This entire site Copyright© 1997-2017 Don C. Warrington. All rights reserved.

Website maintained by Positive Infinity and hosted by 1 and 1 Internet.


611720 DA LATERAL LOAD TEST ON DRIVEN PILE FOOTINGS Abcarius, JL Transportation Research Board Transportation Research Record N1290 1991 pp 139-144 7 Fig. 1 Tab. 1 Ref. SUBFILE: HRIS AVAILABLE FROM: Transportation Research Board Publications Office 2101 Constitution Avenue, NW Washington D.C. 20418 The October 17, 1989 Loma Prieta earthquake provided an ideal time and situation to perform for the first time, at no installation cost, a full scale lateral load test on a group of driven piles in typical bridge footings at the Cypress Street Viaduct. Since these foundations were no longer going to be used, we were able to load them laterally to failure and record load versus deflection. Testing was performed at two different locations. Location #1 consisted of 60 ft long piles in a clayey (bay mud) material, and location #2 consisted of 15 ft long piles in sandy silt. Preliminary results were very encouraging. Lateral pile capacities were observed at 1/4 in. deflection, which greatly exceed the Bridge Design Specifications criteria. Reduced data produced a range from 17 kips to approximately 26 kips per pile in these two soil types. Considering that we use 5 kips/pile in today's design criteria for this type of pile, one can readily see that if this number were increased to just 10 kips, the number of piles required for lateral forces would be significantly reduced, thereby achieving an appreciable reduction in cost for foundations of this type. Pile capacities are correlated with appropriate soil parameters for the two soil types. Bridge Design Specifications are being proposed to take advantage of the increased lateral load capacities obtained in this research project. This paper appears in Transportation Research Record No. 1290, Third Bridge Engineering Conference, March 10-13, 1991, Denver, Colorado, Volume 2.

611025 DA INVESTIGATION OF SUBSURFACE EXPLORATION METHODS FOR PREVAILING GEOLOGIC CONDITIONS IN SOUTH CAROLINA - PHASE II. FINAL REPORT Baus, RL South Carolina University, Columbia Department of Civil Engineering Columbia South Carolina 29208; South Carolina Dept of Highways and Public Transp 955 Park Street, Drawer 191 Columbia South Carolina 29202; Federal Highway Administration 400 7th Street, SW Washington D.C. 20590 Mar 1991 118p Figs. Tabs. Refs. 3 App. REPORT NO: Res Rept F91-126 CONTRACT NO: 541; HP&R SUBFILE: HRIS AVAILABLE FROM: National Technical Information Service 5285 Port Royal Road Springfield Virginia 22161 This report summarizes a pile load testing program undertaken by the South Carolina Department of Highways and Public Transportation. A total of 7 static and 12 dynamic load tests were performed on driven friction piles in the Atlantic Coastal Plain region of South Carolina. The primary objectives of the pile load testing program were: 1) to correlate measured static axial capacity of single driven piles with field penetration test data, and 2) to evaluate dynamic methods for predicting static axial pile capacity. This report contains a summary of the project data base, results of pile load tests, and comparisons of measured and predicted pile capacities. Pile capacity prediction methods utilized are based on standard penetration test (SPT) and cone penetration test (CPT) data, dynamic formulas, wave equation analysis, and Pile Driving Analyzer (PDA) results. Comparisons of measured and predicted pile capacities are made for the purpose of evaluating prediction methods for driven piles in the Pee Dee area of the Atlantic Coastal Plain region of South Carolina.

605201 DA PERFORMANCE OF PRECAST DRIVEN PILES IN MARINE CLAY Leung, CF; Radhakrishnan, R; Tan, S-A American Society of Civil Engineers Journal of Geotechnical Engineering VOL. 117 NO. 4 Apr 1991 pp 637-657 Figs. 1 Tab. Refs. 1 App. SUBFILE: HRIS AVAILABLE FROM: American Society of Civil Engineers 345 East 47th Street New York New York 10017-2398 A field study is described which investigated the load transfer behavior of precast reinforced concrete piles driven through marine clay and founded in residual soil and weathered rock of sedimenatry origin. It was found that the pile capacity was time dependent for a long period after intital pile installation due to the progress of soil setup in the marine clay. To have an accurate capacity estimation, stress-wave measurements should be made by restriking the pile about one month after installation with a sufficiently large hammer to activate full shaft and toe resistances. Static approaches were found not to be suitable. Pore pressure measurements provided useful insight on the dissipation of excess pore pressure generated by pile driving. These and other study findings are discsussed.

603615 DA AXIAL CAPACITY OF VIBRATORY-DRIVEN PILES VERSUS IMPACT-DRIVEN PILES Mosher, RL Transportation Research Board Transportation Research Record N1277 1990 pp 128-135 13 Fig. 5 Tab. 9 Ref. SUBFILE: HRIS AVAILABLE FROM: Transportation Research Board Publications Office 2101 Constitution Avenue, NW Washington D.C. 20418 In recent years, vibratory pile drivers have gained popularity with contractors due to the increased productivity that can be realized with their use. The driving time can be reduced by a factor of 10 to 20 over that of an impact-driven pile. This gain in productivity is very attractive and profitable, but questions exist as to whether vibratory driving has an effect on a pile's axial capacity when compared with an impact-driven pile. This paper presents and discusses the results of a study of three pile testing programs that make direct comparison between vibratory- and impact-driven piles. One of these testing programs has never before been reported in the literature. From the study of these testing programs, it was found that the vibratory-driven piles had a significant reduction in axial capacity when compared with the impact-driven piles. This reduction in capacity of the vibratory-driven piles was due to a lower tip resistance. This paper appears in Transportation Research Record No. 1277, Modern Geotechnical Methods: Instrumentation and Vibratory Hammers 1990.

603614 DA BEARING CAPACITY PREDICTION FROM PILE DYNAMICS Satter, MA Transportation Research Board Transportation Research Record N1277 1990 pp 120-127 9 Fig. 1 Tab. 16 Ref. SUBFILE: HRIS AVAILABLE FROM: Transportation Research Board Publications Office 2101 Constitution Avenue, NW Washington D.C. 20418 A new method of predicting static bearing capacity of a pile foundation is presented. The method utilizes the dynamic behavior of the pile. In particular, the pile velocity, the displacement, and the driving force records are the necessary parameters. The analysis is conducted through a nonlinear differential equation that originates from the assumption that the soil reaction to the pile is a nonlinear function of the pile displacement. Examples based on data of four impact-driven field piles are presented. In these cases, since the driving forcing functions are not regular, it was necessary to resort to numerical solution of the governing equation by using the "continuous analytic continuation" method. The predicted static bearing capacity results of the piles have good agreement with those obtained from the field tests. This paper appears in Transportation Research Record No. 1277, Modern Geotechnical Methods: Instrumentation and Vibratory Hammers 1990.

603613 DA EVALUATION OF BEARING CAPACITY OF VIBRO-DRIVEN PILES FROM LABORATORY EXPERIMENTS O'Neill, MW; Vipulanandan, C; Wong, DO Transportation Research Board Transportation Research Record N1277 1990 pp 112-119 4 Fig. 1 Tab. 10 Ref. SUBFILE: HRIS AVAILABLE FROM: Transportation Research Board Publications Office 2101 Constitution Avenue, NW Washington D.C. 20418 Representative methods for predicting the bearing capacity of piles driven by vibration are described briefly, and a need to establish pile resistance prediction procedures that are based on soil properties is established. In order to investigate the influence of soil properties on piles installed by vibration, a large-scale model study was conducted in which piles were driven into a pressure chamber, to simulate in situ stress conditions, and subjected to loading tests. The soil, vibrator, and pile properties were closely controlled. Methods were developed from pile mechanics considerations and the test data (a) to predict pile capacity and (b) to select vibrator characteristics to drive piles of known target capacities. These methods are expressed in the form of simple equations that can be applied by designers having appropriate knowledge of soil, pile, and vibrator conditions. Whereas every attempt was made in the laboratory study to simulate field conditions, field verification and calibration of the capacity prediction methods are necessary before they can be applied in practice. This paper appears in Transportation Research Record No. 1277, Modern Geotechnical Methods: Instrumentation and Vibratory Hammers 1990.

603556 DA COMPARISON OF MEASURED PILE CAPACITY TO PILE CAPACITY PREDICTIONS MADE USING ELECTRONIC CONE PENETRATION DATA. FINAL REPORT Richman, RL; Speer, D California Department of Transportation Division of New Technology, Materials and Research Sacramento California 95819; California Department of Transportation Transportation Laboratory, 5900 Folsom Boulevard Sacramento California 95819; Federal Highway Administration 400 7th Street, SW Washington D.C. 20590 Jun 1989 113p Figs. 2 Tab. Phots. Refs. 1 App. REPORT NO: FHWA/CA/TL-89/16; Rept 54322 632471 CONTRACT NO: F87TL28; Contract SUBFILE: HRIS AVAILABLE FROM: National Technical Information Service 5285 Port Royal Road Springfield Virginia 22161 This report contains comparisons of static pile load tests and pile capacity predictions generated from cone penetration test (CPT) data. Six CPT analytical methods were evaluated. They are referred to as: LPC Cone Method, Direct CPT Method, European Method, Schmertmann's Method, Cone-M Method, and Bustamante's Method. Ultimate pile static capacity was defined using the Davisson criterion. Tested and predicted capacities for 19 bored and 13 driven piles are compared. Recommendations are made for the implementation of the more precise methods.

603303 DA SUMMARY OF PILE CAPACITY PREDICTIONS AND COMAPRISON WITH OBSERVED BEHAVIOR. DISCUSSION Fellenius, BH American Society of Civil Engineers Journal of Geotechnical Engineering VOL. 117 NO. 1 Jan 1991 pp 192-197 Figs. Refs. 2 App. SUBFILE: HRIS AVAILABLE FROM: American Society of Civil Engineers 345 East 47th Street New York New York 10017-2398 This is a discussion of a paper of the above title by R.J. Finno, J. Achile, H-C Chen, T. Cosmao, J-B Park, J.N. Picard, D.L. Smith, and G.P. Williams published in the ASCE Geotechnical Special Publication No. 23 (1989). The discusser comments on the residual load data, as well as load distribution and shaft resistance values. Strain readings on driven piles are also discussed. The disussion is followed by a closure by the author, Finno.

490800 DA FIELD STUDIES OF AN INSTRUMENTED MODEL PILE IN CLAY Coop, MR; Wroth, CP Telford (Thomas) Limited Geotechnique VOL. 39 NO. 4 Dec 1989 pp 679-696 Figs. Refs. SUBFILE: HRIS AVAILABLE FROM: Telford (Thomas) Limited Thomas Telford House, 1 Heron Quay London E14 9XF England An instrumented model pile was used to investigate the fundamental behavior of driven cyclindrical steel piles in clay soils. Data are given from the test-bed sites, one with heavily overconsolidated clay, and one with normally consolidated clay. These confirm that a residual shear surface is formed adjacent to the pile shaft during installation. Comparisons with other site investigation data and cavity expansion theoretical predictions suggest that stress relief immediately behind the pile tip during installation gives rise to total radial stress, and pore pressure measurements on the shaft which are lower than the simple cavity expansion model predicts. However, the data did indicate that the radial effective stress might be successfully predicted. During reconsolidation, the radial effective stress drops initially, followed by a slow recovery which was insufficient in the 2 clays investigated for the final value to reach that during installation. On undrained loading, the clay adjacent to the pile did not reach a critical state as failure occurred on the residual surface created during installation. The generation of negative excess pore pressures on the shear surface during undrained loading caused an increase in the radial effective stress. In the normally consolidated clay this was solely responsible for the large set-up of pile shaft capacity by comparison with that during installation. The same capacity increase may not be seen in these clays if loading were drained.

486756 DA DYNAMIC AND STATIC TESTING IN SOIL EXHIBITING SET-UP Fellenius, BH; Riker, RE; O'Brien, AJ; Tracy, GR American Society of Civil Engineers Journal of Geotechnical Engineering VOL. 115 NO. 7 Jul 1989 pp 985-101 Figs. Tabs. Refs. 1 App. SUBFILE: HRIS AVAILABLE FROM: American Society of Civil Engineers 345 East 47th Street New York New York 10017-2398 The results are discussed of studies that were performed during the design and construction of 3,000 to 4,000 piles of a wastewater treatment plant near Milwaukee Harbor. Four pile types were studied: normal-wall pipe piles; H-piles; mandrel-driven pipe piles; and small-diameter heavy-wall pipe piles. The studies integrated conventional static testing with dynamic monitoring and analysis and were performed to select and qualify pile types and hammers, determine pile capacities, and provide reference information to use in construction pile inspection quality control. It was found that the piles could be driven to bedrock and there obtain a geotechnical capacity in excess of that required. It was also found that the soils exhibitied significant increase in pile capacity with time after driving, i.e., soil set-up. The testing attempted to find the minimum length of pile required to support the load (without having to reach the bedrock) for piles with service loads of 90 kN (100 tons).

483173 DA A REVIEW OF BEARING PILE TYPES. 2ND EDITION Wynne, CP CONSTRUCTION INDUSTRY RESEARCH AND INFORMATION ASS DOE AND CIRIA PILING DEVELOPMENT GROUP REPORT NPG1 1988 90P SUBFILE: HRIS; TRRL; IRRD This report is divided into two parts. The first presents a review of pile selection criteria. The load-carrying capacity of a pile depends largely upon either end-bearing resistance or frictional shaft resistance. Load transference to the soil is achieved by a combination of both, and it is dependent, therefore, not only on the behaviour of the pile, but also on the characteristics of the chosen installation procedure. Potential installation problems are briefly highlighted. Such problems can be largely overcome by adherence to good piling practice, but the solutions depend on: (1) underlying soil conditions, including ground water levels; (2) the nature and size of the loads to be supported by the foundations; (3) properties of the pile materials and characteristics of installation equipment; (4) effects of environmental and economic constraints. Part 2 of the report discusses details of installation and performance characteristics of specific bearing pile types. Bearing piles are arranged into five categories: (1) non-displacement piles; (2) mini-piles (combining both replacement and low-displacement piles); (3) small-displacement driven piles; (4) large-displacement, driven, cast-in-situ piles; (5) large-displacement, driven, pre-formed piles. Details of pile size, load-bearing characteristics, and mode of installation are given in each case. The load-bearing characteristics given are relevant for monotonic loading only, and the information given is principally concerned with onshore applications.

480993 DA MODERN SPECIFICATION OF DRIVEN PILE WORK Cheney, RS Transportation Research Board Transportation Research Record N1169 1988 pp 62-69 1 Fig. SUBFILE: HRIS; RRIS; UMTRIS AVAILABLE FROM: Transportation Research Board Publications Office 2101 Constitution Avenue, NW Washington D.C. 20418 In the past 20 years, extensive research and implementation efforts have been directed at improved construction control of driven piles. The feasibility of techniques such as wave equation analysis, quick load testing, and dynamic pile testing has been thoroughly evaluated and generally accepted by the engineering profession. The mechanics of the pile-driving operation have been studied with results confirming the importance of controlling the properties of pile driving appurtenances such as hammer cushion, drive head, pile cushion, followers, and so on. Finally, the elements of risk in bidding pile work have been learned through numerous court of claims cases on topics such as estimated lengths, fixed-cost items bid as variable costs, delays in furnishing proper equipment, or required pile lengths. Modernization of current specifications for construction control of driven piling requires philosophical as well as technical changes. Five areas of potential improvement that need to be addressed in detail are specifying ordered pile lengths, using ultimate pile capacity, approving driving equipment, field verifying pile capacity, and devising a pile payment method. This paper appears in Transportation Research Record No. 1169, Geotechnical Instrumentation.

480419 DA THE USE OF ELECTRO-LEVELS ON LATERALLY LOADED PRECAST DRIVEN PILES AT STRETTON Price, G; Wardle, IF Transport and Road Research Laboratory TRRL Contractor Report 1987 30p 4 Ref. REPORT NO: CR 48 SUBFILE: HRIS; TRRL; IRRD AVAILABLE FROM: Transport and Road Research Laboratory Old Wokingham Road Crowthorne RG11 6AU Berkshire England During pile testing at the site of a new bridge near Stretton the Building Research Establishment carried out trials to determine whether electro-levels (e-ls) installed in a tube, driven as close as possible to a pile that was subsequently loaded laterally, could be used to monitor the pile's below ground deflected shape. The results showed that the pile head deflection calculated from the e-l results agreed reasonably well with the deflection monitored by conventional above ground movement measuring systems. Bending strains deduced from the rotations monitored by the e-ls suggested that the pile failed as the result of the formation of a plastic hinge, or hinges at a load of 60 to 66 kN. Use of Broms design chart confirmed that this was a reasonable estimate of the ultimate lateral capacity of the pile. It is considered that the method provided meaningful information on pile performance and with further development would offer an inexpensive way of instrumenting commonly used piles that would otherwise by very difficult to instrument. (TRRL)

478710 DA DYNAMIC AND STATIC BEHAVIOUR OF DRIVEN PILES Nguyen Truong, T Swedish Geotechnical Institute Fack S-581 01 Linkoping 1 Sweden 0348-0755 N33 1987 200p Figs. Tabs. 182 Ref. 1 App. SUBFILE: HRIS; TRRL; IRRD AVAILABLE FROM: Swedish Geotechnical Institute Fack S-581 01 Linkoping 1 Sweden The rapidly increased use of pile foundations and the appearance of new driving techniques, as well as stress wave measurement equipment have led researchers to look for better understanding of the dynamic and static behaviour of the hammer-pile-soil system and to develop more reliable methods of pile analysis. The reliability of the pile driving analysis is primarily a function of the accuracy of the soil parameters and the rheological model of the soil. The scope of this study is an attempt to find a new soil model and a new computer program for pile driving analysis. The investigation has been focused on the derivation of soil parameters from conventional soil mechanics and soil dynamics. The solution of the stress equation is based on Smith's approach. After remarks on different existing soil models, a new soil model for pile driving analysis is proposed in this research work. The soil parameters can be determined directly from the shear modulus of the soil, material densities, Poisson's ratio, damping ratio and pile dimensions. Influences from installation of the pile, soil inertia, interparticle shear stress, mass of pile, soil type, number of blows count, etc, can be considered in the evaluation of soil stiffness, hysteretic damping, radiation damping and quake. The established guiding computer program SVIDYN can be run in a microcomputer using either the new soil model or smith's soil model. The program can be used to study the bearing capacity and driveability of piles. The program is tested with results from different field tests and parameter studies and compared with capwap analysis and shows the reliability of the new approach for pile driving analysis. The bearing capacity of the piles, force history, velocity history, permanent set, number of blow count and simulation of static load tests can be obtained with the SVIDYN computer program. (Author/TRRL)

472589 DA EXPERIMENTS ON MODEL PILED FOUNDATION IN CLAY Khan, AS Mehran University of Engineering and Technology Mehran University Research J of Engineering & Tech VOL. 5 NO. 2 Apr 1986 pp 20-26 Figs. 1 Tab. 5 Ref. SUBFILE: HRIS AVAILABLE FROM: Mehran University of Engineering and Technology Jamshoro Sind Pakistan An experimental study was conducted of single model piles with floating cap, loaded vertically in a bed of remoulded clay. The ultimate load test results were correlated with undrained shear strength of the soil to determine the adhesion factor for the piles. Results suggested that the adhesion factor for driven piles is a low value equal to 0.2. The value of the bearing capacity factor, N sub c, was found to be 6.5. The working load response is linearly elastic up to 1/3rd of the ultimate load.

