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Full-Text Articles in Geotechnical Engineering
Damage To Masonry Structures In The Historic Center Of Arezzo (Tuscany, Italy) Following The Excavation Of A Sewer Tunnel, A. Ghinelli, G. Vannucchi
Damage To Masonry Structures In The Historic Center Of Arezzo (Tuscany, Italy) Following The Excavation Of A Sewer Tunnel, A. Ghinelli, G. Vannucchi
International Conference on Case Histories in Geotechnical Engineering
The work carried out in the 1983-84 period for the building of a sewer line at a shallow depth in the historic center of Arezzo (Tuscany - Italy) caused serious damage to many of the masonry structures. For a depth of 6-7 m., the foundation underground is made of a thick deposit of eterogeneous soils, mainly clayey silt of medium or soft consistency, including elements of gravel, boulders and organic sediment. The tunnel has a circular section, its external diameter being 1.90 m, cover 3.40 - 5.20 m, and the work was carried out using a shield. The method of …
Design And Construction Of Anchored And Strutted Sheet Pile Walls In Soft Clay, Bengt B. Broms
Design And Construction Of Anchored And Strutted Sheet Pile Walls In Soft Clay, Bengt B. Broms
International Conference on Case Histories in Geotechnical Engineering
The design and construction of anchored and strutted sheet pile walls in soft clay are reviewed in the paper based on experience gained mainly in Singapore during the last 10 years where mainly strutted sheet pile walls and contiguous bored piles are used. It is important to consider in the design also the high lateral earth pressures on the sheet piles below the bottom of the excavation when the depth of the excavation is large compared with the shear strength of the clay. The strut loads and the maximum bending moment in the sheet piles can be considerable higher than …
Design And Field Monitoring Of 70 Foot High Tied Anchor Retaining Wall, Nolasco P. Angeles, Ulrich W. Stoil
Design And Field Monitoring Of 70 Foot High Tied Anchor Retaining Wall, Nolasco P. Angeles, Ulrich W. Stoil
International Conference on Case Histories in Geotechnical Engineering
Temporary tied anchor retaining walls have been used extensively where deep excavations are required. However, permanent tied anchor retaining walls to provide lateral support along one side of a multi-story building are seldom utilized. The wall was monitored for deflection and tie load changes during and after construction. A partial detensioning program was instituted in order to maintain the design stresses.
Diagnosis Of Structural Damage And Movement Due To More Than One Cause, G. E. Barnes
Diagnosis Of Structural Damage And Movement Due To More Than One Cause, G. E. Barnes
International Conference on Case Histories in Geotechnical Engineering
A structural and ground investigation was carried out on a domestic property at Leigh, Lancashire, England. The settlement of the property was measured and showed a complex pattern of movement which was separated into: (i) an overall tilt towards the east; (ii) an outward tilt of the northern and southern ends; and (iii) severe tilting and cracking at the northern end. Following detailed investigation separate causes were assigned to each of these movements as: (i) preferential longwall mining to the east of the site; (ii) eccentric loading at the northern and southern ends; and (iii) moisture removal from the stiff …
Differential Settlement Of Nuclear Power Plant Foundations, M. R. Lewis, J. R. Davie, C. L. Weaver
Differential Settlement Of Nuclear Power Plant Foundations, M. R. Lewis, J. R. Davie, C. L. Weaver
International Conference on Case Histories in Geotechnical Engineering
A rational approach is presented for evaluating differential settlement of structures at nuclear power plants where settlement monitoring and the associated documentation are important. In nuclear plants, allowable differential settlement is governed by the necessity to prevent architectural and structural damage, equipment malfunction, touching of adjacent buildings during an earthquake, and damage to buried utilities. Measurements of actual settlement of the plant should be taken on a regular basis from start of construction and compared with the allowable values. A description is given of methods for calculating allowable values for differential settlements, and a comprehensive program for obtaining actual settlement …
Distress To Structures On Loose Ash And Cinder Fills, Moustafa A. Gouda, I. Wayne Lippincott, D. Raghu
Distress To Structures On Loose Ash And Cinder Fills, Moustafa A. Gouda, I. Wayne Lippincott, D. Raghu
International Conference on Case Histories in Geotechnical Engineering
The Logan Section of the City of Philadelphia, that encompasses 17 city blocks and includes 997 "row type" dwellings, was constructed in the early 1900s. It is reported that settlement of these structures has continued since their construction. In 1986, a Geotechnical Investigation, commissioned by the City of Philadelphia, revealed that a total of two to three feet of settlement, with as much as one to two feet of differential settlement, has taken place. Recent measurements indicated that settlement is still in progress. This settlement has resulted in severe structural damage and, in some cases, collapse of the buildings. One …
