Search

Today, the storage and transporting of electricity from one place to another is still an unsolved problem. Besides, it is not economical to install power lines everywhere for low-voltage electronic circuits such as valves which are used to reduce leakage in water lines. When water demand is lower, it is a practical solution to use the pico hydro turbines to supply the required electrical energy for the electronic circuits of the valves used to reduce the losses in the water discharge lines. For this purpose, it is experimentally investigated electricity production in a pico hydro turbine and validated with experimental data that a pico hydro turbine (PHT) generates 1 W electricity under a water flow velocity of 0.53 m/s. It is concluded that the higher resistances were used in the test rig, the less turbine power produced. As the voltage increased, the current obtained decreased, and the turbine power reached its maximum at a resistance of 130 Ω.

Researchers in the field of fracture mechanics, predominantly developing appropriate solution algorithms for problems of solid bodies with cracks. Problems in mechanics generally, related with fracture and fatigue for solid bodies with various geometries of sharp notches, are studied to a much lesser extent. This situation can be explained by analytical difficulties arising in solving problems of elasticity theory for bodies with rounded notches. To solve problems of such class, starting from data on stress concentration in the rounded notch tip with a significant radius of curvature, simplified solutions with are therefore of great importance. Recent years, due to constant rise of computing power and development of numerical methods, re-evaluation of stress concentration factors from a viewpoint of theory of elasticity is present. This is mainly as a feedback from industry, which have requirements toward mega and nanostructures. Corrosion represents an important limitation to the safe and reliable use of many alloys in various industries. Pitting corrosion is a form of serious damage on metals surface such as high-strength aluminum alloys and stainless steel, which are susceptible to pitting when exposed to a corrosive attack in aggressive environments. This is particularly valid for dynamic loaded structures. The basic idea behind this paper is finding links between different scientific and engineering disciplines, which will enable useful level of applicability of existing knowledge. The subject of this paper is application of new method of determine length scale parameter for estimating the mechanistic aspect of corrosion pit under uniaxial/multiaxial high-cycle fatigue loading….

How to implement the life-cycle management of water conservancy and hydro power project cost effectively, and how to distinguish the influence degree of different factors on project cost stage management. This is a key problem in project cost control. In this paper, based on the influence of each factor on the overall evaluation goal influence, FAHP is applied to set up Fuzzy Comprehensive Evaluation Model. Aiming at the variability characteristics of factors in each stage, the information entropy is used to determine the objective weight in the model, in combination with AHP the subjective weights to determine the weight.

The optimized design and layout of diverse flood-discharge devices are of great importance for improving the security and reliability of the dams in hydro-power engineering and minimizing their impacts on the regional ecological environment in environmental engineering. In this paper, various kinds of surface and mid-level outlets configurations are compared under multiple operational conditions for the Baihetan hydro-power project. In addition, both the time-averaged and the instantaneous fluctuation impact-pressure distributions in the plunge pool under typical working conditions are measured and investigated in order to study the reasonability of different flood-discharge layout plans. Moreover, the complex hydrodynamic environment and the spatial evolution of time-averaged flow fields along the downstream river are surveyed and further analyzed. The results could serve as the foundation of selecting the optimal flood-discharge and energy-dissipation design, and, more generally, references for the regional ecological environment assessment for Jinsha River after the construction of Baihetan dam.

The action of V/Hz limiter of generator excitation system and its influence on generator in isolated operation are analyzed with the generator in Youjiang hydro power station as an example which is in isolated operation with local load after the trip of main transformer of 500kV Baise substation in Guangxi power grid. It is pointed out that the action of V/Hz limiter is the reason that causes the long time operation of generator under low voltage and low frequency status. Suggestions on the functions of V/Hz limiter and how to avoid such low voltage and low frequency operation status are proposed.

Hydropower energy is one of the most suitable and efficient source of renewable energy which depends on more than century of experience for this issue. The power capacity and facility are two criteria required for the classification of hydropower plant. The first one consists of five technologies: dammed reservoir, run of river, pumped storage, in stream technology and new technology gravitational vortex. The other one is classified according to power scale is Large, Small, Mini, Micro and Pico Hydropower. Nowadays most of rural areas in developed and developing countries use the hydropower plant for producing electricity, it is cheap and effective. This paper gives a review of hydropower technologies and turbines; it is focusing on the categories and performance of hydro power systems and the most suitable turbines which can be used.