471879 DA USE OF FINS ON PILES FOR INCREASED TENSION CAPACITY (SPIN-FIN PILES). FINAL REPORT Campbell, R; Christopherson, A; Nottingham, D Peratrovich, Nottingham & Drage, Incorporated 1506 West 36th Avenue Anchorage Alaska 99503; Alaska Department of Transp and Public Facilities 2301 Peger Road Fairbanks Alaska 99701; Federal Highway Administration 400 7th Street, SW Washington D.C. 20590 Feb 1987 50p 11 Fig. 7 Tab. Refs. REPORT NO: FHWA-AK-RD-87-16 CONTRACT NO: F24882, HPR 84-11; HP&R SUBFILE: HRIS AVAILABLE FROM: Alaska Department of Transp and Public Facilities 2301 Peger Road Fairbanks Alaska 99701 Tension capacity of pipe piles with screw-type fins (spin-fins) is compared to tension capacity of pipe piles with straight fins and without fins. Spin-fin piles are driven piles with welded fin attachments which modify pile behavior under both tensile and compressive loads. Uplift load test results on 2", 8 5/8", and 16" diameter piles form the core of the report, and discussion of relative pile characteristics and capacities augments these results. A short summary of the pile test procedures and a graphical summary of pile test results are presented. Advantages and disadvantages of spin-fin piles are summarized and potential applications are presented. Test results indicate that spin-fin piles have the following advantages over unmodified pipe piles: increased ultimate tension and compression capacity, no loss of strength after repetitive loading beyond yield point, and failure mode is progressive, not catastrophic. It is expected that spin-fin piles will increasingly be used to replace unmodified piles in many applications.

469042 DA PREDICTION OF LOAD-CARRYING CAPACITY OF DRIVEN PILES Chow, YK; Karunaratne, GP; Wong, KY; Lee, SL National Research Council of Canada Canadian Geotechnical Journal VOL. 25 NO. 1 Feb 1988 pp 13-23 Figs. Tabs Refs. SUBFILE: HRIS AVAILABLE FROM: National Research Council of Canada Montreal Road Ottawa Ontario K1A 0R6 Canada Two methods are presented to estimate the load-carrying capacity of driven piles. These methods use a new wave equation model that incorporates the loss of energy to the soil mass through radiation damping of the soil. Conventional soil parameters are used in this new model. Both methods use the load-test result of a test pile to estimate the soil parameters at the site by set matching. These soil parameters are then used to predict the load-carryng capacity of similar piles at the site in subsequent analyses from set measurements. The two methods are demonstrated by the prediction of the load-carrying capacity of 21 piles at four sites.

466374 DA UNCERTAINTIES IN THE DESIGN OF DRIVEN PILES IN SANDS. PROCEEDINGS OF THE ELEVENTH INTERNATIONAL CONFERENCE ON SOIL MECHANICS AND FOUNDATION ENGINEERING, SAN FRANCISCO, 12-16 AUGUST 1985 Christoulas, SG Balkema (AA) P.O. Box 1675 3000 BR Rotterdam Netherlands 90 6191 563 5 1985 pp 1365-68 2 Fig. 3 Tab. 7 Ref. SUBFILE: HRIS; TRRL; IRRD AVAILABLE FROM: Balkema (AA) P.O. Box 1675 3000 BR Rotterdam Netherlands The aim of this paper is to show the uncertainties involved in the design of driven piles in sands. Some comments on the factors affecting the bearing capacity are given and the scatter of the results by the participation of each factor is evaluated. For the covering abstract of the conference see IRRD 287689. (Author/TRRL)

466369 DA DYNAMIC PILE TESTS - GERMAN PRACTICE. PROCEEDINGS OF THE ELEVENTH INTERNATIONAL CONFERENCE ON SOIL MECHANICS AND FOUNDATION ENGINEERING, SAN FRANCISCO, 12-16 AUGUST 1985 Balthaus, HG; Meseck, H; Seitz, J Balkema (AA) P.O. Box 1675 3000 BR Rotterdam Netherlands 90 6191 563 5 1985 pp 1341-46 10 Fig. 1 Phot. 9 Ref. SUBFILE: HRIS; TRRL; IRRD AVAILABLE FROM: Balkema (AA) P.O. Box 1675 3000 BR Rotterdam Netherlands Dynamic pile testing has been introduced to civil engineering practice in the early 1970's. Since then it has steadily been improved and applied to a variety of pile types. The different methods applied to driven and bored piles for integrity and bearing capacity testing in Germany is discussed in this paper. For the covering abstract of the conference see IRRD 287689. (Author/TRRL)

464541 DA COMPUTATIONAL PACKAGE FOR PREDICTING PILE STRESSES AND CAPACITY. EXECUTIVE SUMMARY. JOINT HIGHWAY RESEARCH PROJECT Darrag, AA Joint Highway Research Project Purdue University/Indiana State Highway Comm JHRP 13p REPORT NO: FHWA/IN/JHRP-87/1 SUBFILE: HRIS AVAILABLE FROM: Joint Highway Research Project Civil Engineering Building, Purdue University West Lafayette Indiana 47907 This summary highlights the most important aspects of two reports that resulted from a study of pile foundations that support highway bridges. The study reviewed the state-of-the-art of the most recent advances in predicting the pile capacity using static formulas and procedures and the theoretical background behind these methods. The study also performed the following: reviewed current dynamic formulas used for driven pile design; reviewed the wave equation approach used for predicting capacity of such piles; prepared a computational package for pile capacity and stresses prediction; reviewed the state-of-the-art of pile load test methods; reviewed the state-of-the-art of dynamic measurements made during pile driving; examined the phenomenon of residual stresses; and provided the computational package with a routine for predicting additional pile loads.

462578 DA EFFECTS OF PILE INSTALLATION. MODERN METHODS IN THE DESIGN OF PILE FOUNDATIONS; POST GRADUATE COURSE, UNIVERSITY OF SYDNEY, MAY 1985 Carter, JP Sydney University, Australia School of Civil and Mining Engineering, Parramatta Road Sydney New South Wales 2006 Australia May 1985 pp 1.1-54 29 Fig. 2 Tab. SUBFILE: HRIS; TRRL; IRRD AVAILABLE FROM: Sydney University, Australia School of Civil and Mining Engineering, Parramatta Road Sydney New South Wales 2006 Australia In recent years the offshore oil industry has built structures which have necessitated the design of piles requiring capacities of an order of magnitude higher than onshore piles, and in many instances these piles have been placed in soils quite different from those encountered onshore. These circumstances have provided considerable impetus to the task of improving the understanding of how piles behave when loaded, and in particular how they develop their capacity to resist the applied loading. A number of investigators have begun studying the fundamental aspects of pile behaviour and this has involved both theoretical and experimental studies. Recently attempts have been made to try to understand how the stress conditions acting on the pile, particularly its shaft, affect the behaviour of the pile when it is subjected to the applied loading. This has necessitated the study of the stress changes which occur in the soil from a time just before the pile is introduced until the complete pile loading has been applied. Obviously, knowledge of the in situ stress conditions prior to pile installation is important in this approach, but a knowledge of all the changes that might occur as the pile is introduced into the soil and the loading is applied, is equally important. In this lecture some of the more recent findings of research in this area are presented. Some discussion on the effects of both driven and bored piles in clay and the effects of driven piles in dense sands as well as calcareous materials is included. For the covering record of the course see IRRD 283875. (Author/TRRL)

452754 DA RESEARCH ON PILED FOUNDATIONS - HISTORICAL REVIEW AND FUTURE NEEDS Wardle, IF (Building Research Establishment) Foundation Publications Limited Ground Engineering VOL. 18 NO. 5 Jul 1985 pp 12-15 3 Fig. 18 Ref. SUBFILE: TRRL; IRRD; HRIS AVAILABLE FROM: Transport and Road Research Laboratory The report, based on a lecture by R W Cooke to the British Geotechnical Society in February 1985, summarises advances made in the last 50 years showing how the accepted design practice has improved with an understanding of the principles involved. The emphasis is placed on the work of the Building Research Establishment (BRE). Although early work on the driving stresses on driven piles is still relevant, recent research has shown the importance of field investigations in obtaining soil parameters for design. Different safety factors are used for the base and shaft capacities of bored piles. The understanding of pile groups behaviour has been improved by the use of computer based analysis techniques such as finite elements. It has been shown that, in the case of piled rafts, the raft carries a larger proportion of the load than was at first imagined. Methods of effective stress analysis are discussed; some recent results showed that London clay pore pressures due to the shaft dissipate within a few days, but slight increases in pile capacity were recorded over many months. (TRRL)

385810 DA CONE PENETRATION TEST AND PILE BEARING CAPACITY PREDICTION Bustamante, M; Gianeselli, L Laboratoire Central des Ponts et Chaussees Bulletin de Liaison des Lab des Ponts et Chaussees N127 Sep 1983 pp 73-80 14 Ref. French SUBFILE: EIT; HRIS AVAILABLE FROM: Engineering Societies Library 345 East 47th Street New York New York 10017 A large number of full scale loading tests carried out mainly by the French Laboratoires des Ponts et Chaussees, has provided the experimental data necessary for verifying the validity of pile bearing capacity prediction methods based on the interpretation of the CPT and more precisely on the point resistance g sub c. The loading tests concerned cast-in-situ, driven and even injected piles (under high-pressure) installed in a very wide range of soils. The cast-in-situ piles included simple bored piles, cased piles or bentonite bored piles. Driven piles included H-type steel piles and closed base tubes. Over half of the tested piles were equipped with extensometers for unit skin friction and point resistance measurement. The new prediction rules proposed, are based on an original soil classification according to the cone resistance g sub c. They include tables making it possible according to the soil nature, its compactness, the type of pile and even the pile placement mehtod, to choose the appropriate values of alpha and k sub c.

POTTS, D.M., and MARTINS, J.P. (1982) "The Shaft Resistance Of Axially Loaded Piles In Clay." (Imperial College of Science & Technology, England) Institution of Civil Engineers Geotechnique VOL. 32 NO. 4 December, pp 369-386.

Most design procedures for estimating pile capacities are empirical in nature, and the mechanism of load transfer from a pile to the soil is not well understood. In this paper the mobilization of shear stress along a rough pile shaft in normally consolidated clay is considered in terms of the effective stresses acting in the clay. Theoretical predictions of the stress changes which occur in the soil adjacent to the pile shaft on loading are presented and shown to be in good agreement with some experimental results. For drained loading conditions reductions in radial effective stress generally occur, and the peak mobilized angle of shaft friction is shown to be independent of initial soil stresses before pile loading. The validity of the theoretical model is shown and the loading behaviour, drained and undrained, of driven piles is examined. Comparison between these predictions and field data suggests that fabric disturbance caused by pile installation may seriously affect pile capacities. (Author/TRRL)

BAECHER, G.B., and RACKWITZ, R. (1982) "Factors Of Safety And Pile Load Tests. Intl J for Num & Analytical Methods in Geomechanic VOL. 6 NO. 4 October pp 409-424. (Massachusetts Institute of Technology; Technical University of Munich, West Germany.) Wiley (John) and Sons Limited.

The factor of safety used in designing pile foundations for vertical load should depend on three things. Prior information on load capacity summarized by empirical correlations with load capacity models, site specific information derived from load tests, and an objective function reflecting economic and safety considerations. A statistical approach to factor of safety selection was developed in order to suggest improvements of current standards for driven pile design. This approach recognizes a distinction between the variability of pile load capacity within individual sites, and the global variability upon which model correlations are based. Charts have been prepared for determining the fs required to achieve specified reliability indices, as a function of the number of load tests at a particular site and their outcomes. (Author/TRRL)

361288 DA SOME RECENT DEVELOPMENTS IN SITE INVESTIGATION PRACTICES Pump, WL (Victoria Country Roads Board, Australia) Australian Road Research Board 500 Burwood Road Vermont South Victoria 3133 Australia 0 86910 036X Aug 1981 Monograph pp 49-68 15 Fig. 1 Tab. 25 Ref. REPORT NO: CE25 SUBFILE: TRRL; IRRD; HRIS The paper describes the development and use of several in situ testing techniques for site investigations currently employed by the Country Roads Board of Victoria. The enhancement over recent years of in situ devices such as the penetrometer and pressuremeter has largely resulted from the need for more reliable determinations of geotechnical design parameters for use in theoretical modelling techniques. The paper firstly describes the current methods of interpretation and use by the Board of the quasi-static electrical penetrometer. Considerable cost savings have resulted from the use of the penetrometer by the Board since the mid-1970's to minimise costly investigation drilling and sampling during site investigations for highway structures. Examples of its use that are described are the identification of soil types and the prediction of load capacity of driven piles. Also described are several examples of pressuremeter testing, using both the borehole and self-boring devices. Although there is need to refine the measurement of soil strength and deformation values using pressuremeter results by comparing those indicated by appropriate laboratory and full-scale field tests, the device has potential for economical and reproduceable in situ measurement. Examples described include elastic modulus determinations and the measurement of in situ horizontal ground stresses. (Author/TRRL) NAASRA BEC 1981 Seminar: Bridge Foundations. Program and Papers, 16-17 September 1981.

334810 DA THE MEASUREMENT, SELECTION AND USE OF DESIGN PARAMETERS IN GEOTECHNICAL ENGINEERING. VOLUME 3 Amar, S; Frank, R; Canepa, Y; Jezequel, JF; Appendino, M; Maini, M; Podesta, E; Bauer, GE; Scott, JD; Sheilds, DH; Bhandari, RK; Choa, V; Vijiratnam, A; Karunaratne, GP; Ramaswany, SD; Lee, SL; Dalmatov, BJ; Gholli, AV; Chilli, AVBJD; Davies, P; Webb, DL; Hooley, P; Yeats, JA British Geotechnical Society Great George Street, Westminster London SW1 England 0 7277 0080 4 1979 Monograph 314p Figs. Tabs. Phots. Refs. SUBFILE: TRRL; IRRD; HRIS The following papers are contained in Volume 3: Punching of shallow foundations on fine soils (This paper was presented in French); Driven piles: measurement and interpretation procedures; Testing of soil parameters for bearing capacity of foundations in granular slopes; Artificial consolidation of marine clay deposits--predictions, field behaviour and feed back; Consolidation of chargi marine clay of Singapore using flexible drains; Experimental determination of the compressible stratum and the modules of soil deformation in successive layers; Geotechnical parameters for design of bored piles founded in weathered silstone rock; continued on TRIS 334811. Proceedings of the Seventh European Conference on Soil Mechanics and Foundation Engineering, held at Brighton.

DE BEER, E., DE JONGHE, A., CARPENTIER, R. and WALLAYS, M. (1979) "Analysis of the results of loading tests performed on displacement piles of different types and sizes penetrating at relatively small depth into a very dense sand layer" Proceedings Of The Conference On Developments In The Design And Construction Of Piles, 21-22 March, 1979. Institution of Civil Engineers 1-7 Great George Street London EC1V 9AD England.

BERINGEN, F.L., WINDLE, D. and VAN HOOYDONK, W.R. (1979) "Results of loading tests on driven piles in sand" Proceedings Of The Conference On Developments In The Design And Construction Of Piles, 21-22 March, 1979. Institution of Civil Engineers 1-7 Great George Street London EC1V 9AD England.

ARMISHAW, J.W. and FOX, D.W. (1979) "The effects in changes in pore water pressures on the carrying capacities and settlements of driven piles end bearing in a sand and gravel stratum" Proceedings Of The Conference On Developments In The Design And Construction Of Piles, 21-22 March, 1979. Institution of Civil Engineers 1-7 Great George Street London EC1V 9AD England.

INOUE, Y. (1979) "Behaviour of negative skin friction on steel pipe pile driven in alluvial deposits" Proceedings Of The Conference On Developments In The Design And Construction Of Piles, 21-22 March, 1979. Institution of Civil Engineers 1-7 Great George Street London EC1V 9AD England.

MALLARD, D.J, and BASTOW, P. (1979) "Some observations on the vibrations caused by pile driving" Proceedings Of The Conference On Developments In The Design And Construction Of Piles, 21-22 March, 1979. Institution of Civil Engineers 1-7 Great George Street London EC1V 9AD England.

BERGDAHL, U. and BENNERHULT, O. (1979) "Noise reduction of pile drivers" Proceedings Of The Conference On Developments In The Design And Construction Of Piles, 21-22 March, 1979. Institution of Civil Engineers 1-7 Great George Street London EC1V 9AD England.

LANGLEY, M.S. . and ELLIS, P.C. (1979) "Noise and vibration during piling" Proceedings Of The Conference On Developments In The Design And Construction Of Piles, 21-22 March, 1979. Institution of Civil Engineers 1-7 Great George Street London EC1V 9AD England.

WILLIS, A.J., and LANE, P.F. (1979) "Developments in the reduction of noise associated with rotary bored piling" Proceedings Of The Conference On Developments In The Design And Construction Of Piles, 21-22 March, 1979. Institution of Civil Engineers 1-7 Great George Street London EC1V 9AD England.

CROCKETT, J.H.A. (1979) "Piling vibrations and structural fatigue" Proceedings Of The Conference On Developments In The Design And Construction Of Piles, 21-22 March, 1979. Institution of Civil Engineers 1-7 Great George Street London EC1V 9AD England.

KIRBY, R.C., and ESRIG, M.I. (1979) "Further development of a general effective stress method for prediction of axial capacity for driven piles in clay" Proceedings Of The Conference On Developments In The Design And Construction Of Piles, 21-22 March, 1979. Institution of Civil Engineers 1-7 Great George Street London EC1V 9AD England.

WROTH, C.P., CARTER, J.P. and RANDOLPH, M.F. (1979) "Stress changes around a pile driven into cohesive soil" Proceedings Of The Conference On Developments In The Design And Construction Of Piles, 21-22 March, 1979. Institution of Civil Engineers 1-7 Great George Street London EC1V 9AD England.

SEARLE, I.W. (1979) "The design of bored piles in overconsolidated clays using effective stresses" Proceedings Of The Conference On Developments In The Design And Construction Of Piles, 21-22 March, 1979. Institution of Civil Engineers 1-7 Great George Street London EC1V 9AD England.

GRANDLE, L. and NORDAL, S. (1979) "Pile-soil interaction analysis on effective stress basis" Proceedings Of The Conference On Developments In The Design And Construction Of Piles, 21-22 March, 1979. Institution of Civil Engineers 1-7 Great George Street London EC1V 9AD England.