Dynamic Testing Versus Static Load Tests: Five Case Histories, Stephen S. M. Cheng, Shaheen A. Ahman
Dynamic Testing Versus Static Load Tests: Five Case Histories, Stephen S. M. Cheng, Shaheen A. Ahman
International Conference on Case Histories in Geotechnical Engineering
Five case histories, where the ultimate bearing capacity of the piles was evaluated by both dynamic measurements and static load tests in Southern Ontario, Canada, are presented. The ultimate bearing capacity of the piles obtained by both methods are compared and found that the ultimate bearing capacities evaluated by dynamic measurements are within 1 to 15 percent of the static load test results analysed by the Offset Limit Load Criterion. In four of the six piles evaluated, the dynamic analysis results are within 10 percent of the static load test results. The correlations have shown that dynamic analysis of pile …
Failure Of An Oil Storage Tank, A. Verghese Chummar
Failure Of An Oil Storage Tank, A. Verghese Chummar
International Conference on Case Histories in Geotechnical Engineering
One of the three oil storage tanks constructed failed while being test loaded by filling with water. A detailed study of soil characteristics and the causes for the failure of only one of the three oil storage tanks is analysed in detail in the paper. A method of stabilising the weak soil for the re-construction of the tank at the same location is recommended based on laboratory studies made.
Full- Scale Load Test Of Caisson On Chicago Hardpan, Stephen A. Bucher, Raymond J. Krizek, Dimitrios K. Atmatzidis
Full- Scale Load Test Of Caisson On Chicago Hardpan, Stephen A. Bucher, Raymond J. Krizek, Dimitrios K. Atmatzidis
International Conference on Case Histories in Geotechnical Engineering
The results of a full-scale load test on a belled caisson bearing on hardpan in the downtown Chicago area are presented herein and are discussed in terms of current design practice and the results of other pertinent full-scale tests and a small-scale model test. Current specifications for allowable bearing pressures are shown to be conservative, and previously established settlement limits required to mobilize side resistance are reconfirmed. The settlement measured during the test is in good agreement with that predicted by use of pressuremeter test data. The confinement of the bell in a hard clay layer appears to be beneficial …
Health Of Ammonia Horton Spheres And Foundations – A Case History, Gopal Ranjan, S. K. Kaushik, V. K. Gupta
Health Of Ammonia Horton Spheres And Foundations – A Case History, Gopal Ranjan, S. K. Kaushik, V. K. Gupta
International Conference on Case Histories in Geotechnical Engineering
Liquid Ammonia is stored under pressure in steel Horton spheres (diameter 17 m) under operating pressures of 5-6 kg/cm2. These spheres are supported on twelve steel columns, concrete pedestals, concrete ring beam and raft or pile foundation depending on the soil conditions. The continuous circular ring beam rests on 72 concrete piles each 45 mm dia and 17 to 20 m long. The second identical Horton sphere is supported on a raft foundation. The two Horton spheres have been subjected to a hydrostatic loading of 1. 7 kg/cm2 and an additional pressure of 7.3 kg/cm2 for …
Large Horizontal Displacements Of Houses In Rotterdam, G. Hannink, A. F. Van Tol
Large Horizontal Displacements Of Houses In Rotterdam, G. Hannink, A. F. Van Tol
International Conference on Case Histories in Geotechnical Engineering
In 1983 it was established that six blocks of terrace houses in Rotterdam had undergone large horizontal displacements. These displacements were caused by insufficient stability of the adjacent quay and as a result one of the blocks had moved as much as 2.5 m since 1958. The foundation piles of the houses were not designed to resist any horizontal loading. As a result of these large horizontal movements the piles had deflected to such an extent that complete failure was feared. This paper describes the remedial measures that were taken to improve the stability of the quay and foundations of …
Lipari Landfill: Leachate Containment System – Geotechnical Considerations, John Ramage
Lipari Landfill: Leachate Containment System – Geotechnical Considerations, John Ramage
International Conference on Case Histories in Geotechnical Engineering
The Lipari Landfill, located near Pitman, New Jersey, is a 16-acre former sand and gravel and waste disposal site that operated from 1958 through early 1970. This site was ranked the number one site in the U.S. EPA's first National Priority List of uncontrolled hazardous waste disposal sites. Site investigations and analysis of contamination both on- and off-site began in late 1979. Design of the Phase I remediation, consisting of encapsulation utilizing a vertical barrier keyed into a relatively impermeable clay layer and a cover over the entire site, began in late 1982. Construction of the leachate containment system began …