A large potential for a pumped storage hydro power is available around the shores of the United Kingdom, making use of the sea as the lower basin. There are also limited applications for pumped storage using the sea as the upper basin and disused mines for the lower basin. In this paper the general requirements for initial selection, feasibility analysis and planning of such projects are discussed with special emphasis on the major environmental constraints such as ground water pollution which must be satisfactorily resolved in each case before a scheme can be considered acceptable. A brief description is given of the coastal regions of the U.K. where topography and regional geology is favourable to pumped storage installations and an assessment is made of the overall capacity which might be available from such sources.

Vibration and pressure surges in the early operation of the circulating water system of the 515 MW Muskogee Power Plant Unit No. 4 caused concern for the future structural integrity of pulsating wood stave tower distribution piping. A second similar 515 MW unit about to go into service.

This paper decribes the details of finding stresses in a three-dimensional model of a hydroelectric powerhouse subjected to static generator load. In order to locate critical zones, the six components of Cartesian stresses were obtained at about 12,000 points. An attempt to explain the structural behavior of a power station under the load has been made. It has been shown that none of the two-dimensional theories prevalent for the design of power stations can explain the structural behavior of the powerhouse, which is essentially a three-dimensional structure. The results obtained will greatly simplify the problem of future investigators who may follow either numerical or experimental methods for the solution of the problem.

A state-of-the-art review on standardization in low-head hydroelectric development is presented. In addition, the current flow passage design practices are summarized. Several package units are available in the range from 100 hp to 6,700 hp (75 kW to 5,000 kW). These predesigned units reduce equipment costs through standardized manfacturing techniques. Several types of package units are considered. Manufacturer’s standard flow passage dimensions are given for bulb and rim-generator turbines. These standard dimensions can be used for initial layout of a low-head hydroelectric development. Standard flow passage designs are feasible for similar sites; however, structural and geological considerations may cause design variations when site conditions vary. Simplified intake and draft tube designs may lead to less costly structures.

A review of the capacity and licensing data on small-scale hydro (SSH) in New England in the period 1960 to 1976 is presented and compared to national and regional hydropower data. Costs of electricity data are also reviewed. Major findings are that until recently New England has followed the past national trend of decreased interest in both large-scale hydro (LSH) and SSH and of retiring small, inefficient plants. Generally, LSH has been used for peaking, SSH for run-of-the-river. Most of the present capacity in New England is privately owned; little is state or municipally owned. Since the interest in hydropower is inversely related to the costs of alternatives for producing electricity, it appears that the recent interest in SSH will continue (municipal and rural coop interest seems particularly strong).

An analytical method has been developed for computing the self-adjusted geometry of sand-bed rivers based upon a sediment discharge formula, a flow resistance relationship, and the concept of minimum stream power. Regime rivers with low values of discharge Q and slope S are characterized by small width-depth ratios (generally less than 30) that are not sensitive to the change in slope or discharge. Most regime canals belong to this category. But for larger values of Q or S, or both, the results show that regime rivers may have large width-depth ratios sensitive to the changes in Q or S. As Q or S increases the width-depth ratio of a regime river may become so large that it indicates a braided channel pattern. However, a much smaller width-depth ratio under this situation is also a possible stable geometry. The stable geometry was obtained from the stream power analysis wherein each stable configuration is assumed to correspond to a minimum stream power for the given constraints.

The complexity that occurs in regulating multiple-purpose reservoir systems has necessitated the use of computer programs for scheduling reservoir regulation. The need for real-time use of scheduling computer programs coupled with the complexity of multiple-purpose reservoir regulation has made automated regulation schemes and interactive computer processing highly desirable. The scheduling engineer must be able to examine easily results of a trial computer simulation and modify operating constraints and forecasted information as necessary to retry the simulation. The package of stand-alone computer programs with interfacing capability is considered. These programs are used in real-time reservoir regulation and streamflow forecasting analyses in the North Pacific Division office of the Corps of Engineers. No optimization procedures are used but experience indicates that the techniques used to simulate reservoir regulation coupled with the interactive computer processing features effectively provide good multiple-purpose system operation.

The paper identifies those planning factors which are peculiar to masjids, including optimum siting to attract the maximum number of muslims; external and internal facilities required by Islam; utilities, including approximations of electrical, water, and sewage requirements; shape and size of the structure; separate entrances for men, women, and staff; an environment conducive to maximum spiritual inspiration and purification; distance from transportation centers and daily conveniences; and parking requirements, which vary from masjid to masjid. Daily activities should be centered around the ordinary masjid (which would require little parking), periodical requirements should be centered around the jumma masjid (which would require a well-developed parking area), and requirements centralized for one entire urban area should be near the Eid Prayer area (which would require numerous parking areas).

