering
Degradable shales are sedimentary rocks with properties that can vary from those of solid rock to soil like materials if subjected to wetting and drying cycles. If the potential for degradation of the shale is not identified on time, rock like particles could be used as strong embankment material. After wetting and drying cycles, degradation occurs and the initial large voids formed between the generally uniform rock particles are filled with smaller fragments, resulting in significant settlements and slope instability. This paper present a case study of a 40 foot (12.2m) approach embankment having 1.5H:1V slopes that was unintentionally constructed …
General Report — Session 6: Geological, Rock And Mining Engineering, Including Underground Structures And Excavations, And Subsidence Of Deltas, Dimitrios Zekkos, Amy L. Guisinger, Edmund Medley, Daniel A. Vellone
General Report — Session 6: Geological, Rock And Mining Engineering, Including Underground Structures And Excavations, And Subsidence Of Deltas, Dimitrios Zekkos, Amy L. Guisinger, Edmund Medley, Daniel A. Vellone
International Conference on Case Histories in Geotechnical Engineering
No abstract provided.
General Report — Session 9: Case Histories Of Offshore Geotechnics, Gareth M. Swift
General Report — Session 9: Case Histories Of Offshore Geotechnics, Gareth M. Swift
International Conference on Case Histories in Geotechnical Engineering
No abstract provided.
Locating Slide Surface And Pre-Slide Topography Using Site Investigation Data, Case Study: Maskun Landslide, Vahid Maazallahi, Ali Saiedi
Locating Slide Surface And Pre-Slide Topography Using Site Investigation Data, Case Study: Maskun Landslide, Vahid Maazallahi, Ali Saiedi
International Conference on Case Histories in Geotechnical Engineering
The geometric shape of the slide surface and the topography of before and after the failure are the essential factors for analysis of a landslide and for design of remedial works. Since determination of the slide surface profile is difficult and costly using traditional methods and often the pre-slide topography is not accessible, this paper is going to present two techniques to determine these factors. The presented technique to locate 3dimensional geometric shape of the slide surface is based upon determining slide surface in 2dimensional vertical sections. The outcrop and other signs of slide surface are implemented factors for this …
Predicted Versus Observed Failure Surface: A Case Study, P. K. Basudhar, G. Bhattacharya
Predicted Versus Observed Failure Surface: A Case Study, P. K. Basudhar, G. Bhattacharya
International Conference on Case Histories in Geotechnical Engineering
The paper pertains to the studies undertaken to investigate the efficacy and correctness of a numerical scheme developed by the authors to predict the stability of slopes. As such, a well documented failed test embankment has been reanalyzed using the suggested method for predicting the critical slip surface and the associated factor of safety. A comparison of the predicted failure surface (critical slip surface) with the observed failure surface showed close agreement; the corresponding value of factor of safety was found to be close to unity. Thus, the case study demonstrated that with appropriate choice of the strength parameters the …
Repair Of A Failed Slope Using Geogrid Reinforcement, Pichit Jamnongpipatkul, Punya Chupanit
Repair Of A Failed Slope Using Geogrid Reinforcement, Pichit Jamnongpipatkul, Punya Chupanit
International Conference on Case Histories in Geotechnical Engineering
Slope failures often occur in highways located in the mountainous terrain of Northern Thailand. There are several factors which induce those failures. The construction material consists of cohesionless decomposed granite. The highway embankment is steep over 30 m in height. The rainfall is very high during the monsoon season. Due to limitation of right of way, difficulty in the reconstruction and environmental consideration, geogrid reinforced embankment is introduced. The advantages of using the reinforced structure are to use less material because the very steep slope can be maintained and the vegetative cover is feasible. However, the method is expensive, economical …
Geotechnical Schemes For Constructing Light Structures On Instable Slopes, Farzad Farrokhzad, Asskar Janali-Zadeh
Geotechnical Schemes For Constructing Light Structures On Instable Slopes, Farzad Farrokhzad, Asskar Janali-Zadeh
International Conference on Case Histories in Geotechnical Engineering