Lock And Dam No. 26 R, Lock Cofferdam, Construction Sequencing, Robert J. Rapp, Joseph L. Schwenk
Lock And Dam No. 26 R, Lock Cofferdam, Construction Sequencing, Robert J. Rapp, Joseph L. Schwenk
International Conference on Case Histories in Geotechnical Engineering
Construction of a new lock and dam to replace existing Locks and Dam No. 26 required construction to be accomplished in three separate stages. Each portion of the new structure would be constructed inside cellular cofferdams. The construction of each cofferdam would require model tests to determine compatibility with design flow requirements relative to constructability of coffercells, scour of riverbed material, and navigation of river vessels. Compatibility of the lock cofferdam geometry was verified using model studies along with sequence for construction of the cofferdam cells. Construction of the second stage cofferdam was successfully completed in December 1985, followed by …
Model Test Of Reinforced Earth Retaining Wall, A. S. Stipho
Model Test Of Reinforced Earth Retaining Wall, A. S. Stipho
International Conference on Case Histories in Geotechnical Engineering
Reinforced Earth techniques are fast growing procedures within geotechnical engineering practice. The ease and flexibility of the techniques make them widely accepted. In the last two decades, considerable advances have been realized in utilization of concepts in retaining structures. The analysis and design procedures for earth reinforced retaining walls had been exercised within Rankin and Mohr Coulomb theory. An earth retaining model wall was designed according to Mohr Coulomb theory with minimum factor of safety. The wall was constructed in the laboratory in much the same way as the large walls in the fields. The wall was then brought to …
Movement In The Powerhouse Excavation Saguling Project, Indonesia, George F. Sowers
Movement In The Powerhouse Excavation Saguling Project, Indonesia, George F. Sowers
International Conference on Case Histories in Geotechnical Engineering
Ground expansion and finally sliding occurred in one corner of the 25 m deep open excavation for the powerhouse. The movement occurred in a slickensided claystone overlain by water bearing sandy gravel. The cause was expansion of the claystone followed by its weakening from water pressure in the open slickensided cracks. The excavation was finally stabilized by drainage plus reinforced sloping walls restrained by cable anchors in the rock below. The paper summarizes the pertinent soil and rock properties and describes the analyses of the movements, the corrective measures and their varied performance, an9 the professional lessons to be gained.
Repair And Rehabilitation Of A Residential Building At Nile River In Cairo, Sayed Abdel-Salam, Mohsen Mashhour
Repair And Rehabilitation Of A Residential Building At Nile River In Cairo, Sayed Abdel-Salam, Mohsen Mashhour
International Conference on Case Histories in Geotechnical Engineering
Five floors were added to a six storey building during its construction without carrying out necessary structural calculations. When such calculations were later performed they revealed that both the spread footing foundation and many columns were unsafe. The contact pressure beneath footings exceeded the allowable soil pressure. The repair method described in this paper depended on disregarding the spread footing foundation and constructing a new deep foundation system for the existing building. This consisted of end bearing bored piles drilled and cast in the voids between the footings using a special low rise rig. The piles were connected to a …
The Case Record Of Ba-Yu-Quan Anchor Slab Retaining Wall, Z. S. Zhang, D. Z. Luan, X. X. Zhang
The Case Record Of Ba-Yu-Quan Anchor Slab Retaining Wall, Z. S. Zhang, D. Z. Luan, X. X. Zhang
International Conference on Case Histories in Geotechnical Engineering
Anchor slab retaining wall is a kind of retaining structure, which consists of prefabricated rib-columns, panel slabs, tie-bars and anchor slabs embedded in earth fill. Since the structure was first used and developed in China in 1974, many such structure have been built on railways and other engineering projects. The reviewer of Second International Conference on Case Histories in Geotechnical Engineering gave a comments about this structure as follows: "Chinese method anchor slab the construction should interest the western world". Ba-Yu-Quan anchor slab retaining wall has been instrumented to measure the load on the tie-bar, the horizontal displacement of the …
The Effects Of Mining Subsidence On A Motorway Bridge, C. J. F. P. Jones
The Effects Of Mining Subsidence On A Motorway Bridge, C. J. F. P. Jones
International Conference on Case Histories in Geotechnical Engineering
Mining subsidence causes ground movements which are imposed on any structure in the area of influence. Bridges are particularly susceptible to subsidence, which frequently causes damage and occasionally collapse. Special bridge designs have been developed to cater for mining subsidence. This paper provides details of the performance of such a structure subjected to significant ground strain.