A brief review of large bulb unit development in France since 1957 is followed by a detailed description of the Rance tidal power plant and a summary of other French bulb unit plants, mainly located on the Rhone and Rhine Rivers. Operating results are summed-up and the performance of present operational bulb units analysed, including a discussion of the principal operating difficulties experienced and how they have been overcome. The report ends with an appraisal of the main advantages and drawbacks of bulb units compared to conventional Kaplans, and a few words on future development.

This paper describes the failure and repair of a 1920’s vintage 78-in. (198-cm) diam, 1-1/4-in. (3.18-cm) thick riveted and forge-welded penstock. The failure occurred at a metallurgical discontinuity located in a forge-welded joint when the turbine shut-off valve swung closed in less than 3 sec.

Regulations concerning discharge of condenser cooling water from power plants frequently refer to temperature rises above ambient temperature. A method to determine ambient temperature from statistical analysis of preoperational temperature records and the uncertainty of determining ambient temperature expressed in confidence limits is reviewed in regard to temperature criteria. Temporal and spatial variations in temperature records are examined. Data from an application to an estuary are included.

Pressurized water reactors will be used in more than one-half of the nuclear power plants projected through 1986. Post-tensioned containments structures house more than half the units now operational or under negotiation. Major design, construction innovations, new equipment and techniques and their inter-relationships are examined. The erection sequence, typical quantities, and schedule are presented.

The oil-cooled outdoor thyristor valves for the first stage of the 1920 MW, 860 mile d.c. link between the Cabora Bassa hydro power station in Mozambique and Pretoria, South Africa, which is first to transmit power in early 1975, are described. A brief summary of the extensive valve type tests carried out successfully at the world's largest HVDC valve testing facilities is added.

In the last few years hydroelectric power stations with tubular units have become more significant. For a prefeasibility study, the civil engineer therefore needs a quick method to determine the approximate size of the runner diameter. In this paper the data of constructed and planned bulb units are evaluated. The necessary equations are given with regard to the metric and British unit system. As a result a new design chart is introduced and the application is explained by a numerical example.

An analysis is presented of the design of the Angeles Tunnel Surge Chamber. Included is an examination of available references concerning the stabilizing effect of internal fluid pressure on the buckling of cylindrical shells subjected to axial bending and torsion.

Studies were performed under a Department of Energy (DOE) grant program to assess the feasibility of installing low-head hydroelectric generating facilities at the following five existing dams in the United States: Tuttle Creek Dam, Kansas; Zumbro Dam, Minnesota; Piqua Dam, Ohio; Maxwell Dam, Pennsylvania; and Jackson Bluff Dam, Florida. To establish the economic feasibility of the projects if was necessary to compare the annual costs of the hydro project to the most economic alternative source of generation to meet the required load. Economic feasibility was determined utilizing both a first year benefit-cost analysis and a present-worth analysis for the first 10yr of project operation. Two of the projects indicate conclusive economic feasibility, two show marginal economic feasibility, and one is infeasible. In addition, based on the study results of the five projects, certain general conclusions are arrived at concerning installing generating facilities at existing low-head dams.

This paper covers the Ludington Pumped Storage Hydroelectric Plant from two viewpoints. The first is from the Plant’s point of view which includes a physical description of the Plant, the Plant operations, and various equipment and operating problems. The physical description of the Plant covers the upper reservoir, the penstocks, the powerhouse, the breakwater and jetties, and the pump-turbine motor-generator units. Plant operations deal with the Plant’s staffing and examine the various modes of operation the units are capable of. The second point of view is on how the Ludington Pumped Storage Plant integrates into the operation of the Michigan Electric Coordinated System which consists of the Consumers Power Company and The Detroit Edison Company. This is accomplished by examining: (1)The decision to build such a plant; and (2)the philosophy of operating it. The controversy revolving around the philosophy of operating the Ludington Pumped Storage Plant encompasses the economics and accounting of both the daily and weekly operations.

