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Articles 3961 - 3990 of 4582

Full-Text Articles in Engineering

Stress Field Under A Reservoir And Its Induced Earthquake, Tao Zhen-Yu, Tang Fang-Fu Jun 1988

Stress Field Under A Reservoir And Its Induced Earthquake, Tao Zhen-Yu, Tang Fang-Fu

International Conference on Case Histories in Geotechnical Engineering

This paper provides a conceptual model for the study of water-induced earthquake, from which a coupled analysis program of two-dimensional elasto-plastic media has been made. It analyzes the characteristics of the change of stress field and infiltration field under reservoir and studies the relationship between these characteristics and those of water-induced earthquake. At last, it gives out prediction results to a water-induced sequence.

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The Observed Seismic Behavior Of The Matahina Dam, M. D. Gillon Jun 1988

The Observed Seismic Behavior Of The Matahina Dam, M. D. Gillon

International Conference on Case Histories in Geotechnical Engineering

On 2 March 1987 the 86 m high Matahina earth dam in the Eastern Bay of Plenty region of New Zealand was shaken by a nearby magnitude 6.3 earthquake. The dam response was recorded by five strong motion accelerometers and a maximum crest level acceleration of 0.42 g was measured. The crest level rockfill settled about 100 mm and moved downstream 250 mm during the earthquake. No major leakage has resulted from the earthquake. The results of the damage investigations are described. A condition probably requiring remedial work has been identified on the left abutment.

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Upgrading The Seismic Resistance Of Stevens Creek Dam, K. V. Rodda, C. W. Perry, R. E. Tepel Jun 1988

Upgrading The Seismic Resistance Of Stevens Creek Dam, K. V. Rodda, C. W. Perry, R. E. Tepel

International Conference on Case Histories in Geotechnical Engineering

Stevens Creek Darn is a rolled earthfill structure with a height of about 120 feet. A seismic safety evaluation in 1978 concluded that the darn would probably be severely damaged if subjected to a maximum credible earthquake originating on the nearby San Andreas fault. Normal reservoir operation was immediately restricted, pending decisions as to the fate of the project. Conceptual design studies were completed in 1982 to identify the most promising alternative remedial concepts. The most promising concepts were chosen and final design of modifications to the dam and its appurtenant hydraulic structures were completed in 1984. Modification of the …

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Vibration Response Of Railway Bridge Piers To Nearby Pile Driving, I. Rosenthal, M. Itskowitch Jun 1988

Vibration Response Of Railway Bridge Piers To Nearby Pile Driving, I. Rosenthal, M. Itskowitch

International Conference on Case Histories in Geotechnical Engineering

In the development of a new highway system approaching Tel Aviv, Israel, long piles had to be driven very close to an existing railway bridge. In view of the danger of structural damage to the bridge, as a result of ground vibrations excited by the pile-driving work, field measurements were ordered. Vibrations recorded at the bridge pier heads in the course of the driving operation were analyzed and compared with those excited by trains. Results showed that the former are generally lower than the latter, and neither one exceeds the limits prescribed by the codes.

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A Soil-Structure Interaction Analysis Of A Damaged Building, R. F. Wilson-Fahmy Jun 1988

A Soil-Structure Interaction Analysis Of A Damaged Building, R. F. Wilson-Fahmy

International Conference on Case Histories in Geotechnical Engineering

A twenty years old reinforced concrete building suffered from fracture of one of its ground floor corner columns. The extent of damage resulting from fracture of the column is examined. Plane frame structural analysis is used in the interpretation of the signs of damage of the building. Soil compressibility is incorporated in the analysis by assuming the footings to rest on Winkler type subgrade. The theoretical analysis is assessed by comparing the results with the actual behaviour of the structure.