Slopes in soils and rocks are natural or man-made structures. Landslide and slope failure are responsible for millions of dollars of damage to public and private property every year. The great variety of slope movements reflects the diversity of conditions that cause the slope to become unstable and the processes that trigger the movement. The stability of a slope can be threatened by erosion due to surface water runoff, or more severe erosive forces associated with water. In this paper the geotechnical schemes which were done for constructing light structure (aviculture) in Noabad (Mazandaran-Iran) by regarding to the movement of …
Study Of Instability Event Of Rock Trench In Vanyar Dam Spillway, A. Sadeghpour, J. Asgari, M. Mojezi
Study Of Instability Event Of Rock Trench In Vanyar Dam Spillway, A. Sadeghpour, J. Asgari, M. Mojezi
International Conference on Case Histories in Geotechnical Engineering
Vanyar dam is located near Tabriz city, North West of Iran. The side channel overflow spillway of this dam is located on the left side of dam body with discharge capacity of 1330 m3/sec. To construct this spillway a soil-rock slope with height of maximum 140m is excavated. After about three years, some surface cracks and slides started to develop. This research tries to study the reasons of these instabilities and some approaches are presented to stabilize the slope. This slope is located on too weathered and crushed igneous rocks and weak sandstones. The field studies indicated that …
Evaluation Of Liquefaction Potential And Post-Liquefaction Settlement Of Tzuoswei River Alluvial Plain In Western Taiwan, C. P. Kuo, M. Chang, R. E. Hsu, S. H. Shau, T. M. Lin
Evaluation Of Liquefaction Potential And Post-Liquefaction Settlement Of Tzuoswei River Alluvial Plain In Western Taiwan, C. P. Kuo, M. Chang, R. E. Hsu, S. H. Shau, T. M. Lin
International Conference on Case Histories in Geotechnical Engineering
Taiwan is located in the conjunction area between Eurasia Plate and Philippine Sea Plate. As a result, the geology condition of the island is complex and the earthquake activity is frequent. On September 21, 1999, a severe earthquake (ML = 7.3) hit Chi-chi Town and resulted in significant damages and casualties in the mid-west plain of Taiwan. The alluvial deposits of Tzuoswei River, the largest river system of the island, had also experienced serious liquefaction damages during the shaking. The aim of the study was to as-sess the potential of liquefaction and the associated post-liquefaction settlement of the area. …
Google Earth Mapping Of Damage From The Niigata-Ken-Chuetsu M6.6 Earthquake Of 16 July 2007, Robert Kayen, Wm. Clint Steele, Brian Collins, Kevin Walker
Google Earth Mapping Of Damage From The Niigata-Ken-Chuetsu M6.6 Earthquake Of 16 July 2007, Robert Kayen, Wm. Clint Steele, Brian Collins, Kevin Walker
International Conference on Case Histories in Geotechnical Engineering
We describe the use of Google Earth during and after a large damaging earthquake that struck the central Japan coast on 16 July 2007 to collect and organize damage information and guide the reconnaissance activities. This software enabled greater real-time collaboration among scientists and engineers. After the field investigation, the Google Earth map is used as a final reporting product that was directly linked to the more traditional research report document. Finally, we analyze the use of the software within the context of a post-disaster reconnaissance investigation, and link it to student use of Google Earth in field situations.
Seismic Behaviour Of Water Front Structures With Tyre Chip Backfill, S. P. Gopal Madabhushi, U. Cilingir, S. K. Haigh, H. Hazarika
Seismic Behaviour Of Water Front Structures With Tyre Chip Backfill, S. P. Gopal Madabhushi, U. Cilingir, S. K. Haigh, H. Hazarika
International Conference on Case Histories in Geotechnical Engineering
Water front structures have suffered significant damage in many of the recent earthquakes. One of the primary causes for the poor performance of these classes of structures is the liquefaction of the foundation soil and in some instances liquefaction of the backfill soil. The liquefaction of the soil in-front of the quay wall tends to cause large lateral displacements and rotation of the wall. Full or partial liquefaction of the backfill can result in the increase of lateral earth pressure exerted on the wall that can cause additional lateral displacement of the wall. In this paper numerical analyses of a …