RANDOLPH, M.F., CARTER, J.P., and WROTH, C.P. (1979) "Driven Piles In Clay - The Effects Of Installation And Subsequent Consolidation." Institution of Civil Engineers Geotechnique VOL. 29 NO. 4 December, pp 361-393.

This paper describes the results of numerical analysis of the effects of installing a driven pile. The geometry of the problem has been simplified by the assumption of plane strain conditions in addition to axial symmetry. Pile installation has been modelled as the undrained expansion of a cylindrical cavity. The excess pore pressures generated in this process have subsequently been assumed to dissipate by means of outward radial flow of pore water. The consolidation of the soil has been studied using A work-hardening elasto-plastic soil model which has the unique feature of allowing the strength of the soil to change as the water content changes. Thus it is possible to calculate the new intrinsic soil strength at any stage during consolidation. In particular the long-term shaft capacity of a driven pile may be estimated from the final effective stress state and intrinsic strength of the soil adjacent to the pile. A parametric study has been made of the effect of the past consolidation history of the soil on the stress changes due to installation of the pile. The results indicate that for any initial value of overconsolidation ratio, the final stress state adjacent to the pile is similar to that in a normally one-dimensionally consolidated soil except that the radial stress is the major principal stress. A method is described whereby the model of pile installation and subsequent consolidation may be extended to clays which are sensitive. The method is used to predict changes in the strength and water content of soil adjacent to a driven pile which compare well with measurements from two field tests on driven piles. It is also shown that the rate of increase of bearing capacity of a driven pile may be estimated with reasonable accuracy from the rate of increase in shear strength of the soil predicted from the analysis. (Author/TRRL)

LEIMDORFER, P. (1971) "Selection Of A Type Of Pile. Part 2. Lateral Loads." Centre Belgo-Luxem d'Information de l'Acier Acier/Stahl/Steel VOL. 36 NO. 9 September, pp 369-377

The aim of this article is to study the energy absorption capacity of piles or groups of vertical piles fixed in lower soil layers or in precast reinforced concrete blocks immersed and resisting on the bottom of the sea. Attention was paid to the material selected for manufacturing the piles because of the considerable depths encountered in modern harbours resulting in quantities of kinetic energy never dealt with before. The mathematical anlaysis took into account the conical shape of the pile and showed that tapered piles, such as natural wooden piles or conical steel tubes, with their larger end sunk into the ground, are capable of absorbing a much larger quantity of kinetic energy which can often reach several times that calculated with standard methods. It was also shown that the conventional method of calculating driven piles with their thin end pointed downwards overestimated the real absorption capacity, sometimes by several percent. Based on the volume of the pile material, and the shape of the pile, simple formulae were derived for groups of circular solid or hollow piles. Tables show that an increase in the number of the piles leads to a possible reduced capacity. These tables also show whether it is economical to take into account in the calculations the influence of the group, or whether it is better to consider the single piles forming the group. With a very marked conical shape and a large number of piles, the latter method leads to an increase in energy absorption capacity while the maximum permissible impact strength decreases. Individual chapters deal with stresses applied to the upper part of the pile, and torsional problems. Economic aspects are discussed as well as the parameters selected to reach a solution regarding the economy of a pile or group of piles and apart from the cost of the material itself, the useful lifetime of the pile, driving costs, and costs of protecting wooden piles against rotting and steel piles against corrosion. Concrete piles are not included in the study, which deals only with soft wooden or hard exotic wooden piles, and with steel piles which have a constant or tapered cross-section. /TRRL/

BRAND, E.W., and JUTA-SURIVONGSE, A. Performance Of Some Driven And Cast-in-situ Piles In Bangkok Clay. Asian Institute Technology (Thailand) N20 R&D Rept 169, pp 60.

A Programme Of Pile Tests Was Carried Out At A Site In Bangkok, Where There Is A Deep Deposit Of Soft Clay, To Examine The Performance Of Some Driven And Cast-in-situ Piles. The Driven Piles Consisted Of Steel Tubes Closed At Their Lower Ends By Shoes While The Concrete Piles Were Cast In Similar Tubes Which Were Then Extracted. Piles Of 18 And 20 In. Diameter Were Employed With Lengths Of Up To 24.3m. Constant Rate Of Penetration (Crp), Maintained Load (Ml) And Pulling Tests Were Carried Out On The Piles. The Results Showed That The Ultimate Load Capacity Of The Piles Increased Rapidly As The Length Increased Beyond 18m. Loads In Excess Of 250 Tons Were Supported When The Toe Was Located In The Sand Layer Beneath The Bangkok Clay. About 80 Per Cent Of The Load Was Carried By Shaft Friction. The Type Of Load Test Employed Did Not Affect The Conclusions That Could Be Drawn From The Results, And Crp Tests Were Found To Be More Convenient To Use. The Pulling Tests Measured Shaft Resistances Appreciably Higher Than Those Deduced From The Compression Tests And This Was Accounted For By The Different Mode Of Failure. The Ultimate Load Capacity Increased With Time Up To About Three Weeks. Of The Methods Available For The Prediction Of Ultimate Pile Loads, The Dutch Cone Test Appeared To Offer Great Advantages Over All The Others, And Predictions Based On This Test Were Consistently Good. /Trrl/

NTIS 1990(#22-24)-1995(#1-6) 1 of 72

TI: Seismic decoupling of an explosion centered in a granite chimney rubble -- scaled experiment results. Final report.

AN: DE94017050XSP

CS: Performer: Los Alamos National Lab., NM.

Performer: Science and Engineering Associates, Inc., Santa Fe, NM (United States).

Funder: Department of Energy, Washington, DC.

RD: Dec 91. 218p.

NT: Sponsored by Department of Energy, Washington, DC.

LA: ENGLISH

PR: PC A10/MF A03

DE: Nuclear-explosions; Contained-Explosions; Decoupling-; Feasibility-Studies; Geometry-; Granites-; Nevada-Test-Site.

DE: *Nuclear-Explosion-Detection; *Seismic-Detection.

ID: EDB/450300-; EDB/350300-.

AB: This report describes the small scale evaluation of the feasibility of significant decoupling by siting an explosion in granite rubble. The chimney characteristics scaled to laboratory dimensions were those of the PILE DRIVER event. The scaled charges were of 1 KT and 8KT in the PILE DRIVER chimney. The measure of the effect was the velocity field history in the granite outside the chimney volume with the chimney rubble and with no rubble. A number of chimney sizes and shapes were studied. The explosion process was modeled via two-din=mensional, finite-difference methods used for prediction of velocity histories at the Nevada Test Site. The result was that both the spectral shape and the magnitude of the transmitted shock wave were drastically altered. The chimney geometry was as important as the rubble characteristics.

RN: LASUB9443, SEASFTR91008

CN: Contract: W7405ENG36

NTIS 1990(#22-24)-1995(#1-6) 2 of 72

TI: Design considerations for floating docks in Canada's east coast regions. C-CORE publication no. no. 93-9.

AN: MIC9402697XSP

CS: Performer: Memorial Univ. of Newfoundland, St. John's. Centre for Cold Ocean Resources Engineering.

Performer: Canadian Coastal Conference (1993: Vancouver, British Columbia).

RD: c1993. 13p.

NT: Presented at the Canadian Coastal Conference.

AV: Microfiche only.

LA: ENGLISH

PR: MF E99

DE: *Dry-docks.

ID: *Foreign-technology; *Design-criteria; *Canada-.

AB: Docking facilities for small craft harbours in the East Coast region have traditionally consisted of timber crib and pile structures. A major shift towards floating docks for vessel berthing is now taking place due to environmental, economic and planning issues. The construction of a typical timber floating dock is outlined in this paper, along with a description of design and operation problems which have been experienced. The paper concludes with a plan for the next phase of float-related studies, which will consist of a series of model tests to measure motion and load response under various wave conditions, and establish performance limits for existing and new float designs.

NTIS 1990(#22-24)-1995(#1-6) 3 of 72

TI: In Situ Geophysical Investigation of the Pile Test Section, Sardis Dam, Mississippi. Final rept.

AN: ADA2776995XSP

CS: Performer: Army Engineer Waterways Experiment Station, Vicksburg, MS. Geotechnical Lab.

RD: Jan 94. 71p.

LA: ENGLISH

PR: PC A04/MF A01

DE: Elastic-waves; Mississippi-; Rayleigh-waves; Rivers-; Soils-; Test-and-evaluation; Velocity-; Earthquakes-; Deformation-; Structural-response; Stability-; Vibration-; Seismic-waves; Concrete-; Repair-; Maintenance-; Shear-stresses.

DE: *Dams-; *Pile-structures; *Soil-structure-interactions.

ID: Sardis-Dam-Mississippi; Tallahatchie-River; Shear-waves; Structural-integrity; Seismic-loads.

ID: *Geophysical-surveys.

AB: An in situ geophysical investigation consisting of crosshole and downhole shear wave (S-wave) and surface vibratory tests was performed at Sardis Dam, located on the Tallahatchie River in northwest Mississippi. The tests were conducted in a pile test section at the downstream toe of the dam. The purpose of the investigation was to determine changes in S-wave velocities, which are related to soil strength, in the test section due to pile driving activities. The tests were conducted prior to driving the piles, immediately after and 3 months after the piles had been driven. The S-wave crosshole and surface vibratory tests indicated a significant velocity increase due to the driving of the piles in the test section. The downhole S-wave test did not detect any significant velocity increases. Crosshole, Geophysics, Sardis Dam, Elastic waves, Rayleigh waves, Shear waves.

RN: WESTRGL941

NTIS 1990(#22-24)-1995(#1-6) 4 of 72

TI: Foundation Piles: Emplacement and Performance. (Latest citations from Fluidex). Published Search.

AN: PB94875184XSP

CS: Performer: NERAC, Inc., Tolland, CT.

Funder: National Technical Information Service, Springfield, VA.

RD: Apr 94. 250 citations.

NT: Sponsored in part by National Technical Information Service, Springfield, VA.

LA: ENGLISH

PR: PC N01/MF N01

DE: Pile-driving; Performance-tests.

DE: *Bibliographies-; *Pile-foundations; *Pile-structures; *Pile-drivers.

ID: Published-Searches.

AB: The bibliography contains citations concerning the use, placement, and effectiveness of piles and pileworks in foundations. Design, embankment, sinking, and behavior in various soils, environments, and locations are discussed. Piles, pile driving techniques and equipment, and low pile structures are considered. Dynamic response of piles and pileworks to wind, wave, ice, seismicity, soil instability and long term displacement is also examined. (Contains 250 citations and includes a subject term index and title list.)

NTIS 1990(#22-24)-1995(#1-6) 5 of 72

TI: GAMMASPHERE: Elimination of ballistic deficit by using a quasi-trapezoidal pulse shaper.

AN: DE94003252XSP

CS: Performer: Lawrence Berkeley Lab., CA.

Funder: Department of Energy, Washington, DC.

RD: Oct 93. 5p.

NT: Nuclear science symposium, San Francisco, CA (United States), 2-5 Nov 1993. Sponsored by Department of Energy, Washington, DC.

LA: ENGLISH

PR: PC A01/MF A01

DE: Gamma-Detection; Pulse-Shapers; Wave-Forms.

DE: *Ge-Semiconductor-Detectors.

ID: EDB/440104-.

AB: Gammasphere uses an spherical array of very large (7.2cm dia.) germanium detectors and only high-multiplicity events are studied. To achieve a reasonable coincidence rate, the individual detector channels must handle high rates with minimum pile-up losses. Ten microseconds was chosen as the total processing time for a signal which means that the shaped signal peaks in about 4us. The combination of short pulse shaping and the fluctuating long charge collection times (up to 400ns) in the detectors exaggerates the energy resolution degradation due to ballistic deficit effects. We describe a method of producing a flat-topped pulse with a simple time-invariant network that satisfies GAMMASPHERE requirements and eliminates ballistic deficit effects.

RN: LBL33989, CONF93110711

CN: Contract: AC0376SF00098

NTIS 1990(#22-24)-1995(#1-6) 6 of 72

TI: Surface wave attenuation characteristics at the APS site.

AN: DE93019508XSP

CS: Performer: Argonne National Lab., IL.

Funder: Department of Energy, Washington, DC.

RD: May 92. 14p.

NT: Sponsored by Department of Energy, Washington, DC.

LA: ENGLISH

PR: PC A03/MF A01

DE: Attenuation-; Damping-; Site-Characterization; Stability-; Wave-Propagation.

DE: *Advanced-Photon-Source; *Mechanical-Vibrations; *Seismic-Surface-Waves.

ID: EDB/430100-; EDB/580000-.

AB: During operation of the Advanced Photon Source (APS) Facility, there will be many potential sources of vibration that may be transmitted through the ground to the storage ring basement and experimental hall. These sources include chillers, pumps, blowers and fans. Some may produce amplitudes of sufficient magnitude to adversely affect the stability of the closed orbit of the beam. Where possible, these vibration sources will be monitored as they become operational, to determine their vibrational characteristics, such as amplitude and frequency, and duty cycle. Vibrations travel through the ground as body (compression (P) and shear (S)) waves and Rayleigh (R) waves, which are surface waves. The amplitudes of these waves decrease with distance from their source as a result of both geometric and material damping. Because the storage ring basement is (open quotes)on grade(close quotes), the authors are primarily interested in waves on the surface. The R-waves, being surface waves, attenuate with distance more slowly than the body waves; for an R-wave, attenuation is proportional to 1/(radical)r, whereas for a body wave at the surface, attenuation is proportional to 1/r(sup 2), where r is the distance from the source. Because R-waves attenuate more slowly, they are of primary interest relative to the isolation of vibration-sensitive facilities such as the APS. Measurement of surface wave attenuation requires a vibration source that is capable of producing a ground displacement level considerably greater than that of the ambient background. A pile driver that was used to drive steel pilings at the APS vehicle tunnel provided such a source. This study provides a measure of the attenuation of surface waves in the ground by the combination of geometric and material damping. An average coefficient of attenuation of 0.003 was derived from measured responses to vibrations provided by a pile driver. (ERA citation 18:033460)

RN: ANLAPSINVIB924

CN: Contract: W31109ENG38

NTIS 1990(#22-24)-1995(#1-6) 7 of 72

TI: Management of high current transients in the CWDD Injector 200 kV power system.

AN: DE93015134XSP

CS: Performer: Argonne National Lab., IL.

Funder: Department of Energy, Washington, DC.

RD: 1993. 3p.

NT: International particle accelerator conference, Washington, DC (United States), 17-20 May 1993. Sponsored by Department of Energy, Washington, DC.

LA: ENGLISH

PR: PC A01/MF A01

DE: Beam-Injection; Beam-Transport; Electrical-Transients; Electronic-Circuits; Ion-Beams.

DE: *Deuteron-Beams; *Particle-Boosters.

ID: EDB/430302-; EDB/661220-.

AB: The injector for the Continuous Wave Deuterium Demonstrator is designed to deliver a high current CW negative deuterium ion beam at an energy of 200 keV to a Radio Frequency Quadrupole. The injector comprises a volume ion source, triode accelerator, high-power electron traps and low-energy beam transport with a single focusing solenoid. Some 75 Joules of energy are stored in stray capacitance around the high voltage system and discharged in a few microseconds following an injector breakdown. In order to limit damage to the accelerator grids, a magnetic snubber is incorporated to absorb most of the energy. Nevertheless, large current transients flow around the system as a result of an injector breakdown; these have frequently damaged power components and caused spurious behavior in many of the supporting systems. The analytical and practical approaches taken to minimize the effects of these transients are described. Injector breakdowns were simulated using an air spark gap and measurements made using standard EMC test techniques. The power circuit was modeled using an electrical simulation code; good agreement was reached between the model and measured results.

RN: ANLEPCP77773, CONF930511136

CN: Contract: W31109ENG38

NTIS 1990(#22-24)-1995(#1-6) 8 of 72

TI: Foundation Piles for Marine Platforms. (Latest citations from the Compendex Database). Published Search.

AN: PB93872737XSP

CS: Performer: NERAC, Inc., Tolland, CT.

Funder: National Technical Information Service, Springfield, VA.

RD: Jun 93. 250 citations.

NT: Updated with each order. Supersedes PB89-870125. Sponsored in part by National Technical Information Service, Springfield, VA.

LA: ENGLISH

PR: PC N01/MF N01

DE: Pile-structures; Pile-drivers; Foundations-.

DE: *Bibliographies-; *Pile-foundations; *Dolphins-Structures; *Offshore-structures; *Harbor-structures.

ID: Published-Searches.

AB: The bibliography contains citations concerning the design, installation, and certification of piles for marine foundations. Foundations include offshore platforms, piers, and approach and in-river bridge supports. The articles address natural forces on piles, including wave, tidal, ice, and seismic forces, and the behavior of the piles in various bottom soils. Analytical and test reports cite bearing capacity and horizontal stiffness. Special subjects include underwater pile driving, coatings for insertion friction, and protection and endurance of the piling. (Contains 250 citations and includes a subject term index and title list.)

NTIS 1990(#22-24)-1995(#1-6) 9 of 72

TI: Nondestructive Strength Assessment of In-situ Timber Piles. SBIR Phase 1. Final Report.

AN: PB93127595XSP

CS: Performer: Engineering Data Management, Inc., Fort Collins, CO.

Funder: National Science Foundation, Washington, DC. Div. of Industrial Science and Technological Innovation.

RD: Sep 89. 42p.

NT: Sponsored by National Science Foundation, Washington, DC. Div. of Industrial Science and Technological Innovation.

LA: ENGLISH

PR: PC A03/MF A01

DE: Loading-Mechanical; Loads-Forces; Deterioration-; Washington-State; Field-tests; Spectrum-analysis; Failure-; Mechanical-tests.

DE: *Nondestructive-tests; *Wooden-piles; *Load-bearing-capacity.

AB: The objective of the research was to assess the feasibility of using a longitudinal stress wave-based nondestructive evaluation (NDE) method for reliably evaluating the compressive load capacity of an individual in-situ timber pile. The method uses a correlation of stress wave spectral analysis to destructive test results to generate NDE predictions of the axial load capacity of each pile. The initial research focused on developing a data acquisition system that could provide repeatable data. An impact was delivered to a pile using a pendulum-mounted impulse hammer containing a calibrated load cell and an accelerometer was used to record the stress wave data. NDE data were collected on approximately 20 piles in Puget Sound in the State of Washington. Thirteen of these piles were removed from the ground for destructive testing. Using spectral analysis and multiple regression techniques, parameters such as the dominant frequency and the half-power point bandwidth, energy shifts, etc. for each of the output spectra were correlated to the compression strength calculated from the destructive tests. The correlation coefficient between actual and predicted compression strength was 0.83 with standard error of estimate (SEE) of 412 psi. This exceeded the target reliability level + or - 15 percent for predicting the actual load capacity of the individual in-situ piles.

RN: NSFISI89088

CN: Grant: NSFISI8860136

NTIS 1990(#22-24)-1995(#1-6) 10 of 72

TI: Hydrodynamic Force Cancellation.

