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Articles 1 - 30 of 2055
Full-Text Articles in Engineering
Evaluation Of Liquefaction Potential Of An Earth Dam Foundation Using In Situ Tests, Ikram Guettaya, Mohamed Ridha El Ouni
Evaluation Of Liquefaction Potential Of An Earth Dam Foundation Using In Situ Tests, Ikram Guettaya, Mohamed Ridha El Ouni
International Conference on Case Histories in Geotechnical Engineering
This paper presents a case study of liquefaction potential assessment carried out under an earth dam foundation in Tunisia. An emphasis was made on the exploration of geotechnical conditions and the interpretation of field tests results collected before and after soil densification using the vibrocompaction technique. The assessment of soil liquefaction susceptibility was made using deterministic and probabilistic simplified procedures developed from several case histories. Conclusively, the obtained results show that before vibrocompaction the soil was prone to the liquefaction hazard. However, after vibrocompaction, a significant improvement of the soil resistance reduces the liquefaction potential of the sandy foundation. Indeed, …
An Investigation On The Stack Vibrations And Geotechnical Rehabilitation Solutions Case-Study: Khangiran Gas Refinery, Hadi Ghodrat, Abolfazl Yazdinejad, Javad Hosseini Masum, Mehdi Barjini Khabbaz, Arsalan Ghahramani
An Investigation On The Stack Vibrations And Geotechnical Rehabilitation Solutions Case-Study: Khangiran Gas Refinery, Hadi Ghodrat, Abolfazl Yazdinejad, Javad Hosseini Masum, Mehdi Barjini Khabbaz, Arsalan Ghahramani
International Conference on Case Histories in Geotechnical Engineering
The 75 (m) high stacks of the sulfur recovery units of Khangiran Gas Refinery in Iran exhibited significant levels of vibration in winds. Field observations reported that vibration occurred in the stacks 9 times during reel years. The longest vibration duration is 8 hours and maximum tip deflection is 1 (m). In most intensive vibration occurrence much amount of water exits from around of foundation and some crack is created in the structure. Stack diameter is 4.57 (m) at the bottom and 3.43 (m) at the top and its total weight is 182.3 (Ton). The octagonal foundation diameter is 14 …
Ground Improvement For The Smithland Hydroelectric Project, Thomas Andrews, Lin Zhao, Luling Yang, Abid Mirza
Ground Improvement For The Smithland Hydroelectric Project, Thomas Andrews, Lin Zhao, Luling Yang, Abid Mirza
International Conference on Case Histories in Geotechnical Engineering
American Municipal Power is developing the Smithland Hydroelectric Project adjacent to the U.S. Army Corps of Engineers’ existing Smithland Locks and Dam on the Ohio River. The site geology is characterized by over 100 feet of variable alluvial deposits overlying karstic limestone. The investigation program revealed loose to medium dense sands and sandy gravels along with some interbedded clay. Large voids were encountered in rock and ground loss into solution features was believed to have created ‘chimneys’ of loosened soil. A project-specific seismic hazard evaluation determined that the maximum credible earthquake (MCE) is a 7.5M event associated with the New …
Estimation Of Site Effects In The Iranian Plateau Using The Quarter-Wavelength Method, Mohammad Ebrahim Fakhimnia, Hamid Zafarani, Shima Shams Rad
Estimation Of Site Effects In The Iranian Plateau Using The Quarter-Wavelength Method, Mohammad Ebrahim Fakhimnia, Hamid Zafarani, Shima Shams Rad
International Conference on Case Histories in Geotechnical Engineering
The characteristics of strong ground motion at a given site depend upon the source mechanism, the transmission path together with the geological characteristics of source to the site, and the local soil conditions at the site, mostly known in the engineering and seismological literature as site effects. In the context of the stochastic simulation methods (e.g. Boore 1983), site effects play a significant rule in ground-motion studies. The objective of this paper is the assessment of site effects (both crustal amplification and near surface attenuation) in the Iran plateau. The effects in different parts of Iran were estimated based on …