Driven Pile Foundation In Coral Sand, Jeddah, Saudi Arabia, Waddah Akili
Driven Pile Foundation In Coral Sand, Jeddah, Saudi Arabia, Waddah Akili
International Conference on Case Histories in Geotechnical Engineering
Tubular steel piles, 1.42 meter in diameter, were driven into coral and coral contaminated sands to support marine structures on the Red Sea coast of Saudi Arabia. The paper describes the design evolution process, highlights the pile test program conducted on site to verify design and compares pile design penetration with actual penetration lengths. Despite corrections introduced to the design using site-specific load tests; the final design overestimated capacities in over 50 per cent of the total piles driven. The unpredictable and erratic pile behaviour observed during pile driving ascertains the need for more appropriate pile design and installation methodology …
Illicon Analysis Of Ellingsrud Test Fill, G. Mesri, D. O. K. Lo, K. Karlsrud
Illicon Analysis Of Ellingsrud Test Fill, G. Mesri, D. O. K. Lo, K. Karlsrud
International Conference on Case Histories in Geotechnical Engineering
The 50-m diameter test fill at Ellingsrud, Norway was constructed by NGI to determine preconsolidation pressure of a soft clay, mobilized under field conditions. The height of the fill was increased in four increments during 1972 to 1978. Settlement observations as well as pore water pressure measurements over a period of eleven years are used to evaluate predictions made by the ILLICON computer program. ILLICON analysis requires vertical profiles of compressibility and permeability parameters. The computed surface settlements are within 2 cm of the measured values during the first three loading stages. After the fourth loading, there is a larger …
Prediction And Performance Of Piles Under Static And Dynamic Loads, Shamsher Prakash, Karunakar Sreerama, Sally Prakash
Prediction And Performance Of Piles Under Static And Dynamic Loads, Shamsher Prakash, Karunakar Sreerama, Sally Prakash
International Conference on Case Histories in Geotechnical Engineering
Pile driving changes the soil properties for use in analysis of piles under lateral static and dynamic loads. In this study, the analytical predictions of pile group use soil and pile data obtained from tests on a single pile. The group predictions are compared with field and laboratory test results for both static and dynamic lateral response. A reasonably good agreement is found between the computed and measured dynamic response.
Simulation Of Drilled Pier Behavior Under Three-Dimensional Loading, M. M. Zaman, I. Houssamy
Simulation Of Drilled Pier Behavior Under Three-Dimensional Loading, M. M. Zaman, I. Houssamy
International Conference on Case Histories in Geotechnical Engineering
A three-dimensional nonlinear finite element procedure is presented for analysis of drilled (concrete) piers. The procedure allows for tensile cracking and compressive crushing of concrete, nonlinear behavior of soil, and simultaneous application of axial and lateral loads. The procedure is employed to investigate the ultimate capacity of a 45° under reamed pier. The predicted results are compared with the field test conducted on a similar pier. Also, distribution of displacements and stresses in the soil-pier system and crack pattern in the pier are presented and discussed.
Stiffening Cast-In-Place Piling By Bottom Grouting, J. G. Zeitlen
Stiffening Cast-In-Place Piling By Bottom Grouting, J. G. Zeitlen
International Conference on Case Histories in Geotechnical Engineering
Inspection of the execution of cast-in-place piles indicated that the pile borings had not been deep enough to reach an underlying adequate bearing layer of rock. Hence, the piles would transmit their end bearing loadings through intermediate soil layers of variable thickness, which could result in differential settlement and damage to the structure. As a remedial measure, the piles were drilled with an air hammer, and thick cement grout injected below the pile tips. Monitoring of the execution of the grouting program indicated that it was both necessary and beneficial. As a final check, a test shaft was excavated alongside …
Stress Analysis Of Gravity Dam Founded On Rock Mass Having Horizontal Seam (A Case Study Of Bargi Dam In Madhya Pradesh, India), J. K. Jain, R. K. Khare
Stress Analysis Of Gravity Dam Founded On Rock Mass Having Horizontal Seam (A Case Study Of Bargi Dam In Madhya Pradesh, India), J. K. Jain, R. K. Khare
International Conference on Case Histories in Geotechnical Engineering
Under certain situations where horizontal seams of weaker material are detected below a depth of relatively competent rock and if it is decided to found the base of the dam on the rock below weak seam, the current practice of extending the triangular profile right down to base proves to be uneconomical both in terms of cost of excavation and quantity of concrete. In such situations for realistic assessments it becomes imperative to study the effect of foundation block having seam, on the behaviour of entire dam structure. With a view to assist the design of such dams, results of …
The Influence Of Thin Clay Layers On The Design And Performance Of A Flexible Cantilever Retaining Wall, R. Cameron, C. A. Carr
The Influence Of Thin Clay Layers On The Design And Performance Of A Flexible Cantilever Retaining Wall, R. Cameron, C. A. Carr
International Conference on Case Histories in Geotechnical Engineering
This case study presents the methods that were used successfully to redesign and monitor the performance of a flexible cantilever retaining wall, incorporating an in situ support berm, at a site where thin, weak clay layers were detected in the foundation during construction. A potential mode of failure termed "berm-block sliding", where the retaining wall pushes out the entire support berm as a block along the clay layers, governed the design analysis. Evidence of presheared planes within the clay layers required that the design shear strength parameters be based on residual values. The clay had a significant cohesion component which …
Table Of Contents, Multiple Authors
Table Of Contents, Multiple Authors
International Conference on Case Histories in Geotechnical Engineering
No abstract provided.