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Actual And Predicted Behavior Of Large Metal Culverts, David C. Cowherd, Stephen M. Thrasher, Vlad G. Perlea, John O. Hurd Jun 1988

Actual And Predicted Behavior Of Large Metal Culverts, David C. Cowherd, Stephen M. Thrasher, Vlad G. Perlea, John O. Hurd

International Conference on Case Histories in Geotechnical Engineering

The stability of large metal culverts depends on the performance of the backfill around the pipe, which must be considered as a part of the structure when evaluating its safety. A simplified method to evaluate the current stability of such a structure on the basis of the structure's shape is derived. Useful when limited amount of information is available, this method provides an economical procedure for: (1) evaluating the condition of the existing backfill and its capability to provide a safe support for the structure; (2) predicting final movements and determining if additional investigations are necessary to establish the safety …

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Anchor Failures At A Deep Excavation, Vinod K. Garga Jun 1988

Anchor Failures At A Deep Excavation, Vinod K. Garga

International Conference on Case Histories in Geotechnical Engineering

The Paper describes failures of some high tensile strength steel tensioned rock anchors at a deep excavation. The failures are attributed to stress corrosion to which the high tensile strength steel is particularly susceptible. The method which was used to estimate the life of remaining anchors on the project is described. The need for ensuring a high level of care during transportation, storage and installation of such high tensile strength steel bars is emphasised.

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Bearing Capacity Of Pile Foundations, Xie Sheng-Sun Jun 1988

Bearing Capacity Of Pile Foundations, Xie Sheng-Sun

International Conference on Case Histories in Geotechnical Engineering

This paper deals with the case histories about the bearing capacity of piles in an off shore thermal power plant, it includes: (1) The exploring of the site and the setting of the data in pile foundation design. (2) Static load test of inclined piles with deviations ranging from 3 to 10 degrees from vertical.

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Building Design And Construction Over Organic Soil, C. N. Baker Jr., S. B. Steinberg, W. Lam Jun 1988

Building Design And Construction Over Organic Soil, C. N. Baker Jr., S. B. Steinberg, W. Lam

International Conference on Case Histories in Geotechnical Engineering

A lowrise office building was constructed on a mat foundation over a thick peat deposit that had been preconsolidated beneath surface fill. Environmental restrictions prevented use of deep foundations for fear that penetration through an aquaclude would permit contamination of a deeper water table. This paper describes the laboratory testing and field instrumentation programs, as well as the special geotechnical and structural analysis undertaken for the design and construction of this project. Included in the program were long-term consolidation tests, pressuremeter tests, use of heave markers, inclinometers and pore pressure piezometers. A site history was also developed to define the …

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Case Histories In Seismic Response Analysis, W. D. Liam Finn Jun 1988

Case Histories In Seismic Response Analysis, W. D. Liam Finn

International Conference on Case Histories in Geotechnical Engineering

The reliability and utility of dynamic response analysis in geotechnical engineering is explored by a series of case histories. A detailed study of the seismic response of Mexico City sites during the 1985 earthquake shows clearly the limitations of present methods for estimating the appropriate input motions for analysis and the necessity of using a suite of representative input motions. Analyses of seismic soil-structure interaction are conducted on centrifuged models subjected to simulated earthquake loading. Finally the seismic response of a tailings dam is investigated using nonlinear dynamic effective stress analysis.

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Collapsing Peak Up Of A Large Highway Steel Pipe-Arch, Minh Phong Luong Jun 1988

Collapsing Peak Up Of A Large Highway Steel Pipe-Arch, Minh Phong Luong

International Conference on Case Histories in Geotechnical Engineering

This case history reports the collapse of a large highway steel pipe-arch (8.12 m rise - 10.95 m span), occurring just when backfilling reached the top of the arch. No fill was placed on top as backfilling proceeded; the arch raised, thereby flattening side radius. It shows that stability in a soil-structure interaction system requires not only adequate design of the structure barrel, it also presumes a well engineered backfill. Performance of the flexible steel pipe-arch in retaining its shape and structural integrity depends greatly on placement and compaction of the envelope of earth surrounding the structure and distributing its …

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Compaction-Induced Distress Of A Long-Span Culvert Overpass Structure, Raymond B. Seed, Chang-Yu Ou Jun 1988

Compaction-Induced Distress Of A Long-Span Culvert Overpass Structure, Raymond B. Seed, Chang-Yu Ou