Experimental Investigation Into Natural Base Isolation System For Earthquake Protection, Srijit Bandyopadhyay, Aniruddha Sengupta, G. R. Reddy
Experimental Investigation Into Natural Base Isolation System For Earthquake Protection, Srijit Bandyopadhyay, Aniruddha Sengupta, G. R. Reddy
International Conference on Case Histories in Geotechnical Engineering
This paper presents the results of experimental investigations into the performance of a well-designed layer of sand, and layer of sand mixed with shredded tire (rubber) as low cost base isolators. The building foundation is modeled by a 200 mm by 200 mm and 40 mm thick rigid plexi-glass block. The model footing is placed in the middle of a 1m by 1m tank filled with sand. The selected base isolator is placed between the footing and the sand foundation. The whole setup is mounted on the shake table and subjected to sinusoidal motion with varying amplitude and frequency. Acceleration …
Estimating Seismic Settlements From Liquefaction And Cyclic Softening And Their Impact To Design Of A School Building, James Wetenkamp, Jorge Meneses, Zia Zafir
Estimating Seismic Settlements From Liquefaction And Cyclic Softening And Their Impact To Design Of A School Building, James Wetenkamp, Jorge Meneses, Zia Zafir
International Conference on Case Histories in Geotechnical Engineering
Estimation of static and seismic settlements is critical for the design of a structure to assess whether the structure can tolerate given levels of total and differential settlements and angular distortion. The design of a public school building required the estimation of both liquefaction-induced settlement due to the presence of a potentially liquefiable layer, and settlement from cyclic softening of soft clay layers. Tolerable levels of differential settlements for the proposed school building were not to exceed 2 inches across the building. The soft clay had a plasticity index of 12, a liquid limit of 32, and SPT blow counts …
Lessons From The Seismic Performance Of Pile-Supported Bridges Affected By Liquefaction During The M8.8 2010 Maule Chile Earthquake, Christian Ledezma
Lessons From The Seismic Performance Of Pile-Supported Bridges Affected By Liquefaction During The M8.8 2010 Maule Chile Earthquake, Christian Ledezma
International Conference on Case Histories in Geotechnical Engineering
Ground failure case studies have been the source of the most important advances in geotechnical earthquake engineering over the past 50 years. Documented case histories from the 2010 M8.8 Maule Chile earthquake will, if carefully studied, further advance this field. The 2010 M8.8 earthquake in Chile showed that liquefaction-induced soil-foundation-structure interaction problems are still far from being completely understood. The observed damage and partial collapse of pile-supported bridges like Juan Pablo II, Llacolén, Tubul, La Mochita, and Raqui, is most likely due to the effects of liquefaction-induced lateral and vertical ground displacement, which often causes large ground deformations that impose …
Performance Of Lightweight Structures During Liquefaction From Recent Earthquakes, Jorge F. Meneses, Yun Liao
Performance Of Lightweight Structures During Liquefaction From Recent Earthquakes, Jorge F. Meneses, Yun Liao
International Conference on Case Histories in Geotechnical Engineering
Several case histories of lightweight structures performance during liquefaction from recent earthquake are reviewed. The review is focused on performance of lightweight structures in terms of liquefaction-induced vertical settlement, tilting, lateral displacement and their effects on occupancy and functionality of the structures. These case histories were reported during the 1997 Mw 7.4 Caucete- Argentina, 2007 Mw 8.0 Pisco-Peru, 2010 Mw 8.8 Chile, 2010 Mw 7.2 El Mayor-Cucapah, 2010-2011 New Zealand, and 2011 Mw 9.0 Great East Japan earthquakes. The review is performed to identify similarities, discuss conditions, and their effects on foundation and structures. Financial …
Seismic Hazard Assessment And Design Ground Motion: Lessons Learned From Recent Earthquakes, Zhenming Wang