AN: PB92202977XSP

CS: Performer: Technische Univ. Delft (Netherlands). Faculty of Civil Engineering.

RD: Apr 89. 32p.

LA: ENGLISH

PR: PC A03/MF A01

DE: Drag-; Model-tests; Frequencies-; Ocean-waves; Mathematical-models; Force-; Moments-; Dynamic-structural-analysis; Loads-Forces; Pile-structures; Loads-Forces.

DE: *Offshore-structures; *Hydrodynamics; *Wave-propagation.

ID: *Foreign-technology.

AB: The report covers an investigation of the occurrence of hydrodynamic force cancellation on a model of a three legged jack-up platform. The model had three circular cylindrical vertical legs placed (in plan) at the vertices of an equilateral triangle. Waves are considered to be regular and long-crested, propagating from a fixed direction. Forces and torsional moments have been calculated using the full Morison equation as well as a linearized version of the equation. For both theories the linearized (Airy) theory was used. The model was considered to be rigid. The results show that a form of cancellation is found using both theories, but a true zero force occurs only with a linearized force equation. The general torsional moment behavior is independent of the hydrodynamic force computation equation.

NTIS 1990(#22-24)-1995(#1-6) 11 of 72

TI: NKK Technical Report, No. 136, 1991.

AN: PB92194885XSP

CS: Performer: Nippon Kokan K.K., Tokyo.

RD: c1991. 113p.

NT: Text in Japanese with English abstracts. See also PB92-194893, PB92-194901, and PB92-125723. Portions of this document are not fully legible.

LA: JAPANESE

PR: PC E10/MF E10

DE: Blast-furnaces; Pipelines-; Casting-; Welding-; Corrosion-control; Ultrasonic-tests; Surface-waves; Structural-design; Bridges-Structures; Acquisition-.

DE: *Martensitic-stainless-steels; *Pipes-Tubes; *Columns-Supports; *Reinforced-concrete.

ID: *Foreign-technology.

AB: Contents: Long Term Low Si Operation at Fukuyama No. 5 Blast Furnace; Extension of Application of Horizontal Continuous Casting for Seamless Pipes; Application of Direct Fired Furnace to NKK-CAL/CGL; A New 15% Cr Martensitic Stainless Steel Developed for OCTG; Structural Design of Concrete-filled Rectangular Column with Inner Ribs; Single Pile dolphin; Development of Automatic Welding and Ultrasonic Inspection System for Pipeline Construction; Corrosion Control System for High Temperature Buried Pipelines; Investigation of Dai-ichi Ryogoku Bridge Made of Unpainted Weathering Steel which has been spanned for 20 Years over Sea; Development and Utilization of SABIS; Development of the Program Computing the Wave Height Distribution in Harbors; Development of Purchase Administration System in Fukuyama Works.

NTIS 1990(#22-24)-1995(#1-6) 12 of 72

TI: Determining Pile Bearing Capacity by Some Means Other Than the Engineering News Formula. Final comprehensive rept.

AN: PB92174945XSP

CS: Performer: New Orleans Univ., LA. Dept. of Civil Engineering.

Funder: Federal Highway Administration, Baton Rouge, LA. Louisiana Div.

Funder: Louisiana Transportation Research Center, Baton Rouge.

RD: Dec 89. 136p.

NT: Sponsored by Federal Highway Administration, Baton Rouge, LA. Louisiana Div., and Louisiana Transportation Research Center, Baton Rouge.

LA: ENGLISH

PR: PC A07/MF A02

DE: Reviews-; Stress-analysis; Loads-Forces; Dynamic-response; Mathematical-models; Damping-; Bearing-tests; Pile-structures; Settlement-Structural.

DE: *Bearing-capacity; *Pile-driving.

AB: A review of the practice used in monitoring pile driving activities within the Louisiana Department of Transportation and Development (LADOTD) and elsewhere is reported. The Engineering News Record formula is currently the most commonly reported method used by departments of transportation in the evaluation of pile driving. The performance of several alternate dynamic formulas, the wave equation, and dynamic testing with the pile driving analyzer are evaluated in a comparative study of LADOTD test piles. Development of a comprehensive program that includes dynamic formulas but has the goal of greater reliance on the wave equation, from design through construction, is recommended. Microcomputer software was developed to facilitate field implementation of WEAP87, the Hiley and Engineering News Record formulas. In a test pile study, the pile driving analyzer was found to be reliable in predicting pile capacity, monitoring the structural integrity of the pile during driving, and in evaluating setup.

RN: FHWALA89234, , RR234

NTIS 1990(#22-24)-1995(#1-6) 13 of 72

TI: Damping Estimation, Response Prediction and Fatigue Calculation of an Operational Single Pile Platform. Thesis.

AN: PB92112945XSP

CS: Performer: Woods Hole Oceanographic Institution, MA.

Performer: Massachusetts Inst. of Tech., Cambridge.

Funder: Geological Survey, Reston, VA.

RD: May 82. 155p.

NT: Prepared in cooperation with Massachusetts Inst. of Tech., Cambridge. Sponsored by Geological Survey, Reston, VA.

LA: ENGLISH

PR: PC A08/MF A02

DE: Theses-; Engineering-structures; Sea-states; Dynamic-response; Data-processing; Comparison-; Wind-Meteorology; Caissons-; Gas-production; Field-tests; Pile-structures; Soil-structure-interactions; Hydrodynamics-; Mathematical-models.

DE: *Ocean-waves; *Offshore-platforms; *Structural-stability; *Damping-tests.

AB: A comparison between predicted and measured damping controlled dynamic response of an operational single pile platform (AMOCO's South Marsh Island Block 33B platform) is presented. In the predictive analysis, a finite element model of the structure and a theoretical assessment of damping phenomena are combined with a response prediction method which utilizes the principle of reciprocity of ocean waves. The result is a versatile expression for the estimation of the dynamic response fatigue life of a platform in a directionally spread sea. In addition, the data analysis performed on wind, wave and response time histories, recorded in March, 1980, is carefully described. A method is presented which uses biaxial accelerometer data to infer platform modal orientations and to estimate wave spreading. Finally, modal natural frequencies and damping ratios are estimated using the Maximum Entropy Method (MEM) of spectral analysis. Good agreement between predicted and estimated response characteristics is attained.

RN: WHOI8224

CN: Contract: DI1408000120665

NTIS 1990(#22-24)-1995(#1-6) 14 of 72

TI: Phase Wave Velocities and Displacement Phase Differences in a Harmonically Oscillating Pile. Technical rept.

AN: PB92108356XSP

CS: Performer: National Center for Earthquake Engineering Research, Buffalo, NY.

Funder: National Science Foundation, Washington, DC.

RD: 8 Jul 91. 60p.

NT: Sponsored by National Science Foundation, Washington, DC.

LA: ENGLISH

PR: PC A04/MF A01

DE: Dynamic-response; Displacement-; Earthquake-engineering; Mathematical-models; Soil-structure-interactions; Vibration-damping; Finite-element-method; Soil-mechanics; Bridges-Structures; Dams-; Wave-phases; Structural-vibration.

DE: *Wave-propagation; *Pile-structures; *Earthquake-resistant-structures.

AB: Analytical solutions are developed for the harmonic wave propagation in an axially or laterally oscillating pile embedded in homogeneous soil and excited at the top. Both fixed-head and free-head piles are considered. Pile-soil interaction is realistically represented through a dynamic Winkler model, the 'springs' and 'dashpots' of which are given values based on results of finite-element analyses with the soil treated as a linear hysteretic continuum. Closed-form expressions are derived for the phase velocities of the generated waves; these are compared with characteristic phase wave velocities in rods and beams subjected to compression-extension (axial) and flexural (lateral) vibrations. The role of radiation and material damping is described; it is shown that the presence of such damping radically changes the very nature of the wave propagation, especially in lateral oscillations where an upward propagating ('reflected') wave is generated even in a semi-infinite head loaded pile. Solutions are also developed for the phase differences between pile displacements at various depths. It is shown that for most piles, such differences would not be significant and, therefore, waves would emanate nearly simultaneously from the periphery of an oscillating pile.

RN: NCEER910010

CN: Grants: NSFECE8607591, NSFECE903305

(!!!) (Order!)

NTIS 1990(#22-24)-1995(#1-6) 15 of 72

TI: Investigation of Subsurface Exploration Methods for Prevailing Geologic Conditions in South Carolina. Phase 2. Final Report.

AN: PB92102706XSP

CS: Performer: South Carolina Univ., Columbia. Dept. of Civil Engineering.

Funder: South Carolina Dept. of Highways and Public Transportation, Columbia.

Funder: Federal Highway Administration, Columbia, SC. South Carolina Div.

RD: Mar 91. 120p.

NT: See also PB86-167087. Sponsored by South Carolina Dept. of Highways and Public Transportation, Columbia, and Federal Highway Administration, Columbia,

SC. South Carolina Div.

LA: ENGLISH

PR: PC A06/MF A02

DE: South-Carolina; Field-tests; Soils-; Geologic-investigations; Dynamic-loads; Bearing-capacity; Borings-; Highway-design.

DE: *Subsurface-investigations; *Pile-foundations; *Soil-mechanics.

AB: The report summarizes a pile load testing program undertaken by the South Carolina Department of Highways and Public Transportation. A total of 7 static and 12 dynamic load tests were performed on driven friction piles in the Atlantic Coastal Plain region of South Carolina. The primary objectives of the pile load testing program were: (1) to correlate measured static axial capacity of single driven piles with field penetration test data, and (2) to evaluate dynamic methods for predicting static axial pile capacity. This report contains a summary of the project data base, results of pile load tests, and comparisons of measured and predicted pile capacities. Pile capacity prediction methods utilized are based on SPT and CPT data, dynamic formulas, wave equation analysis, and PDA results. Comparisons of measured and predicted pile capacities are made for the purpose of evaluating prediction methods for driven piles in the Pee Dee area of the Atlantic Coastal Plain region of South Carolina.

RN: RRF91126

NTIS 1990(#22-24)-1995(#1-6) 16 of 72

TI: Spud Point Marina Breakwater, Bodega Bay, Sonoma County, California. Final rept.

AN: ADA2403194XSP

CS: Performer: Coastal Engineering Research Center, Vicksburg, MS.

RD: Jul 91. 55p.

LA: ENGLISH

PR: PC A04/MF A01

DE: Attenuation-; Baffles-; Boats-; California-; Coastal-regions; Depth-; Detectors-; Displacement-; Dissipation-; Flushing-; Measurement-; Monitoring-; Panels-; Pressure-; Regions-; Reliability-; Scanning-sonar; Shallow-depth; Side-looking-sonar; Sounding-; Structural-properties; Surveys-; Underwater-; Wake-; Wave-propagation; Waves-.

ID: Scouring-; Ocean-waves; Structural-response; Spud-Point-Marina-California; Bodega-Harbor-California; Concrete-; Maintenance-;

ID: *Breakwaters; *Bays; *Pile-structures; *Ocean-circulation; *Flow-around-objects.

AB: A field monitoring study of the Spud Point Marina breakwater was conducted as part of the Monitoring Completed Coastal Projects Program. The breakwater is located within the confines of Bodega Harbor, a relatively protected embayment on the California coast north of San Francisco. The concrete pile-supported structure was selected for monitoring because of its unusual baffled design. Openings in the breakwater below the mean lower low tide level permit relatively unimpeded marina flushing. The baffle panel submergence depth was chosen using theoretical wave height transmission results. A field study of wave transmission was conducted using boat wakes and pressure sensors to measure the generated waves. Soundings of potential scour zones and a side scan sonar survey were made. Circulation through the breakwater and marina was measured, and the breakwater was examined for structural integrity. Unexpectedly high dissipation of generated waves as they crossed a shallow region fronting the breakwater prevented quantification of wave transmission performance. Flushing performance appeared to be satisfactory. No evidence of scour or structural displacement was found; however, hairline cracks were observed in the cap, which should be monitored as part of future Operations and Maintenance. It appears that the breakwater is giving satisfactory wave attenuation performance.

RN: CERCMP915

NTIS 1990(#22-24)-1995(#1-6) 17 of 72

TI: Anelastic release from the shock-compressed state.

AN: DE91009961XSP

CS: Performer: Los Alamos National Lab., NM.

Funder: Department of Energy, Washington, DC.

RD: 1991. 17p.

NT: International conference on mechanical and physical behavior of materials under dynamic loading (3rd), Strasbourg (France), 14-18 Oct 1991. Sponsored by

Department of Energy, Washington, DC.

LA: ENGLISH

PR: PC A03/MF A01

DE: Deformation-; Drag-; Elasticity-; Impact-Shock; Solids-; Stresses-; Wave-Propagation; Meetings-.

DE: *Aluminium; *Shock-Waves.

ID: EDB/360103-.

AB: Anelastic release from the shock-compressed state is analyzed in terms of internal self stresses acting on dislocation pile-ups and pinned dislocation loops. Reverse anelastic deformation occurs immediately upon release due to these internal stresses and is responsible for departure from ideal elastic-plastic unloading wave behavior: anelastic release is commonly observed in all shock-loaded metals. The rate at which this readjustment of internal stress occurs is determined by the viscous drag coefficient in the shock-compressed state and has important consequences regarding determination of elastic moduli from unloading wave data. 6 refs., 4 figs.

RN: LAUR91941, CONF9110691

CN: Contract: W7405ENG36

NTIS 1990(#22-24)-1995(#1-6) 18 of 72

TI: Report of Obayashi Corporation Technical Research Institute, No. 42, February 1991.

AN: PB91213322XSP

CS: Performer: Obayashi Corp., Tokyo (Japan).

RD: c1991. 112p.

NT: Text in Japanese with English abstracts. See also PB91-213330 through PB91-213355 and PB91-124776. Portions of this document are not fully legible.

Color illustrations reproduced in black and white.

LA: JAPANESE

PR: PC A06/MF A02

DE: Wave-propagation; Liquefaction-; Sewage-treatment; Slopes-; Structural-members; Earthquake-resistant-structures; Bearings-; Pile-foundations; Seismic-waves; Earthquake-engineering.

DE: *Reinforced-concrete; *Virbration-isolators; *Buckling; *Reinforcement-Structural; *Bridge-foundations; *Soil-properties.

ID: *Foreign-technology.

AB: Contents: Study on buckling analysis using Supercomputer; Proposal and verification of nonlinear analysis model for reinforced concrete panels; Development of base isolation system for earthquakes and micro-vibrations using laminated thick rubber bearings; Propagation properties of subway-induced vibration; Earthquake response analysis of sandy ground considering material non-linearity of soil; Vibration test of bridge pier with large-scale group-pile foundation and analysis focused on interaction; Study on constitutive relationships of granular materials in liquefaction analysis; Research and development on structural members using new and advanced fiber materials; Structural performances of hooked steel fiber-reinforced concrete members; Experimental studies on characteristics of concrete members subjected to high temperature; Quick finishing method of early-age concrete surfaces; Nonlinear analysis of field loading test on actual-scale slope reinforced with steel bars; Studies on aqua Soil Method; Study on antifungi property of glass fiber reinforced foamed gypsum; Studies on simultaneous treatment system for garbage and sewage by anaerobic microorganisms.

NTIS 1990(#22-24)-1995(#1-6) 19 of 72

TI: Inspection of Bridge Timber Piling: Operations and Analysis Manual. Final rept. Oct 87-Jan 89.

AN: PB91212027XSP

CS: Performer: Maryland Univ., College Park. Dept. of Civil Engineering.

Funder: Federal Highway Administration, McLean, VA. Office of Implementation.

RD: Jul 89. 48p.

NT: Sponsored by Federal Highway Administration, McLean, VA. Office of Implementation.

LA: ENGLISH

PR: PC A03/MF A01

DE: Structural-timber; Ultrasonic-tests; Bridge-foundations; Pile-structures; Bridge-maintenance; Deterioration-; Highway-bridges; Compressive-strength.

DE: *Bridge-inspection; *Nondestructive-tests; *Wooden-piles.

AB: A non-destructive method for determining the in-place strength of bridge timber piling above and below water, developed under the Maryland Highway Planning and Research Program, is presented. It is an ultrasonic wave propagation method in which the in-place strength (load carrying capacity) of a timber pile is correlated to the pile's wave velocity normal to the grain, and to its in-place unit weight. The manual covers the information an inspector needs for field testing, as well as the information needed by engineers in the office for analysis and data interpretation. The manual includes a description of the equipment and instructions for its use. The kinds of data to be collected as well as data collection procedures are covered. This is followed by instructions for data analysis, accompanied by all figures needed for data interpretation. To ensure quality of performance, the factors that contribute to the repeatability and consistency of the results are presented. Factors that might cause inaccuracies in the results are also highlighted. The conditions under which the method can be used, its limitations, as well as any potential problems involving its use are also presented.

RN: FHWAIP89017

CN: Contract: DTFH6187C00108

NTIS 1990(#22-24)-1995(#1-6) 20 of 72

TI: Shock structural response of cylindrical vessel with slow explosive.

AN: DE91772210XSP

CS: Performer: Japan Atomic Energy Research Inst., Tokyo.

RD: Sep 90. 98p.

NT: In Japanese.

AV: U.S. Sales Only.

LA: JAPANESE

PR: PC A05/MF A01

DE: Containers-; Cover-Gas; Explosions-; Explosives-; Impact-Strength; Pressure-Dependence; Simulation-; Transients-; Water-; Wave-Propagation.

DE: *Shock-Waves; *Fuel-Element-Failure.

ID: EDB/220300-.

ID: *Foreign-technology.

AB: Out-of-pile tests for simulating the experimental fuel rupture behavior at NSRR have been executed with slow explosive to generate shock pressure wave. The present model is on an actual scale of an NSRR experimental capsule. The data and fundamental information were obtained to understand shock structural behavior of the capsule. The main results are summarized as follows: (1) Pressure wave-propagation characteristics were identified in the present capsule model, including the reflection wave and the slug impact. It was confirmed that the capsule model showed elastic behavior under the pressure source condition of 115 kg/cm(sup 2)center dotg peak. Even in the case of 400 kg/cm(sup 2)center dotg peak with a 200 mm cover-gas height, only the lower part of the capsule model was deformed and the maximum residual circumferential strain remained within about 1 percent. (2) It was revealed that the slug-bounding phenomenon between the upper cover-gas and the lower generated gas caused the secondary pressure wave in the pressure source after the slug impact. (3) The slug makes an impact against the plug after passing the maximum velocity in the case of 200 mm cover-gas height, and in velocity history links closely with the cover-gas height. The deformation degree at the upper part of the capsule depends on the cover-gas height. (4) The deformation of the capsule model showed the trend to be mitigated by the existence of an outer vessel and annulus fluid surrounding the capsule model. (author).

RN: JAERIM90159

NTIS 1990(#22-24)-1995(#1-6) 21 of 72

TI: Taisei Technical Research Report, Number 23.