International Conference on Case Histories in Geotechnical Engineering

Compaction of backfill produces soil stresses and earth pressures which are not amenable to analysis by conventional methods. These compaction-induced earth pressures can produce stresses and deformations in flexible buried culvert structures which may significantly affect the stability and performance of these structures. This paper presents the results of a study in which deformations of a long-span flexible metal culvert were measured during carefully monitored backfill operations. These field measurements were then compared with the results of finite element analyses in order to investigate (a) the influence of compaction effects on culvert stresses and deformations, and (b) the ability of …

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Comparisons Between Field And Analytical Behavior Of An Experimental Excavation, Roberto Azevedo, Nilo Consoli Jun 1988

Comparisons Between Field And Analytical Behavior Of An Experimental Excavation, Roberto Azevedo, Nilo Consoli

International Conference on Case Histories in Geotechnical Engineering

This paper analyses the behaviour of an experimental unsupported excavation taken to failure in a soft clay deposit near Rio de Janeiro, Brazil. The excavation was originally analyzed by Pontes Filho and Medeiros (1982) assuming undrained conditions. In this paper, the same excavation is analyzed by Biot's coupled theory of consolidation and deformation using linear elastic, non-linear-elastic and elasto-plastic constitutive models and simulating the excavation process in time, without a – priori hypothesis on the drainage conditions. Details of the excavation construction, geotechnical profile and instrumentation are briefly described. Subsequently, the constitutive model calibrations are discussed in view of laboratory …

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Damage To Masonry Structures In The Historic Center Of Arezzo (Tuscany, Italy) Following The Excavation Of A Sewer Tunnel, A. Ghinelli, G. Vannucchi Jun 1988

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 …

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Design And Construction Of Anchored And Strutted Sheet Pile Walls In Soft Clay, Bengt B. Broms Jun 1988

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 …

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Design And Field Monitoring Of 70 Foot High Tied Anchor Retaining Wall, Nolasco P. Angeles, Ulrich W. Stoil Jun 1988

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.

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Diagnosis Of Structural Damage And Movement Due To More Than One Cause, G. E. Barnes Jun 1988

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 …

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Differential Settlement Of Nuclear Power Plant Foundations, M. R. Lewis, J. R. Davie, C. L. Weaver Jun 1988

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 …

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Distress To Structures On Loose Ash And Cinder Fills, Moustafa A. Gouda, I. Wayne Lippincott, D. Raghu Jun 1988

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 …

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Dynamic Testing Versus Static Load Tests: Five Case Histories, Stephen S. M. Cheng, Shaheen A. Ahman Jun 1988

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 …

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Failure Of An Oil Storage Tank, A. Verghese Chummar Jun 1988

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.

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Full- Scale Load Test Of Caisson On Chicago Hardpan, Stephen A. Bucher, Raymond J. Krizek, Dimitrios K. Atmatzidis Jun 1988

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 …

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Health Of Ammonia Horton Spheres And Foundations – A Case History, Gopal Ranjan, S. K. Kaushik, V. K. Gupta Jun 1988

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 …

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Large Horizontal Displacements Of Houses In Rotterdam, G. Hannink, A. F. Van Tol Jun 1988

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 …

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Lipari Landfill: Leachate Containment System – Geotechnical Considerations, John Ramage Jun 1988

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 …

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Lock And Dam No. 26 R, Lock Cofferdam, Construction Sequencing, Robert J. Rapp, Joseph L. Schwenk Jun 1988

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 …

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Model Test Of Reinforced Earth Retaining Wall, A. S. Stipho Jun 1988

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 …

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Movement In The Powerhouse Excavation Saguling Project, Indonesia, George F. Sowers Jun 1988

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.

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Repair And Rehabilitation Of A Residential Building At Nile River In Cairo, Sayed Abdel-Salam, Mohsen Mashhour Jun 1988

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 …

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The Case Record Of Ba-Yu-Quan Anchor Slab Retaining Wall, Z. S. Zhang, D. Z. Luan, X. X. Zhang Jun 1988

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 …

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