bluuebunny/crossref_metadata_2025_split huggingface dataset:
Estimation of Distribution of Subsurface Soil Layers in the Mexico City Earthquake Area Based on the Database
Authors: Kawamura M , Arai T , Ozawa T 
Published: March 2009

Characteristics of the subsurface soils are considered to be one of the causes of the tremendous damage in Mexico City due to the 1985 Michoacan Mexico earthquake. In order to estimate the distribution of the subsurface soils in a horizontal plane, profiles of the soil layers, and a discussion of the relationship between the damage and the ground conditions, the authors developed the database system for the subsurface zone in Mexico City which shows the distribution of the soils on the maps and in the vertical sections.
The database system is composed fundamentally of several subsystems: data input, analyses, retrieval, and graphic display. The whole system is managed on the microcomputer. The characterisic of this system is that the interpolation analysis for water content and soil names is included in the subsystem for analyses. Cluster analysis is provided for the prediction of vertical sections of subsurface soil layers. On the graphic display the distribution of soil name, N-value, and water content in the vertical direction can be retrieved along the arbitrary section which are pointed up on the cathode ray tube display.
Those results were applied for the prediction of the seismic intensity in Mexico City, and the analyzed earthquake motion coincided quite well with those recorded in the 1985 Mexico earthquake because of the proper estimation of subsurface soils. When a geographic information system is developed, this kind of examination of the system is important.
Use of Geographic Information Systems for Design and Construction of New Waddell Dam
Authors: Paul DB , McDonald M 
Published: March 2009

The Central Arizona Project is the largest single water-delivery project ever authorized by Congress. Construction of the project began in 1973, and it is anticipated to be completed by the mid-1990s.
The Bureau of Reclamation management wanted a system that would provide efficient data storage and transfer to assist in meeting deadlines and provide an effective database for planning, management, and operations. Delays were encountered because data required by different offices could not be transferred digitally. Often automated data had to be re-entered because of hardware and other system incompatibilities. The datum, by its nature, is cumulative. Current analog recording methods are compounding data management problems. Development of an integrated database, a geographic information system (GIS), was developed to help solve these problems.
The GIS stores, displays, retrieves, and analyzes data and many different disciplines (engineering, planning, hydrology, geology, etc.) and make use of spatial data. A flexible system has been built which provides a means of extracting only the data that are pertinent to their specific needs. Since these investigations utilize maps, aerial photography, and other types of remote sensor data, accurate measurements and data integration techniques are vital to the success of our projects.
Using the survey and photogrammetric methods, additional georeferenced data and products have been generated. Some of the more important are: drill-hole coordinates, geologic strata coordinates, profiles, canal alignment, dams and structures positioning, section lines, rights-of-way (road and transmission lines), distance and area measurements, and reservoir capacities.
The GIS was used extensively to provide georeferenced data for design and construction of the New Waddell Dam.
Classifying and Mapping Wetlands and Peat Resources Using Digital Cartography
Authors: Cameron CC , Emery DA 
Published: March 2009

Digital cartography allows the portrayal of spatial associations among diverse data types and is ideally suited for land use and resource analysis. We have developed methodology that uses digital cartography for the classification of wetlands and their associated peat resources and applied it to a 1:24 000 scale map area in New Hampshire.
Classifying and mapping wetlands involves integrating the spatial distribution of wetlands types with depth variations in associated peat quality and character. A hierarchically structured classification that integrates the spatial distribution of variations in (1) vegetation, (2) soil type, (3) hydrology, (4) geologic aspects, and (5) peat characteristics has been developed and can be used to build digital cartographic files for resource and land use analysis. The first three parameters are the bases used by the National Wetlands Inventory to classify wetlands and deepwater habitats of the United States. The fourth parameter, geological aspects, includes slope, relief, depth of wetland (from surface to underlying rock or substrate), wetland stratigraphy, and the type and structure of solid and unconsolidated rock surrounding and underlying the wetland. The fifth parameter, peat characteristics, includes the subsurface variation in ash, acidity, moisture, heating value (Btu), sulfur content, and other chemical properties as shown in specimens obtained from core holes. These parameters can be shown as a series of map data overlays with tables that can be integrated for resource or land use analysis.
Geographic Information System (GIS) Application During a Feasibility Study for a Ground-Water Model
Authors: Stibitz M , Hoebenreich L 
Published: March 2009