AN: PB91166983XSP

CS: Performer: Taisei Corp., Yokohama (Japan). Technology Research Center.

RD: c1991. 286p.

NT: Text in Japanese with English abstracts. See also PB91-166306.

LA: JAPANESE

PR: PC A13/MF A02

DE: Marine-biology; Aquatic-microbiology; Soil-structure-interactions; Earthquake-engineering; Seismic-effects; Rock-fluid-interactions; Wind-effects; Reinforced-materials; Building-materials; Air-flow; Combustion-properties; Fires-; Acoustics-; Mathematical-models.

DE: *Research-projects; *Research-and-development.

ID: *Foreign-technology.

AB: Partial Contents: Study on Sea Water Purification Using a Substratum of Marine Organisms; The Activity of Hydrogen-utilizing Methanogen in the Anaerobic Digestion; The Evaluation of the Quality of Tufgrass Species in Japan-2 Effect of PP333 Growth Regulator on Growth and Quality of Cool Season Turfgrasses; Experimental and Numerical Simulations on the Wave and Flow Fields Around a New Submerged Breakwater (SURF); A Study on Mechanical Interaction Between Rock and Pore Water; A Study on Earthquake Resistant Reinforcement of Pile foundation Using Under Ground Wall--Part 4-Results of Static, Dynamic Loading Tests and Earthquake Observation; Wind-Induced Vibration in High-Rise Structures--Part 1 Variation with Structure Shapes; Experimental Study on a Structural System Composed of Reinforced Concrete Columns and Steel Beams; Influence of Binders on Several Ion Concentrations of Pore Solution; Study on the Short Time Measurement of Sound Insulation in Building Investigation of the Short Time Measurement Correspond to Usual Single Number Index; Numerical Calculation of Acoustic Field--Part 1 Acoustic Field Calculation by Boundary Element Method; Numerical Simulation of Air Flow for Moving Boundary Problem by FAVOR Method; An Experimental Study on Combustion Properties at Fire in Rooms with no Window and Forced Ventilation.

NTIS 1990(#22-24)-1995(#1-6) 22 of 72

TI: Morison Equation Fitted to Measured Forces from Irregular Waves on a Vertical Pile. Estimated Coefficients and Model Evaluation. Marine Structures Report 1.1.6.

AN: PB91123190XSP

CS: Performer: Selskapet for Industriell og Teknisk Forskning, Trondheim (Norway). Div. of Structural Engineering.

Funder: Royal Norwegian Council for Scientific and Industrial Research, Oslo.

RD: 21 Jun 90. 92p.

NT: Sponsored by Royal Norwegian Council for Scientific and Industrial Research, Oslo.

LA: ENGLISH

PR: PC E06/MF E06

DE: Structural-members; Dynamic-structural-analysis; Ocean-waves; Shear-stress; Wave-equations; Wave-drag; Computerized-simulation; Experimental-data; Stochastic-processes; Reynolds-number; Mathematical-models.

DE: *Dynamic-response; *Pile-structures.

ID: *Foreign-technology.

AB: The validity of Morison equation and standard irregular wave kinematics models are evaluated based on measured forces on an experimental vertical pile. The objective of the evaluation, is to investigate if these models for waves and forces are applicable in stochastic time-domain dynamic response analysis of drag-dominated structures. It is concluded that the Morison equation is an acceptable model for wave forces in the wave direction, provided that the force coefficients are treated as functions of time-domain averages of the Reynolds number. Furthermore, it indicated that an improved wave model for irregular wave kinematics should be established.

RN: STF71A89025, ISBN8259556688

NTIS 1985(#14-26), 1986-1990(#1-21) 23 of 72

TI: Development of Finite-Element-Based Design Procedure for Sheet-Pile Walls. Final rept.

AN: ADA2144798XSP

CS: Performer: Army Engineer Waterways Experiment Station, Vicksburg, MS. Geotechnical Lab.

RD: Sep 89. 122p.

LA: ENGLISH

PR: PC A06/MF A01

DE: Clay-; Computations-; Computer-programs; Field-tests; Floods-; Foundations-Structures; Two-dimensional; Loads-Forces; Moments-; One-dimensional; Parametric-analysis; Penetration-; Sheets-; Slope-; Stability-; Subsurface-; Water-waves.

DE: *Pile-structures; *Levees; *Finite-element-analysis.

ID: *Structural-analysis.

AB: The performance of sheet-pile I walls is evaluated using the SOILSTRUCT computer program, which is based on the finite element method. The analysis models the levee-pile system as a two-dimensional plane-strain problem. The analysis includes computations for a field test case and a parametric study of a proposed I-wall section. The principal finding was that traditional limit-equilibrium methods provide a reasonable conservative estimate of pile stability but one-dimensional beam analysis greatly underestimates movements caused by flood and wave loads. One-dimensional analyses do not account for the deep-seated movement caused by the surcharge load of floodwater. The finite element analysis showed that surcharge loading is the major cause of movement in soft clay foundations. It is recommended that conventional stability analyses should be used for design of the sheet pile-levee system; the foundation stability can be addressed by standard slope stability analysis and pile stability can be analyzed using the traditional limit-equilibrium method. The sheet pile should be designed to resist moments computed from the limit-equilibrium pressure diagram for a pile penetration corresponding to a factor of safety equal to 1.0. Charts are provided to estimate 'additional' movements caused by surcharge loading although it is recommended that new finite element analyses be performed when subsurface conditions deviate significantly from those assumed for the parametric study. (SDW)

RN: WESTRGL8914

NTIS 1985(#14-26), 1986-1990(#1-21) 24 of 72

TI: Wave Equation Analysis of Piles Installed with Diesel Hammers. Interim rept.

AN: PB90115577XSP

CS: Performer: California State Dept. of Transportation, Sacramento. Office of Transportation Lab.

Funder: Federal Highway Administration, Sacramento, CA. California Div.

RD: Jan 88. 158p.

NT: Sponsored by Federal Highway Administration, Sacramento, CA. California Div.

LA: ENGLISH

PR: PC A08/MF A01

DE: Penetration-tests; Soil-dynamics; Damping-; Mechanical-tests; Strain-measurement; Graphs-Charts.

DE: *Pile-driving; *Wave-equation; *Bearing-capacity; *Dynamic-structural-analysis; *Static-loads.

AB: A study has been conducted to evaluate Case-Goble soil damping constants (Jc) used in the pile driving wave equation procedure for computing static bearing capacity. Open-end diesel hammers were used in the study. Static bearing capacities were calculated from dynamic measurements of strain and acceleration during pile driving on ten projects. Full-scale static load tests were performed to verify the static bearing capacities. A pile capacity failure criterion was defined. The results were used to develop a correlation between Jc and standard penetration test values measured for silts and sands at the pile tip.

RN: REPT632463, FHWACATL8801

NTIS 1985(#14-26), 1986-1990(#1-21) 25 of 72

TI: Speed of Response, Pile-Up, and Signal to Noise Ratio in Liquid Ionization Calorimeters.

AN: DE89015344XSP

CS: Performer: Los Alamos National Lab., NM.

Funder: Department of Energy, Washington, DC.

RD: Jun 89. 16p.

NT: Workshop on calorimetry for the SSC, Tuscaloosa, AL, USA, 13-17 Mar 1989.

AV: Portions of this document are illegible in microfiche products.

LA: ENGLISH

PR: PC A03/MF A01

DE: Electric-Fields; Ionization-Chambers; Signal-Conditioning; Signal-to-Noise-Ratio; Specifications-; Superconducting-Super-Collider; Transverse-Energy; Wave-Forms.

DE: *Shower-Counters.

ID: ERDA/440104-; Calorimeters-.

AB: Although liquid ionization calorimeters have been mostly used up to now with slow readout, their signals have a fast rise time. However, it is not easy to get this fast component of the pulse out of the calorimeter. For this purpose a new connection scheme of the electrodes, the ''electrostatic transformer,'' is presented. This technique reduces the detector capacitance while keeping the number of channels at an acceptable level. Also it allows the use of transmission lines to bring signals from the electrodes to the preamplifiers which could be located in an accessible area. With room temperature liquids the length of these cables can be short, keeping the added noise at a reasonable level. Contributions to the error on the energy measurement from pile up and electronics noise are studied in detail. Even on this issue, room temperature liquids (TMP/TMS) are found to be competitive with cold liquid argon at the expense of a moderately higher gap voltage. 5 refs., 9 figs., 2 tabs.

RN: LBL27328, CONF89037912

CN: Contract: AC0376SF00098

NTIS 1985(#14-26), 1986-1990(#1-21) 26 of 72

TI: Wave Equation Analysis of Pile Foundations: WEAP86 Program 1987 Issue. Volume 4. User's Manual for PC (Personal Computer) Application. Final rept.

AN: PB90113002XSP

CS: Performer: Goble, Rausche, Likins and Associates, Inc., Cleveland, OH.

Funder: Federal Highway Administration, McLean, VA. Office of Implementation.

RD: Sep 87. 63p.

NT: For system on diskette, see PB90-500240. See also PB90-113010, PB90-113028, and PB90-113036. Sponsored by Federal Highway Administration, McLean, VA. Office

of Implementation.

LA: ENGLISH

PR: PC A04/MF A01

DE: Hammers-; Axial-stress; Residual-stress; Energy-transfer; Wave-equations; Documentation-.

DE: *Pile-driving; *Pile-foundations.

ID: User-manuals-Computer-programs; Personal-computers.

AB: The WEAP Program, written and documented under a previous FHWA contract in 1976 and updated in 1981, was further developed. The new program referred to as WEAP86 includes all of the WEAP features plus the following new models: separate models for liquid and atomized fuel injection of diesel hammers; residual stress analysis; and realistic splice model. An important addition was an updated and/or revised hammer data file with the new efficiency values based on research performed under another contract for FHWA. Furthermore, extensive tables covering helmets, cushions, and piles were compiled and included in the documentation. Another important facet of the WEAP86 work was the development of a program version for personal computers.

RN: FHWAIP8621, FHWASWDK90002A

CN: Contract: DTFH6184C00100

NTIS 1985(#14-26), 1986-1990(#1-21) 27 of 72

TI: Wave Equation Analysis of Pile Foundations: WEAP86 Program 1987 Issue. Volume 3. Program Installation Manual. Final rept.

AN: PB90113010XSP

CS: Performer: Goble, Rausche, Likins and Associates, Inc., Cleveland, OH.

Funder: Federal Highway Administration, McLean, VA. Office of Implementation.

RD: Sep 87. 50p.

NT: For system on diskette, see PB90-500240. See also PB90-113002, PB90-113028, and PB90-113036. Sponsored by Federal Highway Administration, McLean, VA. Office

of Implementation.

LA: ENGLISH

PR: PC A03/MF A01

DE: Hammers-; Axial-stress; Residual-stress; Energy-transfer; Wave-equations; Installing-; Documentation-.

DE: *Pile-driving; *Pile-foundations.

AB: The WEAP Program, written and documented under a previous FHWA contract in 1976 and updated in 1981, was further developed. The new program referred to as WEAP86 includes all of the WEAP features plus the following new models: separate models for liquid and atomized fuel injection of diesel hammers; residual stress analysis; and realistic splice model. An important addition was an updated and/or revised hammer data file with new efficiency values based on research performed under another contract for the FHWA. Furthermore, extensive tables covering helmets, cushions, and piles were compiled and included in the documentation. Another important facet of the WEAP86 work was the development of a program version for personal computers.

RN: FHWAIP8620, FHWASWDK90002B

CN: Contract: DTFH6184C00100

NTIS 1985(#14-26), 1986-1990(#1-21) 28 of 72

TI: Wave Equation Analysis of Pile Foundations: WEAP86 Program 1987 Issue. Volume 2. General User's Manual. Final rept.

AN: PB90113028XSP

CS: Performer: Goble, Rausche, Likins and Associates, Inc., Cleveland, OH.

Funder: Federal Highway Administration, McLean, VA. Office of Implementation.

RD: Sep 87. 192p.

NT: For system on diskette, see PB90-500240. See also PB90-113002, PB90-113010, and PB90-113036. Sponsored by Federal Highway Administration, McLean, VA. Office

of Implementation.

LA: ENGLISH

PR: PC A09/MF A01

DE: Hammers-; Axial-stress; Residual-stress; Energy-transfer; Wave-equations; Documentation-.

DE: *Pile-driving; *Pile-foundations.

ID: User-manuals-Computer-programs.

AB: The WEAP Program, written and documented under a previous FHWA contract in 1976 and updated in 1981, was further developed. The new program referred to as WEAP86 includes all of the WEAP features plus the following new models: separate models for liquid and atomized fuel injection of diesel hammers; residual stress analysis; and realistic splice model. An important addition was an updated and/or revised hammer data file with new efficiency values based on research performed under another contract for the FHWA. Furthermore, extensive tables covering helmets, cushions, and piles were compiled and included in the documentation. Another important facet of the WEAP86 work was the development of a program version for personal computers.

RN: FHWAIP8619, FHWASWDK90002C

CN: Contract: DTFH6184C00100

NTIS 1985(#14-26), 1986-1990(#1-21) 29 of 72

TI: Wave Equation Analysis of Pile Foundations: WEAP86 Program 1987 Issue. Volume 1. Background. Final rept.

AN: PB90113036XSP

CS: Performer: Goble, Rausche, Likins and Associates, Inc., Cleveland, OH.

Funder: Federal Highway Administration, McLean, VA. Office of Implementation.

RD: Sep 87. 120p.

NT: For system on diskette, see PB90-500240. See also PB90-113002, PB90-113010, and PB90-113028. Sponsored by Federal Highway Administration, McLean, VA. Office

of Implementation.

LA: ENGLISH

PR: PC A06/MF A01

DE: Hammers-; Axial-stress; Residual-stress; Energy-transfer; Wave-equations; Documentation-.

DE: *Pile-driving; *Pile-foundations.

AB: The WEAP Program, written and documented under a previous FHWA contract in 1976 and updated in 1981, was further developed. The new program referred to as WEAP86 includes all of the WEAP features plus the following new models: separate models for liquid and atomized fuel injection of diesel hammers; residual stress analysis; and realistic splice model. An important addition was an updated and/or revised hammer data file with the new efficiency values based on research performed under another contract for the FHWA. Furthermore, extensive tables covering helmets, cushions, and piles were compiled and included in the documentation. Another important facet of the WEAP86 work was the development of a program version for personal computers.

RN: FHWAIP8618, FHWASWDK90002D

CN: Contract: DTFH6184C00100

NTIS 1985(#14-26), 1986-1990(#1-21) 30 of 72

TI: Wave Equation Analysis of Pile (WEAP) Driving Program, June 1988 (for Microcomputers). Software.

AN: PB90500240XSP

CS: Performer: Federal Highway Administration, McLean, VA. Office of Implementation.

RD: Jun 88. 4 diskettes.

NT: Supersedes PB-269415.

AV: The software is contained on 5 1/4-inch diskettes, double density (360K), compatible with the IBM PC microcomputer. The diskettes are in the ASCII format.

Price includes documentation, PB90-113002, PB90-113010, PB90-113028, and

PB90-113036.

LA: ENGLISH

PR: CP D03

DE: Hammers-; Axial-stress; Energy-transfer; Wave-equations; Diskettes-.

DE: *Software; *Pile-driving; *Pile-foundations.

ID: L=Fortran-; H=IBM-PC.

AB: Wave equation analysis of the pile driving, June 1988 version, is a program which simulates a foundation pile under the action of an impact pile driving hammer. The program computes: the blow count (number of hammer blows/unit length); the axial stresses in pile; and the energy transferred to pile. Software Description: The program is written in the FORTRAN programming language for implementation on an IBM-PC compatible microcomputer under the DOS operating system. The program was compiled using version 4.1 of the MS-FORTRAN compiler.

RN: FHWASWDK90002

NTIS 1985(#14-26), 1986-1990(#1-21) 31 of 72

TI: Drivability of Large Pipe Piles Analysed by Case Records. Proceedings of the BOSS '88 (Conference). Held in Trondheim, Norway in 1988.

AN: PB89223127XSP

CS: Performer: Selskapet for Industriell og Teknisk Forskning, Trondheim (Norway).

Performer: Norges Tekniske Hoegskole, Trondheim.

Performer: Pontificia Univ. Catolica do Rio de Janeiro (Brazil).

Performer: Norske Stats Oljeselskap A/S, Stavanger (Norway).

Funder: Royal Norwegian Council for Scientific and Industrial Research, Oslo.

RD: 30 Dec 88. 21p.

NT: Prepared in cooperation with Norges Tekniske Hoegskole, Trondheim, Pontificia Univ. Catolica do Rio de Janeiro (Brazil), and Norske Stats

Oljeselskap A/S, Stavanger (Norway). Sponsored by Royal Norwegian Council for

Scientific and Industrial Research, Oslo.

LA: ENGLISH

PR: PC E03/MF E03

DE: Damping-; Pore-pressure; Static-pressure; Dynamic-response; Offshore-structures; Permeability-; Penetration-resistance; Graphs-Charts.

DE: *Pile-driving; *Steel-piles; *Soil-mechanics.

ID: *Foreign-technology.

AB: For 5 sites pile drivability predictions are made, using both a simplified procedure based on an energy equation, and a more sophisticated procedure based on wave equation analyses (WEAP). The predictions are compared to available field driving records for a number of piles on each site. In general fair agreement is obtained. However, in some cases inaccurate correlations can be seen if the potential for excess pore pressure during driving cannot be properly assessed and taken into account. Similarly, the WEAP-analyses are sensitive to input data like damping and ultimate static resistance.

RN: STF69A88030

NTIS 1985(#14-26), 1986-1990(#1-21) 32 of 72

TI: Development and Testing of a Device Capable of Placing Model Piles by Driving and Pushing in the Centrifuge. Final rept. Mar 87-Apr 88.

AN: ADA2098721XSP

CS: Performer: Air Force Weapons Lab., Kirtland AFB, NM.

RD: May 89. 320p.

NT: Doctoral thesis.

LA: ENGLISH

PR: PC A14/MF A01

DE: Calibration-; Computer-programs; Emplacement-; Energy-; Input-; Loads-Forces; Models-; Response-; Scaling-factor; Static-loads; Static-tests; Strain-gages; Test-methods; Wave-propagation.

DE: *Elastic-waves; *Pile-drivers; *Pile-structures.

AB: Elastic wave propagation and the practical aspects of pile driving are discussed to develop an understanding of which aspects of pile driving must be modeled most precisely in the centrifuge. The scaling laws are developed. Design and construction of a 5 g-ton (110 g) centrifuge are presented. Construction details of the model pile placement device are discussed. The placement device has the capability of driving individual piles and can model the energy input of any single acting pile driver. The placement device can also push individual and group piles through the application of up to 1.5 million scale pounds. Static load tests can be conducted with the device. All computer software necessary for the driving, pushing, and load testing of model piles is outlined. Discussion includes all related software for model pile calibration (strain gage response to loading) and load test interpretation (deBeer method). Centrifuge, Piles, Pile-driving, Impact, Granular soil, Pile drivers. (jes)

RN: AFWLTR8936

NTIS 1985(#14-26), 1986-1990(#1-21) 33 of 72

TI: Foundation Piles for Marine Platforms. October 1982-August 1989 (Citations from the Compendex Database). Rept. for Oct 82-Aug 89.