Seismic Hazard Assessment And Design Ground Motion: Lessons Learned From Recent Earthquakes, Zhenming Wang
International Conference on Case Histories in Geotechnical Engineering
Recent earthquakes, the 2008 Wenchuan, 2009 L’Aquila, 2010 Haiti, and 2011 Christchurch and Japan in particular, have called attention to the probabilistic seismic hazard maps, particularly the ground motions with 10, 5, and 2 percent probabilities of exceedance in 50 years. As discussed in this paper, these ground motions are artifacts because they were produced from probabilistic seismic hazard analysis (PSHA). PSHA is a mathematical formulation derived from a rigorous probability analysis of the distribution of earthquake magnitudes, locations, and ground-motion attenuation. Some of the assumptions and distributions that PSHA is based on have been found to be invalid in …
Variation Of Intrinsic And Scattering Attenuation Of Seismic Waves With Depth In The Bam Region, East-Central Iran, Majid Mahood
Variation Of Intrinsic And Scattering Attenuation Of Seismic Waves With Depth In The Bam Region, East-Central Iran, Majid Mahood
International Conference on Case Histories in Geotechnical Engineering
The attenuation properties of the lithosphere in the Bam region, East-Central Iran, have been investigated. For this purpose, 42 local earthquakes (aftershocks of Bam earthquake, Mw 6.5, 2003) having focal depths less than 25 km have been used. The quality factor of coda waves (Qc) has been estimated using the single backscattering model. The quality factors Qp, Qd (P and direct S-waves) have been estimated using the extended-coda normalization method. Qi and Qs (the intrinsic and scattering attenuation parameters) have been estimated for the region. The values of Qp, Q …
Evaluation Of Site Amplification Of Erbaa, Tokat (Turkey), Muge K. Akin, Steven L. Kramer, Tamer Topal
Evaluation Of Site Amplification Of Erbaa, Tokat (Turkey), Muge K. Akin, Steven L. Kramer, Tamer Topal
International Conference on Case Histories in Geotechnical Engineering
The study area, Erbaa, is one of the largest towns of Tokat with a population of 47000 in the northern part of Turkey. Erbaa is in North Anatolian Fault Zone (NAFZ) and partly located on the Kelkit river plain, also referred to as the Erbaa basin. After the disastrous 1942 earthquake (Ms=7.2), the settlement area was seriously damaged and moved farther southwards of its old place in 1944. Dynamic properties of Erbaa soils were determined and shear wave velocity profiles were prepared to be used in site response analyses as part of a microzonation study. During this process, …
Geotechnical And Geophysical Evaluation Of The Near Surface Faults And Cracks In Residential Area Underlain By Semi-Arid Shale, Khaled Al-Mutairi, Muawia Dafalla, Fouzan Al Fouzan, Mosleh Al-Shamrani
Geotechnical And Geophysical Evaluation Of The Near Surface Faults And Cracks In Residential Area Underlain By Semi-Arid Shale, Khaled Al-Mutairi, Muawia Dafalla, Fouzan Al Fouzan, Mosleh Al-Shamrani
International Conference on Case Histories in Geotechnical Engineering
This study was carried out following the development of abnormal faults and distresses that extend over more than two kilometers distance in an agricultural rural area to the North of Saudi Arabia. They appeared on the ground surface in the form of extended wide cracks and appeared across buildings, roads and green areas. Severe damages were inflicted to the existing structures and included cracks within the streets, the buildings and boundary walls. Geotechnical works carried out included advancing six boreholes to depths of 35 to 40 meters below grade. The subsurface soil profile was constructed and laboratory tests were carried …
Promotion Of Tunneling Performance In Locally Semi-Hard To Hard Conglomerate Lenses, Case Of Esfahan Historical City Subway Project, Amir Hossein Haghi, Ali Taheri, A. Ehsan Haghi
Promotion Of Tunneling Performance In Locally Semi-Hard To Hard Conglomerate Lenses, Case Of Esfahan Historical City Subway Project, Amir Hossein Haghi, Ali Taheri, A. Ehsan Haghi