A feasibility study has been completed with the aim to evaluate the possibility of application of a ground-water simulation model for regional hydrogeological investigation in the southern Vienna basin in Lower Austria. The specific hydrogeological structure targeted is the graben called the Mitterndorfer Senke.
Mitterndorfer Senke is an elongate northeast-southwest trending quaternary-tertiary inter montaine basin of 50 km length and width varying between 2 to 10 km with a depth of quaternary deposits of 20 to 150 m. According to previous geohydrological studies, the quaternary aquifer which is composed mainly of gravels and sands is assumed to be isolated from the tertiary marls, clays, and fine sands although ascendant ground-water leakage from tertiary as well as horizontal ground-water communication will have to be checked. A ground-water modeling study is being prepared to: (1) simulate ground-water flow to evaluate influence of pumping from various wells on aquifer exploitation; and (2) simulate solute transport to evaluate ground-water polychlorinated biphenyl (PCB) contamination caused by various industrial facilities and waste disposal sites in the area.
The geographic information system (GIS) has been applied to represent and compare data transferred from databases of various institutions as well as collected during the extensive literature search. Information and data distribution of the following basic thematic groups have been evaluated and visualized: topography; geology, stratigraphy, and tectonics; hydrogeology; and surface hydrology.
GIS has been used not only for data visualization but also for comparison of compiled data from various sources and volumetric computations.
Currently, an interface between GIS and a complex three-dimensional finite-element ground water model is being developed. In the following stages of the Mitterndorfer Senke study, GIS will continue to serve as a useful tool for data pre- and post-processing.
Selection of Aggregate Properties to Minimize Rutting of Heavy Duty Pavements
Authors: Cross SA , Brown ER 
Published: March 2009

Samples of pavements from 14 states across the United States were obtained to evaluate the aggregate properties that affect rutting. Twelve pavements had provided excellent service for five or more years and 30 pavements had experienced premature rutting in less than five years of service. The aggregates from cores obtained at 0.3 meter (1 foot) intervals across each pavement were tested for gradation and maximum aggregate size, fractured face count, and the National Aggregate Association Flow Test. The cores were also tested for in-place void content and asphalt cement content. The remaining cores were reheated and recompacted using the Gyratory Testing Machine (GTM).
The data show that aggregate properties have little effect on rutting when the voids are low. When the voids are above 2.5%, mixes with higher fractured face counts and more angular fine aggregate are more resistant to premature rutting.
Effect of Quality and Quantity of Locally Produced Filler (Passing Sieve No. 200) on Asphaltic Mixtures in Dubai
Authors: Shahrour MA , Saloukeh BG 
Published: March 2009

Failures commonly observed in the Emirate of Dubai roads are rutting and cracking. The objective of this study is to evaluate the influence of different fillers extracted from the different local aggregate sources on the performance of asphaltic mixtures. In addition, cement, hydrated lime, and a sodium silicate based filler (Bagrat KS-300) were also considered in the study.
A total of ten types of fillers were tested in the laboratory for grading, particle shape, surface texture, voids when compacted, absorption and specific gravity.
The quality of each type of filler was studied by adding different fillers to bitumen at two filler to bitumen ratios ( 0.5 and 1.5 by weight) where characteristics of the bitumen cement properties (penetration, softening point, kinematic viscosity at 135 degrees Celsius, and penetration index “P.I.”) were studied.
A Marshall mix design study was made using all types of fillers and different ratios to evaluate the performance of different types and filler quantities in the asphalt mixture.
Providing Sufficient Void Space for Asphalt Cement: Relationship of Mineral Aggregate Voids and Aggregate Gradation
Authors: Huber GA , Shuler TS 
Published: March 2009

Since the 1960's, the Asphalt Institute has recommended voids in the mineral aggregate (VMA) to control minimum asphalt content in asphalt aggregate mixtures. VMA criteria are based on aggregate nominal maximum sieve size. Use of VMA criteria requires a clear understanding of the relationship of VMA to aggregate gradation. Nominal maximum size and maximum density lines must also be understood.
In the asphalt industry today, significant confusion exists concerning different methods used to draw “maximum” density lines. A need exists to determine which method represents the maximum packing of aggregate materials. Maximum density lines are required to modify gradations and change VMA. Closely related to maximum density lines is the definition of aggregate nominal maximum size which also requires clear definition.
This paper reports the relationship of VMA to aggregate gradation and particle characteristics for a controlled experiment. Using results from this experiment plus three other databases of mix designs, different methods of drawing maximum density lines are evaluated. A definition of nominal maximum sieve size which is more specific than the current ASTM definition is proposed.
The Effect of Movement During Cure on Sealant Strength Development
Authors: Margeson J 
Published: March 2009