The concrete around the spiral case of a hydroelectric power station has such a complex shape that determination of actual stress distribution and explanation of its structural behavior is very difficult. This paper reports the results of original research work done on three-dimensional analysis of such a structure. Photoelastic technique has been employed to determine the six components of stress at 2,700 points due to the static generator load. The results are of far-reaching importance insofar as they reveal the structural behavior of spiral case concrete, which is entirely different from the prevalent design practices, based on elementary two-dimensional theories. The stress diagrams given and the structural behavior explained will help designers evolve safe and economical solutions to the problem.

The Holtwood (108 MW) and the Safe Harbor (230 MW) run-of-river hydro projects on the Susquehanna River have normal maximum plant discharge capacities of 32,000 cfs and 65,000 cfs, respectively. The flow in the river exceeds these discharge capacities about 38% and 16% of the time; and at those times the water is normally wasted over the spillways. The most promising schemes for increased generating capacities are to: (1)Build an additional powerhouse at Holtwood; and (2)install additional units in five existing bays of the Safe Harbor Project, thereby increasing their generating capabilities to 296 MW and 417.5 MW and discharge capacities to 92,000 cfs and 110,000 cfs, respectively. If materialized, the schemes would provide an average annual additional 308,000,000 kWhr and 184,000,000 kWhr of energy production at the two projects with optimum utilization of the water resource of the Susquehanna River.

Prototype head-loss measurements on tunnels and other water conduits are reported. The measurements were done on water-power conduits of the Hydro-Electric Commission of Tasmania, Australia. Friction factors are given for an unlined tunnel, a mechanically bored partly lined tunnel, and a fully lined tunnel. Steel and woodstave friction factors are included together with factors for a concrete-lined trapezoidal canal. The effect of slime growth on head losses is discussed.

A method has been developed for increasing dissolved oxygen concentrations in the turbine releases from hydroelectric power plants. A systematic procedure was used for evaluating promising solutions to low DO concentrations. The method selected for development at Fort Patrick Henry Dam was oxygen injection by use of small pore diffusers located upstream from the turbine intakes. Laboratory tests were conducted on commercially available, fine-pore diffusers to select those diffusers worthy of field testing. Laboratory tests included determination of bubble sizes and oxygen transfer efficiency. Field tests for oxygen transfer efficiency were performed for two different diffusers. Additional tests were performed to assess the effect of spacing between diffusers on oxygen transfer efficiency.

The La Grande River is the first of several flowing into the Eastern side of James Bay to be developed for its energy potential. The structural criteria and layout guidelines developed during the design of the four La Grande powerhouses will be used to advantage in subsequent projects in the James Bay region. Layouts of unit blocks, service bay, superstructure and penstocks are considered. A summary of cases to be studied for the structural stability of the powerhouse is presented, showing the various loading conditions to be considered, along with the corresponding factors of safety. Criteria for the detailed design of structiral elements, including loadings, are also presented.

The concept of the system optimal depth (SOD) is applied to a power function cumulative water distribution that represents a wide range of irrigation practices. Either the interval between irrigations (when the application distribution is fixed) or the irrigation time (when the requirement is fixed) can be determined when the relative costs of excess irrigation and deficit irrigation are known along with the mean, maximum, and minimum applications for the water distribution. The SOD method is shown to be applicable to all irrigation methods; however, some current irrigation practices correspond to practices suggested by the SOD method, only when the costs of excess irrigation or deficit irrigation are relatively large. When the costs of excess and deficit irrigations are similar, the SOD method should be used to determine the appropriate operating procedure.

The successive stages of structural design, and the methods and organization employed at Ontario Hydro in the design of superstructures for thermal power stations are reviewed. The design criteria, some more intricate elements and the ensuing problems are briefly examined. The necessity for accurate estimating and structural design economy is stressed.

Both buried pipelines and gated pipe are being used more frequently for irrigation. Gated pipe has a number of advantages for delivering and controlling irrigation water to furrows and corrugates. It is a convenient way of distributing water to a field in an automated furrow irrigation system. To automate pipeline systems, valves and controls must automatically sequence irrigation from one turnout or irrigation set to another. Two types of pneumatic valves or closures for controlling the discharge from buried pipeline systems have been developed by Haise, et al. (2). Fischbach (1) extended the development and used a pneumatic bladder or diaphragm inflated with air to automate a surface irrigation pipeline valve. Haise and Payne (3) developed a self-closing valve which operates from water pressure in the distribution pipeline. The Snake River low pressure irrigation valves represent further modifications developed to control the discharge from a field pipeline turnout into either gated pipe or directly into irrigation borders. Three sizes of valves, 6 in. (150 mm), 8 in. (200 mm), and 10 in. (250 mm), have been developed and tested for use in systems operating at pressures up to about 12 psi (83 kN/m²). These are inflated with water from the pipeline and close with water pressure from within the pipe.