International Conference on Case Histories in Geotechnical Engineering
The highly inhomogeneous nature of the river deposits in central Esfahan induced unforeseen problems for tunneling of 2×5 km long of middle section of the Esfahan Subway Project. A noticeable phenomenon in these course grained fluvial (river) deposits is the locally cementation of the soil particles by a calcium carbonate binder and formation of some semi-hard to hard conglomerate lenses. This unique phenomenon is named locally as “Sovord” rock and could be seen just in semi-aired regions as central Iran. Two 6.89 m diameter EPBTBM machines were employed to excavate shallow tunnels in the vicinity of fragile structures of the …
Support System Design Of Power House And Transformer Caverns In Dikchu Hydropower Project, Sikkim, Neelima Satyam
Support System Design Of Power House And Transformer Caverns In Dikchu Hydropower Project, Sikkim, Neelima Satyam
International Conference on Case Histories in Geotechnical Engineering
The Dikchu hydropower project is 3 x 32 MW hydro power plant across river Dikchu in Sikkim, India. Dikchu is a tributary of River Teesta, a major river flowing right across Sikkim. The proposed hydro power project site is about 10 km upstream of the confluence of River Dikchu with River Teesta. Two more hydro power projects of NHPC, namely, Teesta Hydro Power Project Stage-IV and Teesta Hydro Power Project Stage-V on the River Teesta, are being commissioned upstream and downstream of the above mentioned confluence. Surface geological mapping indicated that quartzitic phyllite with bands of phyllites shear zones are …
Foundation And Structural Design Of Lock Walls Founded On A Fault Zone, Rachael Bisnett, Joseph Kovacich, Juan Quiroz
Foundation And Structural Design Of Lock Walls Founded On A Fault Zone, Rachael Bisnett, Joseph Kovacich, Juan Quiroz
International Conference on Case Histories in Geotechnical Engineering
The Panama Canal Third Set of Locks Project is being constructed within a geologically diverse setting. Of particular interest is the upper chamber of the Pacific Locks Complex, which is 400 meters long and founded on basalt bedrock but crosses a 90 m wide fault zone. After completing the excavation to foundation grade, the fault zone was mapped and drilling investigations, in-situ geomechanical testing, and laboratory testing were performed. The fault zone contains highly fractured, faulted, and brecciated rock types that were grouped into two geomechanical classes, Class I and Class II. Given the extent of the fault zone and …
Numerical And Rational Analysis Of Shotcrete Lining For Rock Tunnels Under Effect Of Explosion Loads, Adel M. Belal, Hazem A. Hassan
Numerical And Rational Analysis Of Shotcrete Lining For Rock Tunnels Under Effect Of Explosion Loads, Adel M. Belal, Hazem A. Hassan
International Conference on Case Histories in Geotechnical Engineering
Tunnels in rock media are considered one of the most important types of fortified structures that can be used to resist the progressive development of military destructive weapons. The geological formation of tunnel rock mass has a great influence on the degree of protection to human and weapons. This protection degree is based mainly on both the utilized system of tunnel lining and the type and quality of rock mass which reduces the effect of wave propagation generated by explosion. Shotcrete lining is one of the most commonly used support system used in tunnel lining. Understanding the dynamic response and …
Evaluation Of Timber Pile Supported Marine Piers, Ram D. Singh
Evaluation Of Timber Pile Supported Marine Piers, Ram D. Singh
International Conference on Case Histories in Geotechnical Engineering
River piers were constructed during the later part of 19th and early part of 20th centuries to handle increased marine freight traffic in the coastal regions of the United States. The sub-structure of these piers, commonly referred to as “finger-piers”, was usually constructed with a timber deck relieving- platform supported by timber piles. These platforms were used to support either earth-fill and/or concrete arch supports, which in turn provided structural support for the main floor. Most of the piers also had superstructures, usually truss-supported roof with columns, and a railroad siding. Many existing piers on the Delaware River in Philadelphia …