The effect of sealant movement on early strength development was investigated. Some specimens were subjected to intermittent cycles of compression and extension while curing, some were cured in a fixed position and then cycled, and others were continuously cycled while curing. The stresses at ±5 and ±10% deformation were used to monitor changes in sealant behavior. Movement rates of 0.5 and 0.05 mm/min were examined.
The strength development curves suggest that the sealant was essentially fully cured after seven to ten days. Intermittent movement during cure did not alter the final properties of the cured sealant, but continuously cycled specimens exhibited significantly lower modulus compared to specimens that were cured in a fixed position. The results were not influenced by the rate of movement. The claimed movement capability for the fully cured sealant used in this research is ±50%, but it was demonstrated that the sealant can accommodate no more than 10 to 15% deformation in its partially cured state.
Polysulfide Sealants in Water-Retaining Structures
Authors: Lee T , Rees T , Wilford A 
Published: March 2009

The current methods for determining the suitability of sealants for use in water environments are discussed. In particular the paper outlines the factors governing the durability of polysulfide sealants to long-term water immersion in building and civil engineering applications. Particular reference is made to the sealant formulation and the guidelines that should be followed to ensure longevity of adhesion in water-retaining structures and bioresistance in sewage plants. Parameters such as polymer content, curative type, and the nature and level of other compounding ingredients as they relate to long-term performance in water are examined. The role of primers is considered.
The nature of the biodeterioration of sealants is discussed, and an accelerated test for determining the performance of polysulfide sealants in bacteria-rich environments and how it correlates to field tests is described. The results of a ten-year trial at a sewage treatment plant are given.
International regulations for the use of nonmetallic materials in potable water and their significance to the sealant industry are reviewed.
Sealants for Construction Joints Subjected to Continuous Water Immersion
Authors: Randazzo S 
Published: March 2009

Polysulfide polymers and urethane elastomers have been used for a long time to seal a variety of construction joints. These materials perform well when selected for the proper applications. The sealing of potable water reservoirs requires products with stringent requirements that are difficult to attain when formulating either with conventional polysulfide or polyurethane polymers. Excellent hydrolytic stability, resistance to cold flow, retention of elasticity, and adhesion are a few of the desired properties of these products. New polymers which possess the good properties of the polysulfide and polyurethane polymers within the same polymer structure have been developed. These polymers are known as mercaptan-terminated polyoxypropylene materials.
These polymers can be formulated into potable water reservior sealants without the use of heavy metals or toxic substances. Results on adhesion to concrete, physical properties, hydrolytic stability, and performance after long immersion of these sealants in water are presented. The chemistry and curing mechanism of these polymers are discussed, illustrating how these new sealants provide a new dimension in the potable water reservoir sealant industry.
Analysis of Field-Fabricated Building Deck Waterproofing Systems and Renovation Design Considerations—Case Studies
Authors: Peterson RH , Dias AF 
Published: March 2009

This paper reviews the construction and failure modes of two field-fabricated, traffic-bearing plaza deck waterproofing systems over various substrates. The study involved field review of the two installations, analysis of the inherent shortcomings and defects in each, and the replacement systems design process. Observed defects and component deterioration for each installation are analyzed and separated into the categories of design deficiency, material performance, improper installation or workmanship, and lack of or improper maintenance.
Available data from original construction plans and specifications as well as that obtained during field investigations and sampling during system demolition is presented.
Prediction of Thermal-Mechanical Fatigue Life for Gas Turbine Blades in Electric Power Generation
Authors: Bernstein HL , Grant TS , McClung RC , Allen JM 
Published: March 2009

Thermal-mechanical fatigue (TMF) cracking is the primary mode of mechanical failure of first stage blades in gas turbines used for electric power generation. Because of the high replacement costs of these superalloy components, it is important that accurate predictions of TMF life be made so that blades can be reconditioned before cracks initiate and propagate beyond repair limits. This paper describes the development of a TMF life prediction methodology for first stage blades, which is part of a Life Management System developed by the Electric Power Research Institute (EPRI).
The TMF life model is based on laboratory TMF tests of the superalloy IN-738LC in both the coated and uncoated conditions. Results for TMF crack initiation life are presented and modeled. The life model is based upon the strain range, the dwell time, and the strain A-ratio. The dwell time term accounts for the time dependence of the fatigue life due to environmental attack and creep. The strain ratio term helps account for the effect of mean stress in the cycle. The ability of the life model to predict the fatigue lives of the current test data and the fatigue lives of IN-738 test samples for various test conditions reported in the literature is presented. The effect of coatings and environment upon the TMF life is also discussed.
The strain-temperature response of the blade was obtained from the manufacturer. The life prediction methodology is presented and applied to the prediction of TMF life of blades from a number of engines. Miner's rule is used to sum cumulative damage from the different engine cycles that occur. Good agreement is obtained between the service experience and the life predictions.
Developing J-R Curves Without Displacement Measurement Using Normalization
Authors: Lee K , Landes JD 
Published: March 2009