A Geotextile Reinforced Embankment For A Four Lane Divided Highway – U.S. Hwy. 45, West Bend, Wisconsin, B. R. Christopher, A. B. Wagner
A Geotextile Reinforced Embankment For A Four Lane Divided Highway – U.S. Hwy. 45, West Bend, Wisconsin, B. R. Christopher, A. B. Wagner
International Conference on Case Histories in Geotechnical Engineering
Geotextile reinforcement was used to construct an embankment for a four lane divided highway over up to 22 feet of low strength peat. The embankment had heights up to 7 feet. Special field testing and conventional laboratory tests were performed to measure the shear strength and compressibility. Stability analysis indicated that geotextile reinforcement could be used to construct a stable embankment on the peat deposit, provided the geotextile had sufficient strength to prevent rotational shear failure and to limit lateral deformation of the embankment. Construction of the embankment was begun in late summer of 1984. The highway opened for traffic …
Behaviour Of A Geogrid Reinforced Embankment Over Waste Material, P. Rimoldi, D. Cazzuffi, A. Pagotto
Behaviour Of A Geogrid Reinforced Embankment Over Waste Material, P. Rimoldi, D. Cazzuffi, A. Pagotto
International Conference on Case Histories in Geotechnical Engineering
The paper deals with the monitoring of a geogrid reinforced embankment, 5.0 m high and 600 m long, built to contain additional waste material in the municipal landfill in Modena (Northern Italy). The embankment was founded directly over the waste already placed in the landfill, consisting of' compressible and dishomogeneus material, varying from solid urban waste to muddy industrial material. The geotechnical parameters assumed to characterize the fill soil and the waste material of the foundation soil are described. The settlements of the embankment and the forces and strains in the geogrids were monitored from the beginning of the construction …
Case Histories Of Foundations With Stone Columns, K. R. Dayte, M. R. Madhav
Case Histories Of Foundations With Stone Columns, K. R. Dayte, M. R. Madhav
International Conference on Case Histories in Geotechnical Engineering
The paper presents case histories of performance of foundations where stone columns were provided, along with relevant data regarding structural systems, soil conditions, construction methods and field control criteria. A wide range of applications are included comprising stone columns for area treatment and stone column in small and large groups for isolated footings, pipe pedestals and bridge abutments. In some of the cases design load exceeded the estimated yield load over a part of the stone column length yet collapse did not occur because the soil stress around the stone column increased as more load was passed on to the …
Compaction And Chemical Grouting For Drain Tunnels In Phoenix, T. J. Lyman, M. J. Robison, D. S. Lance
Compaction And Chemical Grouting For Drain Tunnels In Phoenix, T. J. Lyman, M. J. Robison, D. S. Lance
International Conference on Case Histories in Geotechnical Engineering
Ground runs during ml.m.ng of the Papago Freeway Drain Tunnels posed significant potential risk to utilities, street pavement, and buildings located above and adjacent to one of the three tunnel alignments. Ground response to the larger ground runs resulted in open chimneys and settlement of the ground surface of up to several feet. Modifications to the tunneling machine included addition of poling plates and breasting boards. Further modification to the tunneling method included use of compaction grouting in conjunction with mining for the entire length of one tunnel alignment, and use of chemical grouting to prestabilize the ground surrounding the …