Case Of Ultimate Limit State Design And Eurocode 7-1, Petr Koudelka
Case Of Ultimate Limit State Design And Eurocode 7-1, Petr Koudelka
International Conference on Case Histories in Geotechnical Engineering
The history of the Limit State Design (LSD) in geotechnics is rather long. The first attempt to implement the semi-probabilistic design method in geotechnics was published probably by Brinch Hansen in 1953. This theory was implemented formally in Czech practice in 1966 but it was opposed by most professionals. The theory was contrary to the former successful Safety Factor Design and objections were targeted especially against the Ultimate Limit State Design (ULSD). The development of Eurocode (EC) 7-1 began at the end of 1970 and met with similar opposition. However, the same problem was solved in a different way with …
Forensic Geotechnical Distress Evaluation Of Damaged Buildings In Alluvial-Loessic Soils; A Case History, Sarfraz Ali, Abdul Qudoos Khan, Usman Zafar, Talha Haider Shehryar
Forensic Geotechnical Distress Evaluation Of Damaged Buildings In Alluvial-Loessic Soils; A Case History, Sarfraz Ali, Abdul Qudoos Khan, Usman Zafar, Talha Haider Shehryar
International Conference on Case Histories in Geotechnical Engineering
The city of Hyderabad is a part of lower Indus Basin with arid-tropical climatic conditions. Geologically, the soil deposits near Hyderabad are of alluvial-loessic nature underlain by limestone beds alternating with clay layers. Groundwater is present at shallow depth which fluctuates to even shallower depths during monsoon season in the months of July and August. In recent past, large number of buildings built over shallow foundations in the city suffered structural damages of varying scale in the form of cracks and settlements. Some of these buildings were declared dangerous from safety and stability view point and got vacated by local …
Behaviour Of Laterally Loaded Piles, Berrak Teymur, Zeynep Şekerer
Behaviour Of Laterally Loaded Piles, Berrak Teymur, Zeynep Şekerer
International Conference on Case Histories in Geotechnical Engineering
Pile foundations are often subject to lateral loads and axial loads. Although design methods for axial loading are well developed, lateral loading cases have attracted more attention recently following reported case histories of piles damaged during earthquakes. In this work, pile design due to lateral loading in tuff soils is considered. Pile deflections, bending moment and rotation were analyzed with OpenSeesPL program, a 3D finite element tool. OpenSeesPL is used to model the properties of the piles which are embedded in tuff and laterally load tested in Izmir. The displacement calculated by OpenSeesPL of 2.25mm is close to the measured …
The Evolution Of Deep Foundation Quality Management Techniques In The United States, Bernard H. Hertlein
The Evolution Of Deep Foundation Quality Management Techniques In The United States, Bernard H. Hertlein
International Conference on Case Histories in Geotechnical Engineering
The development and acceptance of quality control and assurance techniques for deep foundations in the United States is a relatively recent phenomenon, and one whose progress can be attributed to a handful of key individuals who first recognized the early promise of these methods, and worked diligently to validate them. The judicious use of nondestructive testing combined with various methods of full-scale load testing has been a major factor in the growth of the drilled shaft and augered, cast-in-place pile industry, by simultaneously allowing engineers to assess and adjust design assumptions, and allowing contractors to improve construction techniques and equipment. …
The 1997 Clark Landfill Failure At Indiana Harbor Works Ltv Steel Company, East Chicago, Indiana, William H. Walton, Clyde N. Baker Jr.
The 1997 Clark Landfill Failure At Indiana Harbor Works Ltv Steel Company, East Chicago, Indiana, William H. Walton, Clyde N. Baker Jr.