The method of normalization is used in a new inverse way to develop J-R curves from test records that contain only load-versus-crack length values with no measure of displacement. These data may represent a special case where measurement of crack length is easier experimentally than the measurement of displacement. The method of normalization uses the principle of load separation to relate the three variables of load, displacement, and crack length. This relationship is expressed by a functional form so that, given any of the two variables, the third can be determined. Previously, the method of normalization has been used to determine crack length when given only load and displacement; however, it can also be applied to determine displacement when given only load and crack length.
In this new way of applying normalization, some problems arise; namely, the calibration points needed to evaluate the functional form of normalized load are not available. A major thrust of this paper is to solve the problem of how to determine these calibration points. To do this, the method is first applied to data for which all of the three variables have been already determined. The displacement is assumed to be missing and the J-R curves are determined from only the load and crack length values; these J-R curves are then compared with the ones generated for the data with all of the variables available. Three methods of determining calibration points were used in the comparison. Of the three, an approach called the power law fit is the best for determining the calibration points. The method is then applied to data for which there are only load-versus-crack length data. The results of this study show that the method of normalization works well for developing J-R curves from load-versus-crack length data.
An Application Methodology for Ductile Fracture Mechanics
Authors: Landes JD , Zhou Z , Brown KH 
Published: March 2009

A ductile fracture methodology is presented here that takes the load-versus-displacement data from a precracked laboratory test specimen, such as a compact specimen, and through a series of analysis steps that will allow direct prediction of the load-versus-displacement behavior of a structural component containing a crack-like defect. This is based on a ductile fracture methodology originally presented by Ernst and Landes that was used to evaluate maximum load in a structure under complex loading. The load versus displacement from the test is analyzed by using the methodology in reverse so that it can be divided into two outputs, calibration functions, and fracture toughness. The calibration functions used here are based upon the load separation principle; the fracture toughness is given in terms of the J-R curve. The calibration functions and fracture toughness are then transferred from those relevant for the test specimen to those for the structure to be analyzed. Having done this, the methodology is used to predict the load-versus-displacement behavior of the structural component.
A critical step in the methodology is the transfer of the calibration functions and fracture toughness from those for the specimen to those for the structure. The fracture toughness transfer must be made knowing the effects of three categories on toughness; size, geometry, and thickness constraint. Presently, the data in the literature show conflicting trends for the effect of size and constraint. Therefore, a transfer based on known principles is not possible. The approach used here is to try to get a conservative value of the fracture toughness. Fortunately, for many structural components, the fracture toughness is not the controlling input, and the calibration functions have more influence on such things as maximum load prediction.
A procedure for transferring the test specimen calibration function to the structural calibration functions has been developed. Two important things must be addressed for this transfer. A functional form for the calibration function is needed for the structure. This form can be based on the J-calibration equation and is known for common geometrical shapes. For more complex geometries, this form must be determined.
In this paper, several example structural components are taken to illustrate the methodology. A compact specimen is used for the laboratory specimen geometry and six structural component models are analyzed to illustrate how well the method works and to evaluate the importance of the various steps in the method. From these examples, suggestions are made for further work that could improve the overall method.
Poll-out Testing Of Geogrids in Cohesive Soils
Authors: Farrag KA , Griffin P 
Published: March 2009

The growing interest in utilizing on-site cohesive soils in reinforced-soil structures raises the need for development of testing procedures to evaluate their interaction properties (i.e. pull-out resistance and shear stress-strain characteristics). In determining the pull-out resistance of geosynthetics in clay, several factors can influence the measured properties. These factors are generally related to the testing equipment, the associated boundary effects, testing procedure, pull-out rate, geosynthetics characteristics, soil properties (e.g. soil density, grain size distribution and moisture content), compaction procedure and confining pressure.
This paper presents a part of the pull-out testing program conducted in the Geosynthetic Engineering Research Laboratory at the Louisiana Transportation Research Center to evaluate the effect of related physical parameters on the pull-out resistance of geogrids. Tests are conducted on HDPE geogrids in two pull-out boxes. The large pull-out box has dimensions of 1.5 m (60 in.) length, 0.9 m (36 in.) width, and 0.76 m (30 in.) height. The small box is 1.22 m (48 in.) long, 0.6 m (24 in.) wide, and 0.45 m (18 in.) high. A compaction procedure is developed in order to control soil density and moisture content. An instrumentation array is implemented to monitor the pull-out load, pull-out rate, normal pressure, and the displacement distribution along the geogrid specimens.
The results of the pull-out tests in both boxes provide an evaluation of the effect of various parameters on the pull-out mechanism and suggest a standardized procedure for control of box boundary effects and other influencing parameters on the pull-out resistance of geogrids.