AN: PB89870125XSP

CS: Performer: National Technical Information Service, Springfield, VA.

RD: Sep 89. 69p.

NT: Supersedes PB85-858272.

LA: ENGLISH

PR: PC N01/MF N01

DE: Foundations-.

DE: *Bibliographies; *Pile-foundations; *Pile-structures; *Pile-drivers; *Dolphins-Structures; *Offshore-structures; *Harbor-structures.

ID: Published-Searches.

AB: This bibliography contains citations concerning the design, installation, and certification of piles for marine foundations. Foundations include offshore platforms, piers, and approach and in-river bridge supports. The articles address natural forces on piles, including wave, tidal, ice, and seismic forces, and the behavior of the piles in various bottom soils. Analytical and test reports cite bearing capacity and horizontal stiffness. Special subjects include underwater pile driving; and coatings for insertion friction, and protection and endurance of the piling. (This updated bibliography contains 136 citations, 53 of which are new entries to the previous edition.)

NTIS 1985(#14-26), 1986-1990(#1-21) 34 of 72

TI: Geotechnical Instrumentation. Transportation research record.

AN: PB89198675XSP

CS: Performer: Transportation Research Board, Washington, DC.

RD: 1988. 97p.

NT: Library of Congress catalog card no. 88-34472.

LA: ENGLISH

PR: PC A05/MF A01

DE: Construction-; Rail-transportation; Ground-motion; Rock-mechanics; Soil-structure-interactions; Pile-foundations; Pile-structures; Measuring-instruments.

DE: *Public-transportation; *Soil-mechanics.

ID: Foundation-engineering.

AB: The 11 papers in the report deal with the following areas: deformation measurements with inclinometers; dilatometer experience in Washington, D.C., and vicinity; ground vibration monitoring instrumentation and computerized surveillance; instrumentation for tests of piles subjected to axial loading; use of the wave equation by the North Carolina Department of Transportation; NYSDOT's construction control of pile foundations with dynamic pile testing; discussion of procedures for the determination of pile capacity; modern specification of driven pile work; analysis of laterally loaded piles with nonlinear bending behavior; unified design of piles and pile groups. LTBASE: a computer program for the analysis of laterally loaded piers including base and slope effects.

RN: TRBTRR1169, ISBN0309047056

NTIS 1985(#14-26), 1986-1990(#1-21) 35 of 72

TI: Repair, Evaluation, Maintenance, and Rehabilitation Research Program. Case Histories of Corps Breakwater and Jetty Structures. Report 6. North Pacific Division. Rept. for Aug 86-Jun 87.

AN: ADA2038651XSP

CS: Performer: Coastal Engineering Research Center, Vicksburg, MS.

RD: Nov 88. 182p.

LA: ENGLISH

PR: PC A09/MF A01

DE: Alaska-; Washington-State; Oregon-; Case-studies; Concrete-; Damage-; North-pacific-ocean; Pile-structures; Rehabilitation-; Repair-; Steel-; Structural-properties; Structures-; Ocean-waves; Wood-; Lumber-.

DE: *Breakwaters; *Deterioration.

ID: Erosion-.

ID: *Jetties.

AB: This report is sixth in a series of case histories of US Army Corps of Engineers breakwater and jetty structures at nine Corps divisions. Chronological histories are presented for 14 breakwater and jetty projects located within the US Army Engineer Division, North Pacific (NPD), which includes the Portland, Seattle, and Alaska Districts. The projects currently include 68 breakwaters and 35 jetties. Nearly all of the structures are of rubble-mound construction, although steel pilings, steel sheetpilings, timber pilings, and concrete have also been used. Localized damage from wave attack and scour near the heads of the structures appears to be the major cause of structural deterioration. (FR)

RN: CERCTRREMRCO36

NTIS 1985(#14-26), 1986-1990(#1-21) 36 of 72

TI: Development and Testing of a Device Capable of Placing Model Piles by Driving and Pushing in the Centrifuge. Doctoral thesis.

AN: ADA1970946XSP

CS: Performer: Air Force Inst. of Tech., Wright-Patterson AFB, OH.

RD: Aug 88. 322p.

LA: ENGLISH

PR: PC A14/MF A01

DE: Elastic-properties; Elastic-waves; Emplacement-; Models-; Pile-structures; Scaling-factors; Static-loads; Static-tests; Wave-propagation.

DE: *Pile-drivers; *Soil-stabilization.

AB: Elastic wave propagation and the practical aspects of pile driving are discussed to develop an understanding of which aspects of pile driving must be modeled most precisely in the centrifuge. The scaling laws are developed. Design and construction of a 5 g-ton (110 g) centrifuge are presented. Construction details of the model pile placement device are discussed. The placement device has the capability of driving individual piles and can model the energy input of any single acting pile driver. The placement device can also push individual and group piles through the application of up to 1.5 million scale pounds. Static load tests can be conducted with the device. Keywords: Pile drivers, Elastic deformation, Soil stabilization, Penetration. (jes)

RN: AFITCINR88172

NTIS 1985(#14-26), 1986-1990(#1-21) 37 of 72

TI: Development of a Laboratory Test to Identify the Scour Potential of Soils at Piles Supporting Offshore Structures. Final rept.

AN: ADA1933324XSP

CS: Performer: Texas Univ. at Austin. Geotechnical Engineering Center.

Funder: Army Engineer Waterways Experiment Station, Vicksburg, MS. Geotechnical Lab.

RD: Feb 88. 83p.

LA: ENGLISH

PR: PC A05/MF A01

DE: Cycles-; Diameters-; Experimental-data; Frequency-; Interfaces-; Laboratory-tests; Loads-Forces; Resistance-; Soils-; Structures-; Supports-; Waves-; Underwater-; Clay-; Bottom-.

DE: *Offshore-structures; *Pile-structures; *Soil-erosion.

ID: Pile-Soil-Scour-Potential.

AB: This report describes the development of a test to investigate the scour potential of soils at the interface of piles that support offshore structures. These soils are subjected to cyclic loading due to wave action. The test is called the Pile-Soil Scour Potential Test (PSSP). The mechanism of scour around the pile-soil interface is discussed. Due to the complicated interactions between pile, soil, and fluid at the interface, this study is primarily directed toward an experimental approach. In addition to the use of the PSSP test, the existing pinhole test was used to study the scour potential of various soils. A series of PSSP tests were conducted for examining the scour resistance of soils. The influences of variables such as soil properties, loading frequency, pile diameter, and duration in the scour process were studied by use of the PSSP test. The most significant findings of these tests are analyzed. A method of predicting the scour potential is suggested and further studies are recommended to improve the method.

RN: WESMPGL883

CN: Contract: DACW3982C0014

NTIS 1985(#14-26), 1986-1990(#1-21) 38 of 72

TI: Characteristics of Reef Breakwaters. Final rept.

AN: ADA1890367XSP

CS: Performer: Coastal Engineering Research Center, Vicksburg, MS.

RD: Dec 87. 65p.

LA: ENGLISH

PR: PC A04/MF A01

DE: Armor-; Attack-; Dissipation-; Energy-; Layers-; Predictions-; Range-Extremes; Reflection-; Stability-; Wave-propagation; Rock-; Model-tests;

DE: *Breakwaters-; *Reefs-; *Water-waves; *Hydraulic-models.

ID: *Reef-breakwaters.

AB: A laboratory study was conducted to determine the stability, wave transmission, wave reflection, and energy dissipation characteristics of reef breakwaters. Reef breakwaters are low-crested structures comprised of a homogeneous pile of stone with individual stone weights in the range of those ordinarily used in the armor and first underlayer of traditional multilayered breakwaters. The study included over two hundred tests, all using irregular wave conditions. Results of the study are discussed and summarized through the use of equations fit to the data. The equations fit the data well, are consistent with the physics of the various phenomena as they are currently understood, and approach logical limiting values. Important findings include: (a) A reef stability model which can predict the degree of - degradation of the structure as a function of severity of irregular wave attack; (b) A wave transmission model capable of predicting the amount of wave energy transmitted over and through the structure for both submerged and nonsubmerged reefs; (c) A wave reflection model which makes accurate predictions of energy reflected from the reef for a wide range of wave conditions and structure heights; (d) A model which predicts the amount of incident wave energy dissipated by the reef.

RN: CERCTR8717

NTIS 1985(#14-26), 1986-1990(#1-21) 39 of 72

TI: Analyses of Experimental Data from Irregular Waves on a Vertical Pile.

AN: PB88162144XSP

CS: Performer: Selskapet for Industriell og Teknisk Forskning, Trondheim (Norway). Div. of Structural Engineering.

Funder: Royal Norwegian Council for Scientific and Industrial Research, Oslo.

RD: 1 Aug 87. 188p.

NT: Sponsored by Royal Norwegian Council for Scientific and Industrial Research, Oslo.

LA: ENGLISH

PR: PC E09/MF E09

DE: Loads-Forces; Hydrodynamics-; Pile-structures; Wave-recorders-Water-waves; Ocean-currents; Graphs-Charts.

DE: *Ocean-waves.

ID: *Foreign-technology; *Wave-forces.

AB: The report presents results from a routine analysis of experimental data of wave loading from irregular waves on vertical and circular pile with a diameter of 0.06 meters, penetrating the surface. Twelve different runs are analyzed, six with long-crested waves without current, two with long-crested waves with current, and four with short-crested waves without current. The significant wave heights for the runs were between 0.15 meters and 0.50 meters, and the peak of the wave spectra between 1.4 seconds and 2.9 seconds.

RN: STF71A87040, ISBN8259548089

NTIS 1985(#14-26), 1986-1990(#1-21) 40 of 72

TI: Dynamic and Static Behaviour of Driven Piles. Doctoral thesis.

AN: PB88137690XSP

CS: Performer: Statens Geotekniska Inst., Linkoeping (Sweden).

RD: 1987. 246p.

LA: ENGLISH

PR: PC E09/MF A01

DE: Pile-structures; Static-characteristics; Dynamic-characteristics; Structural-analysis; Bearing-piles; Foundations-; Shear-properties; Stress-waves.

DE: *Bearing-capacity; *Soil-mechanics; *Pile-driving.

ID: *Foreign-technology.

AB: The scope of the study is an attempt to find a new soil model and a new computer program for pile driving analysis. The investigation has been focused on the derivation of soil parameters from conventional soil mechanics and soil dynamics. The solution of the stress wave equation is based on Smith's approach. The soil parameters can be determined directly from the shear modulus of the soil, material densities, Poisson's ratio, damping ratio and pile dimensions. Influences from installation of the pile, soil inertia, interparticle shear stress, mass of pile, soil type, number of blows count, etc., can be considered in the evaluation of soil stiffness, hysteretic damping, radiation damping and quake. The established guiding computer program SVIDYN can be run in a micro-computer using either the new soil model or Smith's soil model. The program can be used to study bearing capacity and driveability of piles. The program is tested with results from different field tests and parameter studies and compared with CAPWAP analysis and shows the reliability of the new approach for pile driving analysis.

RN: SGI33

NTIS 1985(#14-26), 1986-1990(#1-21) 41 of 72

TI: Breaking Wave Forces on Vertical Cylinders.

AN: N88121264XSP

CS: Performer: Queensland Univ., Brisbane (Australia). Dept. of Civil Engineering.

Funder: National Aeronautics and Space Administration, Washington, DC.

RD: May 86. 102p.

LA: ENGLISH

PR: PC A06/MF A01

DE: Cylindrical-bodies; Dynamic-loads; Hydrodynamics-; Submerged-bodies; Circular-cylinders; Diameters-; Friction-drag; Hydrodynamic-coefficients; Inertia-; Mathematical-models.

DE: *Pile-foundations; *Water-waves; *Wave-interaction.

ID: *Foreign-technology.

AB: The forces and moments due to wave action on vertical cylinders and rows of cylinders in and near the breaking zone were measured. The range of wave steepness, 0.01 less than or = H(0)/L(0) less than or = 0.05, and the range of relative cylinder diameter, 0.5 less than or = D/H(0) less than or = 2.5, were used in experiments. Empirical formulae were developed, with D/H(0) as an independent parameter, for prediction of the breaking wave force and moment with 1% probability of exceedance. The influence of neighbor cylinders on the magnitude of this force was also considered.

RN: RRCE71

NTIS 1985(#14-26), 1986-1990(#1-21) 42 of 72

TI: Impact Force as a Part of the Total Breaking Wave Force on a Vertical Cylinder. Research rept.

AN: PB87199758XSP

CS: Performer: Queensland Univ., Brisbane (Australia). Dept. of Civil Engineering.

RD: Jan 87. 37p.

LA: ENGLISH

PR: PC E03/MF E01

DE: Water-waves; Cylinders-; Wave-runup; Impact-; Graphs-Charts; Loads-Forces; Structural-analysis; Models-.

DE: *Pile-structures.

ID: *Wave-forces; *Foreign-technology.

AB: The total breaking wave force can be considered as the sum of the slowly varying wave force and the impact force that occurs when a pile is struck by the vertical or nearly vertical portion of the breaking wave. For the range of experimental data, H sub o/L sub o and D/H sub o < 2.5, the empirical relation between impact force and total force was obtained. The experiments indicate that up to 30% of the height of the wave crest should be considered as the impact region. Since the impact force has very short duration, its large magnitude is important in considerations of the fatigue life of the structure.

RN: RRCE78

NTIS 1985(#14-26), 1986-1990(#1-21) 43 of 72

TI: Repair, Evaluation, Maintenance, and Rehabilitation Research Program. Stability of Rubble-Mound Breakwater and Jetty Toes; Survey of Field Experience. Final rept. Feb 84-Oct 85.

AN: ADA1801083XSP

CS: Performer: Coastal Engineering Research Center, Vicksburg, MS.

RD: Dec 86. 82p.

LA: ENGLISH

PR: PC A05/MF A01

DE: Army-; Army-corps-of-engineers; Field-conditions; Flow-; Model-tests; Stability-; Structures-; Surveys-; Army-research; Water-erosion; Ocean-waves; Beach-erosion.

DE: *Coastal-regions; *Repair-; *Pile-structures; *Breakwaters-.

ID: Jetties-.

ID: *Coastal-engineering; *Jetty-toes.

AB: The purpose of this survey of field experience is to present an overview of the coastal rubble-mound breakwaters and jetties built and/or maintained by the US Army Corps of Engineers that have or have had stability problems related to structure toes. Extensive discussions with US Army Corps of Engineers division and district personnel, along with review of district office files, revealed that rubble-mound toe stability is a major repair and rehabilitation problem that can be divided into two major design categories: (a) design of buttressing stone placed at the toe of an armor slope to prevent downslope slippage of primary armor, and (b) design of toe berm armor size and geometry that will be stable for incident wave and flow conditions and will prevent, or at least slow down, scour and undermining of a structure's toe. No firm guidance presently exists to aid Corps personnel with these two design problems., and most design work is carried out using limited local field experience on past successes and failures. Design guidance in this area is urgently needed and will be addressed through the use of coastal hydraulic model tests authorized and funded under the Repair, Evaluation, Maintenance, and Rehabilitation Research Program Work Unit titled 'Rehabilitation of Rubble-Mound Structure Toes'. This field survey was conducted under authority of this same work unit.

RN: CERCTRREMRCO1

NTIS 1985(#14-26), 1986-1990(#1-21) 44 of 72

TI: Foundation Piles: Design, Emplacement, and Performance. 1973-November 1985 (Citations from FLUIDEX Data Base). Rept. for 1973-Nov 85.

AN: PB86851730XSP

CS: Performer: National Technical Information Service, Springfield, VA.

RD: Nov 85. 131p.

NT: Supersedes PB84-875640.

LA: ENGLISH

PR: PC N01/MF N01

DE: Pile-driving; Performance-tests.

DE: *Bibliographies-; *Pile-foundations; *Pile-structures; *Pile-drivers.

AB: This bibliography contains citations concerning piles and pileworks design, emplacement or sinking, and behavior in various soils, environments, locations, and applications. Piles, pile driving techniques and equipment, and high and low pile structures are considered. Dynamic response of piles and pileworks to various conditions such as wind, wave, ice, seismicity, soil instability, and long term displacement is also examined. (This updated bibliography contains 202 citations, 27 of which are new entries to the previous edition.)

NTIS 1985(#14-26), 1986-1990(#1-21) 45 of 72

TI: Shimizu Technical Research Bulletin, No. 3, March 1984. Annual rept.

AN: PB86106655XSP

CS: Performer: Shimizu Construction Co. Ltd., Tokyo (Japan). Research Inst.

RD: c1984. 77p.

NT: See also PB86-106663 through PB86-106721, and PB85-244846.

LA: ENGLISH

PR: PC E04/MF E01

DE: Mathematical-models; Dynamic-structural-analysis; Water-waves; Brittle-fracturing; Reinforcing-steels; Construction-managment; Numerical-analysis; Pile-structures; Foundations-.

DE: *Structural-engineering.

ID: *Foreign-technology; *Computer-applications.

AB: Contents: Applicability of nonlinear stress-strain model to undisturbed soils under cyclic loading; Deconvolution method between kinematic interaction and dynamic interaction of soil-foundation system based on observed data; Dynamic structure-soil-structure interaction analysis by boundary element method; Nonlinear behavior of a vertical pile subjected to a static lateral load; Prediction of wave height distribution in harbors; Experimental study on brittle fracture initiation characteristics of steel reinforcing bars at low temperatures; A construction planning method by computer simulation.

RN: SCCRI84

NTIS 1985(#14-26), 1986-1990(#1-21) 46 of 72

TI: Development of Guidelines for Construction Control of Pile Driving and Estimation of Pile Capacity. Final rept. on Phase 1, 15 May 84-30 Jun 85.

AN: PB86147675XSP

CS: Performer: Washington State Univ., Pullman. Dept. of Civil and Environmental Engineering.

Funder: Federal Highway Administration, Olympia, WA. Washington Div.

Funder: Washington State Dept. of Transportation, Olympia.

RD: 30 Jun 85. 94p.

NT: Sponsored by Federal Highway Administration, Olympia, WA. Washington Div., and Washington State Dept. of Transportation, Olympia.

LA: ENGLISH

PR: PC A05/MF A01

DE: Soil-dynamics; Bearing-capacity; Wave-equations.

DE: *Pile-structures; *Pile-driving.

AB: A literature review covering the use of dynamic pile driving equations, wave equation methods, pile analyzers, and current practices by State Transportation Departments is presented. The literature review shows that no one dynamic pile driving formula can be considered superior to all others. However, the Hiley, Janbu, and Gates equations appear to be consistently among the best in published comparisons of formula predictions versus pile load test results. The Engineering News formula and its modified versions are found, with one exception, to be among the worst predictors of pile capacity in these studies. When wave equation methods are included in comparisons of predicted to measured capacity, the wave equation prediction is consistently equal to or better than the best formula. Pile analyzer results can be excellent; however, the ability of the operations is a crucial factor in its successful use.