International Conference on Case Histories in Geotechnical Engineering
A rapid failure of approximately 900,000 cubic yards of fill and lake bed foundation soil occurred sometime between 7:00 a.m. and 8:00 a.m., on August 6, 1997. The 45-acre landfill was approximately 100 feet higher than Lake Michigan and slid on a layer of weak silty clay located 55 to 60 feet below the water surface of Lake Michigan. The horizontally-translating slide mass nearly blocked the operating intake flume to the No. 2 Intake Pump House for the steel mill cooling water. Figure 1 shows the plan location of the slide mass and scarp location. The slide mass extended approximately …
Tall Buildings And Their Foundations: Three Examples, William F. Baker, Christopher Brown, James J. Pawlikowski, Dane S. Rankin
Tall Buildings And Their Foundations: Three Examples, William F. Baker, Christopher Brown, James J. Pawlikowski, Dane S. Rankin
International Conference on Case Histories in Geotechnical Engineering
The influence of foundations on the design and behavior of tall buildings is explored by examining two built towers: Burj Khalifa, Trump International Hotel and Tower, and the partially built Plaza Rakyat, a 77 story tower in Malaysia. The paper reviews how foundation conditions were considered in the design of the buildings, and how the foundations were anticipated to influence the behavior of the towers.
Liquefaction-Induced Damage In The2010-2011 Christchurch (New Zealand) Earthquakes, Misko Cubrinovski
Liquefaction-Induced Damage In The2010-2011 Christchurch (New Zealand) Earthquakes, Misko Cubrinovski
International Conference on Case Histories in Geotechnical Engineering
A series of strong local earthquakes hit the city of Christchurch (New Zealand) in the period between September 2010 and December 2011. The earthquakes produced strong ground motions, and were very damaging. The magnitude 6.2 22 February 2011 earthquake was particularly devastating causing heavy damage to the city and 185 fatalities. The earthquake caused widespread and severe liquefaction over approximately one third of the city area which arguably was the most severe and extensive liquefaction in native soils on record. This paper presents an overview of the liquefaction-induced damage to the land, buildings and infrastructure caused by the 2010-2011 earthquakes.
Case Histories Of Liquefaction In Loose Sand Fills During The 1989 Loma Prieta Earthquake: Comparison With Large Scale And Centrifuge Shaking Tests, Ricardo Dobry, Tarek Abdoun, Sabanayagam Thevanayagam, Hesham El-Ganainy, Vicente Mercado
Case Histories Of Liquefaction In Loose Sand Fills During The 1989 Loma Prieta Earthquake: Comparison With Large Scale And Centrifuge Shaking Tests, Ricardo Dobry, Tarek Abdoun, Sabanayagam Thevanayagam, Hesham El-Ganainy, Vicente Mercado
International Conference on Case Histories in Geotechnical Engineering
The paper focuses on loose clean and silty sand fills that liquefied during the 1989 Loma Prieta, California earthquake. Available field case histories of liquefaction that include measured shear wave velocity from the Andrus et al. (2003) database are used. The liquefaction behavior observed in these field case histories is compared with the results of two large scale and six centrifuge shaking tests conducted by the authors. System identification and site response analyses are used to obtain the corresponding cyclic shear stress ratios in the tests. Due consideration is given to the shaking duration and 1D versus 2D shaking in …
Earthquake Geotechnical Engineering Aspects Of The 2012 Emilia-Romagna Earthquake (Italy), Vincenzo Fioravante, Daniela Giretti, Glenda Abate, Stefano Aversa, Daniela Boldini, Piera Paola Capilleri, Antonio Cavallaro, Deepak Chamlagain, Teresa Crespellani, Francesca Dezi, Johann Facciorusso, Alessandro Ghinelli, Salvatore Grasso, Giuseppe Lanzo, Claudia Madiai, Maria Rosella Maugeri, Michele Maugeri, Alessandro Pagliaroli, Carlo Rainieri, Giuseppe Tropeano, Filippo Santucci De Magistris, Stefania Sica, Francesco Silvestri, Giovanni Vannucchi