RN: WARD681

NTIS 1985(#14-26), 1986-1990(#1-21) 47 of 72

TI: Foundation Analysis East Coast Air Combat Maneuvering Range Offshore Kitty Hawk, North Carolina.

AN: ADA1635226XSP

CS: Performer: Crest Engineering, Inc., Tulsa, OK.

Funder: Naval Facilities Engineering Command, Washington, DC. Chesapeake Div.

RD: Sep 76. 491p.

LA: ENGLISH

PR: PC A21/MF A01

DE: Tripods-; Penetration-; Drilling-; Sites-; North-carolina; Soils-; Structures-; Engineering-; Judgement-Psychology; Equations-; Stress-waves; Depth-; Water-.

DE: *Foundations-Structures; *Pile-structures.

AB: The four tripod-type structures are designed, respectively, for the water depths (MLW) of 81 feet (one structure), 93 feet (one structure) and 105 feet (one structure), 93 feet (one structure) and 105 feet (two structures). The structures are to be anchored to the sea bed by driving 42-in diameter piling through each leg of the templets and penetrating approximately 250 feet into the subsea soils. Vulcan 560 hammer or equivalent will be employed to drive the piling into the desired penetration. The method employed to perform the computation of pipe pile capacity curves, as presented in Section 2, is empirical in nature. McClelland soil report (Volume No. 1, Foundation Investigation, Report to Cubic Corporation) serves as the basis of engineering data to develop the capacity curves for each boring site. Stress-wave equation analysis is used in Section 3 to produced pile driving resistance curves. It should be noted that these curves provide only a possible range of pile drivability for the engineer to have a better judgment in the design of piling foundations and in no way assume attainment of the desired penetration.

RN: 2777197, CHESNAVFACFPO7612

CN: Contract: N6247776C0179

NTIS 1985(#14-26), 1986-1990(#1-21) 48 of 72

TI: ACMR (Air Combat Maneuvering Range) East Coast Ocean Structures. Review of Systems Analysis Phase.

AN: ADA1635259XSP

CS: Performer: TERA, Inc., Austin, TX.

Funder: Naval Facilities Engineering Command, Washington, DC. Chesapeake Div.

RD: Aug 76. 75p.

LA: ENGLISH

PR: PC A04/MF A01

DE: Offshore-structures; Marine-engineering; Construction-; Structural-analysis; Ocean-waves; Loads-Forces; Sizes-Dimensions; Ocean-bottom-soils.

DE: *Pile-structures; *Structural-engineering.

ID: Ocean-structures; Ocean-facilities-engineering.

AB: This report summarizes analysis of ocean wave loads on pile structures at East Coast sites. Also considered are pile durability; pile size; ocean bottom soils; structural weight; and installation problems.

RN: CHESNAVFACFPO7600

CN: Contract: N6247775C0112

NTIS 1985(#14-26), 1986-1990(#1-21) 49 of 72

TI: Computer Based Wave Refraction Analysis for the Air Combat Maneuvering Range (ACMR) Construction Project.

AN: ADA1654995XSP

CS: Performer: Naval Facilities Engineering Command, Washington, DC. Chesapeake Div.

RD: Oct 76. 49p.

LA: ENGLISH

PR: PC A03/MF A01

DE: Aerial-warfare; Computer-aided-diagnosis; Construction-; Deep-water; Directional-; Flight-maneuvers; Marine-engineering; North-carolina; Ocean-bottom; Sites-; Steel-; Topography-; Towers-; Water-waves; Wave-analyzers; Waves-; Structural-engineering; Ocean-bottom-topography; Amplitude-; Wave-propagation; Amplification-; Computer-aided-design; Ranges-Facilities.

DE: *Refraction-; *Pile-structures; *Offshore-structures; *Ocean-waves.

ID: ACMR-Air-Combat-Maneuvering-Range; Kitty-Hawk-North-Carolina.

ID: *Coastal-engineering.

AB: This report presents the results of a computer-based wave refraction analysis which was executed in conjunction with the design of the four marine structures of the U.S. Navy East Coast Air Combat Maneuvering Range, located offshore at Kitty Hawk, North Carolina. The structures will consist of a three-pile jacket (template) with equalaterally-spaced legs through which steel piles are driven into the seabed. The goal of the wave refraction analysis was to determine if the topographic refraction effect on deep water waves propagating toward shore would produce anomalously high local wave conditions at the proposed tower construction sites. Keywords: Aplitude, Amplification, Orientation (Direction), Directional deviation, Charts.

RN: CHESNAVFACFPO1774, CHESNAVFACFPO7704

NTIS 1985(#14-26), 1986-1990(#1-21) 50 of 72

TI: Improved Soil Model for One-Dimensional Pile Driving Analysis. Technical rept.

AN: PB86178472XSP

CS: Performer: Cambridge Univ. (England). Dept. of Engineering.

RD: 1985. 31p.

LA: ENGLISH

PR: PC E05/MF E05

DE: Impact-; Assessments-; Installing-; Dynamic-response; Mathematical-models; Damping-; Friction-; Field-tests.

DE: *Pile-driving; *Soil-mechanics.

ID: Finite-element-method.

AB: The soil model used for wave equation analysis of pile driving has undergone little development since it was introduced by E.A.L. Smith over 25 years ago. Research efforts have concentrated on improving estimates of the required soil parameters, the limiting resistance R, quake Q and damping factor J, particularly by matching field data to results from the numerical model. Recently, an improved soil model has been developed, with full account being taken of inertial effects in the soil around the pile. Results obtained using the new soil model are presented, and compared with results from more rigorous finite element analyses, and also with field measurements of pile response during driving.

RN: CUEDDSOILSTR174

(!!!) (Order!)

NTIS 1985(#14-26), 1986-1990(#1-21) 51 of 72

TI: Fatigue Analysis East Coast Air Combat Maneuvering Range Offshore Kitty Hawk, North Carolina.

AN: ADA1656511XSP

CS: Performer: Crest Engineering, Inc., Tulsa, OK.

Funder: Naval Facilities Engineering Command, Washington, DC. Chesapeake Div.

RD: Sep 76. 526p.

AV: Microfiche copies only.

LA: ENGLISH

PR: MF A01

DE: Aerial-warfare; Pile-structures; Tubular-structures; Limitations-; Stresses-; Oceans-; Structural-properties; Superstructures-; Fatigue-life; Jackets-; Legs-; Ocean-bottom; Shear-stresses; Depth-; Water-.

DE: *Fatigue-Mechanics; *Tripods-; *Offshore-structures.

AB: This report evaluates the fatigue limit strengths for the design of a tripod-type ocean structure for the East Coast Air combat Maneuvering Range Offshore Kitty Hawk, North Carolina. The ocean structure investigated herein, a three-pile structure with equilaterally spaced jacket legs, is installed in a water depth (MLW) of 105 feet. The structure is secured to the ocean floor permanently by driving tubular piles through the jacket legs into the seabed. A superstructure is attached to the piling above the jacekt. Contents: Elevations and Plans; Wave Forces on Structure; Fatigue Limit Stress; Fatigue Life of Structure; Modified Goodman Diagram for Design; Punching Shear Stress; Stress Analysis; and Wave forces.

RN: 27771100, CHESNAVFACFPO7616

CN: Contract: N6247776C0179

NTIS 1985(#14-26), 1986-1990(#1-21) 52 of 72

TI: Fusion Technology Program Semi-Annual Report, January-June 1984.

AN: PB86183878XSP

CS: Performer: Netherlands Energy Research Foundation ECN, Petten.

RD: Oct 85. 65p.

NT: See also PB86-183886 and DE85-780467.

LA: ENGLISH

PR: PC E04/MF E01

DE: Superconducting-magnets; Cross-sections.

ID: Breeding-blankets; Thermonuclear-reactor-materials; First-wall; Loss-of-coolant.

ID: *Foreign-technology; *Thermonuclear-reactors.

AB: For the water-cooled liquid lithium INTOR/NET blanket concept, a computational analysis was made of the shock wave loading and the dynamic response of the canister type module after sudden rupture of an internal coolant tube. A start was made - by definition of format and contents - for the compilation of an 'European Fusion File', as a basic tool for neutronics calculations on fusion reactor concepts and plasma physics experiments. To enable a better modelling of the JET torus in the calculations performed for neutron diagnostics, the code system FURNACE has been extended to handle three dimensional geometries. The radiation damage studies on the reference heat of ss 316L for the European fusion program are extended towards weldings. Progress on the feasibility study for an in-pile crack growth measurement rig is reported. A subsized prototype forced flow cooled niobium-tin superconductor for a 12 Tesla insert coil for the SULTAN testfacility at Villigen was manufactured and tested. Progress towards a first irradiation experiment on tritium extraction from ceramic breeder material is reported.

RN: ECN171

NTIS 1985(#14-26), 1986-1990(#1-21) 53 of 72

TI: Laboratory Study of Plunging Breaker Wave Force Distribution on a Slender Pile.

AN: ADA1680297XSP

CS: Performer: Naval Facilities Engineering Command, Washington, DC. Chesapeake Div.

RD: May 86. 100p.

NT: Original contains color plates: All DTIC and NTIS reproductions will be in white.

LA: ENGLISH

PR: PC A05/MF A01

DE: Dynamic-loads; Calibration-; Channels-; Damage-; Distribution-; Dynamics-; Field-tests; Hydromechanics-; Laboratories-; Laboratory-tests; Measurement-; Slender-bodies; Strain-gages; Structural-properties; Waves-; Experimental-data.

DE: *Pile-structures; *Surf-.

AB: The dynamic nature of breaking wave forces on structures in the surf zone are considerable. Design of a structure not taking these forces into account can cause both damage to the structure and possibly loss of life. Past studies by previous investigators have contributed considerable knowledge about the makeup and character of breaking wave forces impacting on vertical walled structures, but little study has been devoted to the dynamics of breaking wave forces on a pile. An attempt to develop and test a device which would be of benefit in measuring breaking wave forces was undertaken. An experimental device consisting of several strain gauges positioned inside a small cylindrical, hollow pile section was tested and the results analyzed. Good agreement between this study and results of similar experiments was obtained. This report reviews past and current efforts of investigators studying breaking wave forces on a pile, describes the design and analysis of an experimental wave force measuring device, and presents data collected from actual laboratory studies carried out with the experimental wave force measuring device. This study was performed in the glass walled wave channel in the Hydromechanics Laboratory of Texas A and M University. Keywords: Calibration; Experimental data; and Field tests. (Author)

NTIS 1985(#14-26), 1986-1990(#1-21) 54 of 72

TI: Breaking Wave Forces on Vertical Cylinders. Research rept.

AN: PB86242401XSP

CS: Performer: Queensland Univ., Brisbane (Australia). Dept. of Civil Engineering.

RD: May 86. 104p.

LA: ENGLISH

PR: PC E05/MF E01

DE: Moments-; Pile-structures; Mathematical-prediction; Flow-distribution; Interactions-; Drag-.

DE: *Ocean-waves; *Loads-Forces; *Coastal-engineering.

ID: *Foreign-technology; *Breaking-waves.

AB: The forces and moments due to wave action on vertical cylinders and rows of cylinders in and near the breaking zone have been measured. The range of wave steepness, 0.01 less than H sub 0/L sub 0 less than 0.05 and the range of relative cylinder diameter 0.5 less than D/H sub 0 less than 2.5, have been used in experiments. Empirical formulae have been developed, with D/H0 as independent parameter, for prediction of the breaking wave force and moment with 1% probability of exceedance.

RN: RRCE71

NTIS 1985(#14-26), 1986-1990(#1-21) 55 of 72

TI: Analysis of Clad Motion Phenomena; Application of the CMOT-II-Code to Clad Melting Experiments.

AN: DE85752096XSP

CS: Performer: Kernforschungszentrum Karlsruhe G.m.b.H. (Germany, F.R.). Inst. fuer Neutronenphysik und Reaktortechnik.

Funder: Kernforschungszentrum Karlsruhe G.m.b.H. (Germany, F.R.). Projekt Schneller Brueter.

RD: Feb 85. 83p.

NT: In German.

AV: U.S. Sales Only.

LA: GERMAN

PR: PC A05/MF A01

DE: Computer-Calculations; Deposition-; Droplets-; Fuel-Cans; Fuel-Motion-Detection; Heat-Transfer; Hydraulics-; Loss-of-Flow; Meltdown-; Motion-; Numerical-Solution; Pressure-Drop; Reactor-Safety-Experiments; Sodium-Cooled-Reactors; Two-Phase-Flow.

DE: *FBR-Type-Reactors.

ID: ERDA/220900-; ERDA/210500-.

ID: *Foreign-technology.

AB: To the purpose of several out-of-pile experiments concerning clad behaviour under LOF-like accident conditions important phenomena of clad dynamics are discussed. These can be classified by the mode of motion into phenomena of film motion as well as droplet motion. The equations of the film model are discussed and recent modifications of different interaction terms are presented. A linear perturbation expansion of the film motion equations indicates the existence of so called dynamical and continuity waves. The second wave type seems to represent some aspects of the massive disturbance waves which are also observed in the experiments. In the context of wave appearance some details of clad dispersal (entrainment) are presented and entrainment rates and momentum transfer rates are specified. A discussion of some droplet flow characteristics follows which includes droplet deposition rates on surrounding structures. Several recalculations of the experiments are presented which have been done with an improved version of the CMOT-code including the considerations presented in the theoretical part. The comparison with experiment in regard to typical time scales of clad motion, two-phase pressure drops and final clad distribution leads to a satisfactory result. (ERA citation 10:044362)

RN: KFK3847

NTIS 1983, 1984, 1985 (#1-13) 56 of 72

TI: Journal of the Faculty of Engineering, the University of Tokyo, Series B, Vol. 37, No. 3, 1984.

AN: PB85104990XSP

CS: Performer: Tokyo Univ. (Japan).

RD: c1984. 267p.

NT: See also PB85-105005, PB85-105013, and PB84-144930.

LA: ENGLISH

PR: PC E11/MF E01

DE: *Research-; Petroleum-engineering; Reservoir-engineering; Nuclear-fusion; Hydrogen-; Heat-; Fission-products; Nuclear-power-plants; Urban-planning; Land-use; Pile-foundations.

DE: *Research-.

ID: *Foreign-technology; Digital-communications; Equalizers-(Circuits; Fusion-reactors; Liquid-crystals; J-integral; Soil-structure-interactions.

ID: *Foreign-technology.

AB: Nine papers cover such subjects as: Surface Effects on Hydrogen Permeation through Fusion Reactor Materials - A new Model and its application to Vanadium Membrane; Measurement of Heat Evolution during Fracture by Liquid Crystal Film Visualization; J-Integral Method in Analysis of Stress Intensity Factor using Boundary Elements; A Study on Petroleum Reservoir Engineering; Isolation en Vibrations d'une Table par une Servo-Command; A Method of Computer-based Operator Instruction System for Diagnosing Fission Product Transport and Release in Nuclear Power Plants; Automatic Equalizer Including a Decoder of Error-Correcting Code in Digital Transmission; Study on Soil-Pile Interaction based on Wave Dissipation Theory; and Study on the Behavior and Planning Mind of the Japanese Planning Municipalities on Urban Land Use Control.

NTIS 1983, 1984, 1985 (#1-13) 57 of 72

TI: Scour About a Single, Cylindrical Pile due to Random Waves and Current. Master's thesis.

AN: ADA1497957XSP

CS: Performer: Texas A and M Univ., College Station.

RD: Dec 84. 133p.

LA: ENGLISH

PR: PC A07/MF A01

DE: *Pile-structures; *Water-waves; *Erosion-; Cylindrical-bodies; Laboratory-tests; Theses-; Currents-; Random-variables; *Hydraulic-models.

DE: *Pile-structures; *Water-waves; *Erosion-; *Hydraulic-models.

AB: This thesis uses an empirical approach to investigate the scouring effects that various currents and random waves have on a single cylindrical pile. Results from laboratory experiments are presented in graphical form depicting relationships between pertinent dimensionless parameters which were developed through a dimensional analysis. These results were then compared to results compiled in previous studies that investigated scour due to currents and monochromatic waves in order to determine if the irregularity of the wave train is significant in the study of scour.

RN: OE685

CN: Contract: N6631473A2112

NTIS 1983, 1984, 1985 (#1-13) 58 of 72

TI: New Approach to One-Dimensional Pile-Driving Analysis.

AN: PB85163335XSP

CS: Performer: Cambridge Univ. (England). Dept. of Engineering.

RD: 1984. 11p.

LA: ENGLISH

PR: PC E03/MF E03

DE: *Pile-structures; *Pile-driving; Offshore-structures; Soil-mechanics; Soil-properties; Finite-element-analysis; Dynamic-modulus-of-elasticity; Yield-strength.

DE: *Pile-structures; *Pile-driving.

ID: *Foreign-technology.

ID: *Foreign-technology.

AB: Pile driving analyses are generally performed based on a one dimensional solution proposed by Smith (1960). The modelling of soil behaviour, the most important part of the analysis, in this method is subject to many limitations. In an attempt to find a more exact approach to pile driving analysis the applicability of the dynamic finite element method to the problem is examined. However, it is found to have many limitations. A new approach to modelling the soil behaviour in a one dimensional pile-driving analysis is formulated. The approach uses the theory of dynamic elasticity to determine the soil stiffness and damping coefficients and a yielding mechanism is employed which is consistent with the physical process involved. The approach is found to offer a solution which is potentially as rigorous as that of the finite element method, but significantly simpler to use. Application of the new approach to pile testing and hard driving is presented, with the results being compared with those from the traditional wave equation approach.

RN: CUEDDSOILSTR159

(!!!) (Order!)

NTIS 1983, 1984, 1985 (#1-13) 59 of 72

TI: Foundation Piles for Marine Platforms. October 1982-April 1985 (Citations from the Engineering Index Data Base). Rept. for Oct 82-Apr 85.

AN: PB85858272XSP

CS: Performer: National Technical Information Service, Springfield, VA.

RD: Apr 85. 62p.

NT: Supersedes PB84-858737.

LA: ENGLISH

PR: PC N01/MF N01

DE: *Bibliographies-; *Pile-foundations; Pile-structures; Pile-drivers; Dolphins-Structures; Offshore-structures; Harbor-structures; Coatings-.

DE: *Bibliographies-; *Pile-foundations.

ID: *Marine-platforms; Soil-structure-interactions.

ID: *Marine-platforms.

AB: This bibliography contains citations concerning the design, installation, and certification of piles for marine foundations. Foundations include offshore platforms, piers, and approach and in-river bridge supports. The articles address natural forces on piles, including wave, tidal, ice, and seismic forces, and the behavior of the piles in various bottom soils. Analytical and test reports cite bearing capacity and horizontal stiffness. Special subjects include underwater pile driving, and coatings for insertion friction and protection and endurance of the piling. (This updated bibliography contains 83 citations, 12 of which are new entries to the previous edition.)

NTIS 1983, 1984, 1985 (#1-13) 60 of 72

TI: Silver Jubilee Workshop on Offshore Structures 1982-83 Held at IIT (Indian Institute of Technology), Bombay (India) on September 22-27, 1982.

AN: PB84109982XSP

CS: Performer: Indian Inst. of Tech., Bombay.

RD: Sep 82. 497p.

NT: Portions of this document are not fully legible.

LA: ENGLISH

PR: PC E17/MF E17

DE: *Offshore-structures; *Meetings-; Pile-structures; Lateral-pressure; Ocean-waves; Dynamic-structural-analysis; Finite-element-analysis.

DE: *Offshore-structures; *Meetings-.

ID: *Foreign-technology; *Soil-structure-interactions; *Wave-structure-interactions.

ID: *Foreign-technology; *Soil-structure-interactions; *Wave-structure-interactions.

AB: The workshop covers areas such as geotechnical engineering and soil-structure interaction, wave mechanics and fluid structure interaction, offshore structural systems and fracture fatigue. Four panel discussions were arranged during the workshop on R and D needs in the Eighties for India.

NTIS 1983, 1984, 1985 (#1-13) 61 of 72

TI: Current Status on the Development of Sodium Boiling Detection System in Japan.

AN: DE83703055XSP

CS: Performer: Power Reactor and Nuclear Fuel Development Corp., Tokyo (Japan).

RD: 1981. 9p.

LA: ENGLISH

PR: PC A02/MF A01

AV: U.S. Sales Only.

DE: *Coolants-; *LMFBR-Type-Reactors; *Sodium-; Acoustic-Monitoring; Boiling-Detection; Correlations-; Flow-Rate; Fluctuations-; Neutron-Flux; Reactor-Noise; Spectral-Density; Temperature-Dependence; Wave-Propagation.

DE: *Coolants-; *LMFBR-Type-Reactors; *Sodium-.

ID: *Foreign-technology; ERDA/220400-; ERDA/210500-.

ID: *Foreign-technology.

AB: Some studies for confirmation of the usefulness of the measurements of boiling sound and fluctuations of sodium temperature, flowrate and neutron flux for detection of sodium boiling have been carried out in Japan. For the development of acoustic detection system, acoustic transmission decay and velocity change by fuel pins, gas plenum and neutron shield were measured. Acoustic transmission from the reactor core to the detectors which were installed in the upper core structure and the upper flange of reactor vessel were studied theoretically and experimentally using the reactor vessel mockup. Sodium boiling acoustic spectra which were dependent of detector positions were obtained in the out-of-pile experimental facility. Acoustic background caused by flow and electric noise were measured in the Experimental Fast Reactor. On the other hand, coolant temperature and flowrate fluctuations caused by the sodium boiling were measured by the Temp/Flow detector which were mounted on the outlet of fuel subassembly. Simulation tests by computer on the correlation method between neutronic and acoustic signals were carried out. Current status and future plans about these studies in Japan are summarized briefly in this paper. (Atomindex citation 14:758934)

RN: PNCN94181114

NTIS 1983, 1984, 1985 (#1-13) 62 of 72

TI: Foundation Piles for Marine Platforms. 1970-September, 1982 (Citations from the Engineering Index Data Base). Rept. for 1970-Sep 82.

AN: PB84858729XSP

CS: Performer: National Technical Information Service, Springfield, VA.

RD: Jan 84. 312p.

LA: ENGLISH

PR: PC N01/MF N01

DE: *Bibliographies-; *Pile-foundations; *Offshore-structures; Harbor-structures; Pile-structures; Pile-drivers; Dolphins-Structures.

DE: *Bibliographies-; *Pile-foundations; *Offshore-structures.

ID: *Soil-structure-interactions.

ID: *Soil-structure-interactions.

AB: This bibliography contains citations concerning the design, installation, and certification of piles for marine foundations. Foundations include offshore platforms, piers, and approach and in-river bridge supports. The articles address natural forces on piles, including wave, tidal, ice, and seismic forces, and the behavior of the piles in various bottom soils. Analytical and test reports cite bearing capacity and horizontal stiffness. Special subjects include underwater pile driving, and coatings for insertion friction and protection and endurance of the piling. (This updated bibliography contains 356 citations, none of which are new entries to the previous edition.)

NTIS 1983, 1984, 1985 (#1-13) 63 of 72

TI: Foundation Piles for Marine Platforms. October, 1982-January, 1984 (Citations from the Engineering Index Data Base). Rept. for Oct 82-Jan 84.

AN: PB84858737XSP

CS: Performer: National Technical Information Service, Springfield, VA.

RD: Jan 84. 53p.

NT: Supersedes PB82-875592.

LA: ENGLISH

PR: PC N01/MF N01

DE: *Bibliographies-; *Pile-foundations; *Offshore-structures; Harbor-structures; Pile-structures; Pile-drivers; Dolphins-Structures.

DE: *Bibliographies-; *Pile-foundations; *Offshore-structures.

ID: *Soil-structure-interactions.

ID: *Soil-structure-interactions.

AB: This bibliography contains citations concerning the design, installation, and certification of piles for marine foundations. Foundations include offshore platforms, piers, and approach and in-river bridge supports. The articles address natural forces on piles, including wave, tidal, ice, and seismic forces, and the behavior of the piles in various bottom soils. Analytical and test reports cite bearing capacity and horizontal stiffness. Special subjects include underwater pile driving, and coatings for insertion friction and protection and endurance of the piling. (This updated bibliography contains 71 citations, all of which are new entries to the previous edition.)

NTIS 1983, 1984, 1985 (#1-13) 64 of 72

TI: Sedimentation Investigation at Masirah Island, Oman. Final rept.

AN: ADA1371426XSP

CS: Performer: Coastal Engineering Research Center, Fort Belvoir, VA.

RD: Nov 83. 72p.

LA: ENGLISH

PR: PC A04/MF A01

DE: *Sediment-transport; Arabia-; Islands-; Arabian-Sea; Waterfront-structures; Piers-; Shores-; Soil-erosion; Beach-erosion; Sedimentation-; Ocean-waves; Ocean-currents; Geomorphology-.

DE: *Sediment-transport.

ID: Oman-; Masirah-Island; Groins-; Intake-structures.

AB: The saltwater intake structure (groin) built in 1982 by the United States will not cause sediment to accumulate and cover either this or nearby Sultanate Oman Air Force (SOAF) intake structure. The intake groin will not cause erosion but will create a slightly more stable beach. If a proposed pier is built over the U. S.-built groin, or as near south of it as possible, pier length will be reduced to a minimum; if a compound pier--consisting of a rubble-fill section extending to the end of the existing groin and a pile-supported section extending to the pier's end--is constructed, sedimentation problems at the U. S.-built and SOAF saltwater intakes will be minimized and effects on nearby beaches will be acceptable. In addition to presenting these conclusions, the report provides wave and current data for use in design of the proposed pier and presents a means of using current speed and wave height to predict percents of time the pier can be used for vessels with specific handling characteristics. Appendices A-E provide background, describe data collection and analysis procedures used, and present more specifically the findings on which the report's conclusions are based.

RN: CERCMP836

NTIS 1983, 1984, 1985 (#1-13) 65 of 72

TI: Foundations in Marine Environments. 1970-May, 1984 (Citations from the NTIS Data Base). Rept. for 1970-May 84.

AN: PB84869858XSP

CS: Performer: National Technical Information Service, Springfield, VA.

RD: Jun 84. 145p.

NT: Supersedes PB83-800474.

LA: ENGLISH

PR: PC N01/MF N01

DE: *Bibliographies-; *Underwater-foundations; *Ocean-environments; *Bearing-capacity; Pile-structures; Soil-mechanics; Offshore-structures; Bearing-tests.

DE: *Bibliographies-; *Underwater-foundations; *Ocean-environments; *Bearing-capacity.

ID: Foundation-engineering.

AB: This bibliography contains citations concerning foundation engineering in marine environments. Topics include ocean bottom properties characterization, effects of wave action and scour, and corrosion and fouling studies. Dynamic response and design considerations are also discussed. (This updated bibliography contains 159 citations, 14 of which are new entries to the previous edition.)

NTIS 1983, 1984, 1985 (#1-13) 66 of 72

TI: Density Variation Due to Wave Heating in Tokamak Plasmas.

AN: DE84009402XSP

CS: Performer: GA Technologies, Inc., San Diego, CA.

Funder: Department of Energy, Washington, DC.

RD: Mar 84. 6p.

NT: International conference on plasma physics, Lausanne, Switzerland, 27 Jun 1984.

LA: ENGLISH

PR: PC A02/MF A01

DE: *Tokamak-Devices; ECR-Heating; Electrons-; High-Frequency-Heating; ICR-Heating; Ions-; Lower-Hybrid-Heating; Neoclassical-Transport-Theory; *Plasma-Density; Plasma-Drift.

DE: *Tokamak-Devices; *Plasma-Density.

ID: ERDA/700101-.

AB: The tokamak plasma density has been observed to drop during ECRH, and to increase during ICRF and LHH. A mechanism is proposed here to explain these density variations. Depending on the nature of the specific wave heating, electrons or ions tend to pile up toward the weak field side. A poloidally varying electrostatic potential is expected to arise and to saturate at a level such as to balance the trapping effect due to the magnetic well and the rf heating. As a result, an E x B drift comparable to the ion vertical drift in a toroidal magnetic field may occur. Assuming that electrons move across the magnetic surfaces more freely due to the magnetic stochasticity or other turbulent diffusion mechanisms, and the particle confinement is primarily determined by the ion neoclassical transport rate, the ECRH can enhance the ion vertical drift and cause the density to drop, while the ICRF and LHH can reduce the ion vertical drift and improve the density confinement. (ERA citation 09:027465)

RN: GAA17386, CONF8406162

CN: Contract: AT0384ER53158

NTIS 1983, 1984, 1985 (#1-13) 67 of 72

TI: Foundation Piles: Design, Emplacement, and Performance. 1973-September, 1984 (Citations from the BHRA Fluid Engineering Data Base). Rept. for 1973-Sep 84.

AN: PB84875640XSP

CS: Performer: National Technical Information Service, Springfield, VA.

RD: Sep 84. 114p.

NT: Supersedes PB83-872697.

LA: ENGLISH

PR: PC N01/MF N01

DE: *Bibliographies-; *Pile-foundations; *Pile-structures; *Pile-drivers; Pile-driving; Performance-tests.

DE: *Bibliographies-; *Pile-foundations; *Pile-structures; *Pile-drivers.

AB: This bibliography contains citations concerning piles and pileworks design, emplacement or sinking, and behavior in various soils, environments, locations, and applications. Piles, pile driving techniques and equipment, and high and low pile structures are considered. Dynamic response of piles and pileworks to various conditions such as wind, wave, ice, seismicity, soil instability, and long term displacement is also examined. (This updated bibliography contains 175 citations, 26 of which are new entries to the previous edition.)

NTIS 1983, 1984, 1985 (#1-13) 68 of 72

TI: Gaseous Detonation Fraction of Porous Materials for Enhanced Fossil-Fuel Utilization and Recovery.

AN: DE82021661XSP

CS: Performer: Michigan Univ., Ann Arbor. Dept. of Aerospace Engineering.

Funder: Department of Energy, Washington, DC.

RD: Aug 82. 107p.

LA: ENGLISH

PR: PC A06/MF A01

DE: *Coal-; *Oil-shales; *Porous-materials; *Detonation-waves; Explosive-fracturing; Wave-propagation; Pressure-dependence; Gas-fuels; Equivalence-principle; Detonations-; Hydrogen-; Methane-; Propane-; Oxygen-; Spheres-; Travelling-waves; Simulation-; Velocity-; Quenching-; Experimental-data; Theoretical-data.

DE: *Coal-; *Oil-shales; *Porous-materials; *Detonation-waves.

ID: ERDA/010404-; ERDA/040400-; ERDA/580300-.

AB: This study was directed to the feasibility of using gaseous detonation to effect the increase in porosity. Towards that end, a heavy walled pipe (1.829 m long, 0.124 m I.D., and 0.168 m O.D.) was filled with solid spheres. In separate experiments, steel spheres of 19.05 mm and 38.1 mm and ceramic spheres of 38.1 mm were used. The gaseous combustible mixtures tested included hydrogen, methane, and propane, all with oxygen as the oxidizer. A range of elevated initial pressures and mixture equivalence ratios were tested. In each case, the variation of wave velocity and pressure along the tube, as well as the strain (stress) on the outside of the tube, were determined. The spheres caused the detonation velocity to be lower than the theoretical Chapman-Jouguet (CJ) velocity, which would be expected in an open tube of that size. Increase of the initial pressure, diameter of the spheres, and equivalence ratio from lean towards stoichiometric resulted in an increase in detonation velocity (and hence pressure and stress). The material of the sphere had a slight effect; the steel spheres resulted in the higher velocities. The measured velocities and pressures were compared with the calculated CJ values. An approximate one-dimensional steady analytical model, which included energy losses in the reaction zone, was developed. This expression was used to calculate the critical condition wherein the detonation would no longer propagate through the packed bed, thus predicting the minimum sphere diameter required for quenching. Finally, some experiments were conducted wherein a large container was filled with coal, sprayed with water, and allowed to freeze outside. Propane-oxygen was blown through the pile and then detonated. Considerable fracturing was experienced. (ERA citation 07:060713)

RN: DOEBC134071

CN: Contract: FG1980BC13407

NTIS 1983, 1984, 1985 (#1-13) 69 of 72

TI: Pressures on Coastal Bridges Due to Normal Incidence Waves. Final rept. 1 Oct 80-30 Sep 81.

AN: PB83204164XSP

CS: Performer: Mississippi State Univ., Mississippi State. Water Resources Research Inst.

Funder: Federal Highway Administration, Jackson, MI. Mississippi Div.

Funder: Mississippi State Highway Dept., Jackson.

RD: Dec 81. 90p.

NT: Sponsored in part by Mississippi State Highway Dept., Jackson.

LA: ENGLISH

PR: PC A05/MF A01

DE: *Highway-bridges; *Water-waves; Ocean-waves; Damage-assessment; Structural-members; Dynamic-pressure; Model-tests; Data-reduction; Computer-programs.

DE: *Highway-bridges; *Water-waves.

AB: Local pressures due to water waves were measured at discrete points along the underside of two 1:24 scale model bridges for various water depths and wave heights. One model was of a four-lane slab and beam bridge carrying traffic along two structurally separated lane pairs supported by a common pile bent. The other model was of a trapezoidal box girder bridge with superelevation to seaward. The slab/beam model was geometrically similar to the Bay St. Louis, Mississippi, bridge which was heavily damaged by Hurricane Camille in 1969. The second model was of a proposed interstate connector at Biloxi, Mississippi. Results of the research are presented in dimensionless form for use on geometrically similar bridges.

RN: FHWAMSHDRD81076

NTIS 1983, 1984, 1985 (#1-13) 70 of 72

TI: Safety and Soundness of Submerged Timer Bridge Piling.

AN: PB83219691XSP

CS: Performer: Maryland Univ., College Park. Dept. of Civil Engineering.

Funder: Federal Highway Administration, Baltimore, MD. Maryland Div.

Funder: Maryland State Highway Administration. Baltimore.

RD: Jun 82. 434p.

NT: Sponsored in part by Maryland State Highway Administration, Baltimore.

LA: ENGLISH

PR: PC A19/MF A01

DE: *Bridge-piers; *Pile-structures; *Timber-construction; Deterioration-; Nondestructive-tests; Ultrasonic-tests; Wave-propagation; Field-tests; Underwater-foundations.

DE: *Bridge-piers; *Pile-structures; *Timber-construction.

AB: Despite a recent underwater inspection of the piling, an unanticipated failure occurred to a timber supported bridge at Denton, Maryland in early 1976. The underwater inspection had indicated reasonable soundness of the timber but later laboratory tests indicated substantial reduction in material strength during the life of the piling. This project deals with the development of a nondestructive testing technique for determining the in-place residual strength of timber piling due to damage to the wood microstructure that causes loss in strength and density.

RN: AW082231046, FHWAMD8210

NTIS 1983, 1984, 1985 (#1-13) 71 of 72

TI: Elastic and Inelastic Scattering of 50 MeV Protons by exp 12 C.

AN: DE83702034XSP

CS: Performer: Akademiya Nauk URSR, Kiev. Inst. Yadernykh Issledovanii.

RD: 1981. 16p.

NT: In Russian.

LA: RUSSIAN

PR: PC A02/MF A01

AV: U.S. Sales Only.

DE: *Carbon-12-Target; Angular-Distribution; Coupled-Channel-Born-Approximation; Differential-Cross-Sections; Elastic-Scattering; Energy-Levels; Inelastic-Scattering; Measuring-Instruments; MeV-Range-10-100; Proton-Reactions; Protons-; Spin-Orientation; Wave-Functions.

DE: *Carbon-12-Target.

ID: *Foreign-technology; ERDA/651325-.

ID: *Foreign-technology.

AB: An apparatus installed on U-240 accelerator to investigate the differential cross sections and polarization is described. Schematic diagrams of equipment accomodation, beam collimation, scattering chambers spectrometers, handling and control systems, system to pile up information are presented as well as measurements of the elastic and inelastic scattering of 50 MeV protons incident on exp 12 C. The differential cross sections of 0 exp + , 2 exp + (4.44 MeV), 0 exp + (7.65 MeV) and 3 exp - (9.64 MeV) exp 12 C levels are compared with predictions of the coupled channel approximation with the vibrational wave functions. (Atomindex citation 14:740438)

RN: KIYI8122

NTIS 1983, 1984, 1985 (#1-13) 72 of 72

TI: Foundation Piles: Design, Emplacement, and Performance. 1973-September, 1983 (Citations from the BHRA Fluid Engineering Data Base). Rept. for 1973-Sep 83.

AN: PB83872697XSP

CS: Performer: National Technical Information Service, Springfield, VA.

RD: Sep 83. 108p.

NT: Supersedes PB82-873209.

LA: ENGLISH

PR: PC N01/MF N01

DE: *Bibliographies-; *Pile-foundations; *Pile-structures; *Pile-drivers; Pile-driving; Performance-tests.

DE: *Bibliographies-; *Pile-foundations; *Pile-structures; *Pile-drivers.

AB: This bibliography contains citations concerning piles and pileworks design, emplacement or sinking, and behavior in various soils, environments, locations, and applications. Piles, pile driving techniques and equipment, and high and low pile structures are considered. Dynamic response of piles and pileworks to various conditions such as wind, wave, ice, seismicity, soil instability, and long term displacement is also examined. (This updated bibliography contains 149 citations, 15 of which are new entries to the previous edition.)

Driven Pile Manual Volume 1a
Driven Pile Manual 1b
Driven Pile Manual 2