Earthquake Geotechnical Engineering Aspects Of The 2012 Emilia-Romagna Earthquake (Italy), Vincenzo Fioravante, Daniela Giretti, Glenda Abate, Stefano Aversa, Daniela Boldini, Piera Paola Capilleri, Antonio Cavallaro, Deepak Chamlagain, Teresa Crespellani, Francesca Dezi, Johann Facciorusso, Alessandro Ghinelli, Salvatore Grasso, Giuseppe Lanzo, Claudia Madiai, Maria Rosella Maugeri, Michele Maugeri, Alessandro Pagliaroli, Carlo Rainieri, Giuseppe Tropeano, Filippo Santucci De Magistris, Stefania Sica, Francesco Silvestri, Giovanni Vannucchi
International Conference on Case Histories in Geotechnical Engineering
On May 20, 2012 an earthquake of magnitude ML=5.9 struck the Emilia Romagna Region of Italy and a little portion of Lombardia Region. Successive earthquakes occurred on May 29, 2012 with ML=5.8 and ML=5.3. The earthquakes caused 27 deaths, of which 13 on industrial buildings. The damage was considerable. 12,000 buildings were severely damaged; big damages occurred also to monuments and cultural heritage of Italy, causing the collapse of 147 campaniles. The damage is estimated in about 5-6 billions of euro. To the damage caused to people and buildings, must be summed the indirect damage due to loss of industrial …
Barrette Foundations — Two Case Histories From Turkey, H. Turan Durgunoglu
Barrette Foundations — Two Case Histories From Turkey, H. Turan Durgunoglu
International Conference on Case Histories in Geotechnical Engineering
In the recent decades construction of tower structures in big cities around the world is a new trend that has been followed. As a result, engineers are faced with foundations to be designed and constructed under heavier super structural loads imposed by such structures. Often, poor subsoil conditions, site heterogeneity, variability in geometry, and high seismicity brings further challenge in cost effective and safe foundation design. To overcome such complexities and meet higher load capacity requirements often barrette foundations have been utilized instead of cast in situ circular large diameter piles. In this paper applications of barrette foundations together with …
Machine Foundation Design: Experimental And Analytical Soil Structure Interaction, M. Hesham El Naggar
Machine Foundation Design: Experimental And Analytical Soil Structure Interaction, M. Hesham El Naggar
International Conference on Case Histories in Geotechnical Engineering
A comprehensive dynamic testing program has been undertaken to establish the dynamic characteristics of existing fan foundations in order to evaluate their suitability to support new variable speed fans. The dynamic testing program encompassed two sets of tests: pull tests and steady-state vibration test. In addition, dynamic soil-structure interaction analyses were performed to evaluate the response of the foundation to the dynamic operating loads of the new fans.
Sustainability And Waste Management: Case Histories, Hari D. Sharma
Sustainability And Waste Management: Case Histories, Hari D. Sharma
International Conference on Case Histories in Geotechnical Engineering
Sustainability is the condition of maintaining a process or a state at a certain level for perpetuity. In waste management and geoenvironmental engineering terms: sustainability is making marginal and waste lands and waste products into usable properties, products and services. To address sustainability issue, this paper first presents waste minimization policies prior to disposal; a few examples of this are: recycling, composting and incineration. After efficiently using the waste minimization policies, the remaining produced waste needs to be disposed of which has two aspects (i) the presently active waste disposal sites and (ii) the already disposed waste and closed waste …
Professor Ralph B. Peck, Our Beloved Professor And Mentor, Shamsher Prakash
Professor Ralph B. Peck, Our Beloved Professor And Mentor, Shamsher Prakash
International Conference on Case Histories in Geotechnical Engineering
Perhaps more than any other individual, Dr. Ralph B. Peck has served as a guide and leader in the maturing of geotechnical engineering as it has grown in the past 50 years (2013). He has led by example, by the logic of his arguments, clearly transmitting his judgment to student and practitioner alike. He has spoken and written consistently and eloquently on the application of art and science of the practice of subsurface engineering.