The various aspects related to the slump test are detailed for nine nuclear power plants including test frequency, acceptance criteria, time limits, and the addition of supplement water. These aspects are compared to industry standards of practice. It is pointed out that nuclear concrete specifications are written so as to diminish the role played by the concrete inspector because much of the engineering judgment traditionally applied on commercial construction projects is not permitted on nuclear construction. Instead, the rigid interpretation of the specifications often relegates the inspector to a position of nothing more than a number collector. It is suggested that the role of the inspector is the most important element in a cost effective quality control program and should be complemented with flexible specifications that include inadvertency margins are void of time limits, lower slump limits, and running averages.

To properly evaluate total impact of power generation facilities on aquatic systems, it is necessary to perform site specific fish impingement studies. Intake and screen approach velocities should not be averaged when considering potential screen impingement problems because of wide vertical and horizontal variation in velocity which tend to trap fish. It was estimated that 2,952 fish were impinged during 4 months of sampling with 90.9% of these comprised of black bullheads \I(Ictalurus melas)\N and black crappies \I(Pomoxis nigromaculatus).\N Distinct relationships can be found between number of impinging fish and river flow, percentage river diverted through the plant, water temperature, and the time of year. For the months of June, July, August, and September, approx 55% of all impingement occurs in June.

A water system radiating from a central area can stretch only so far. Adding more capacity requires proper planning, financial strength, and the art of meeting the system requirements while conforming to various agencies' myriad of rules, controls, and procedures. The Eugene Water & Electric Board has just completed the installation of 15.5 miles of water transmission lines for 30 in. to 60 in. in diameter requiring multiple crossings of rivers, railroad tracts, gas pipelines, interstate highway, state, county, and city roadways and private properties. Filtration plant capacity was increasing to 105 mgd and a new 20,000,000-gal reservoir completed the program. An examination of design and construction considerations is presented. While now learning how to operate the new facility, planning is underway far beyond the program period.

The design of a 250-foot high sloping core rockfill dam, part of a hydroelectric project, was determined to facilitate construction with materials readily available at the site. The paper describes the site and discusses construction procedures and performance.

Decomposition algorithms are proposed in the literature to compute the optimal schedule of integrated hydro-thermal power systems. Such an algorithm in conjunction with successive solutions of optimal load flows and of the hydro subsystem is presented in [1]. However, the specific computation of a schedule for a hydro system, which takes into account hydro dynamics with variable water heads, cascaded plants, by-pass discharges, spilling, pump storage plants, and navigation requirements, is still to be presented. The present paper covers a possible procedure to compute the optimal schedule for such hydro systems.

Major problems in ice control were encountered at both the St. Lawrence and Niagara Rivers when full hydroelectric development took place. Extensive ice-control measures have been undertaken at both rivers which have proven to be most successful. At the St. Lawrence, channel enlargements were used to induce a stable ice cover by packing, and ice booms were provided to form and retain ice covers in unstable areas. At Niagara, a major improvement resulted from the construction of an ice boom in Lake Erie at the outlet to the Niagara River. The ice problem, at both rivers is described in detail as is the concept and bases of design of the ice-control measures. Of particular interest is the design of the ice booms, where if excessive loading occurs, the boom will submerge and allow some ice to pass, thus obviating the need to design for maximum ice pressures. Experience to date appears to confirm the validity of the design criteria.

The safety of dams is a subject of both national and worldwide interest. An important area of such interest in the United States concerns the hydroelectric power dams constructed and operated by non-federal entities under licenses issued by the Federal Power Commission. The Commission’s regulations require the licensee to submit detailed drawings for projects, accompanied by adequate information relating to controlling factors, such as data on foundations and construction materials, stability and stress analyses for important structures, and spillway design criteria. Regional office staff engineers usually inspect projects under construction at not less than monthly intervals and those in operation about once a year. In December, 1965, the Commission established a new Part 12 of its regulations. The new regulations provide for a program of inspections by independent consultants at regular five-year intervals, to supplement the inspections by the Commission’s staff.

Project applies integrated water-resource development and administration by decentralized TVA-type agency; flood control aspects are affected by aspects of power, irrigation and drainage; hydrology of region which is in equatorial "doldrum belt".

Physical and economic enhancement that is imparted to hydroelectric potentialities by expansion of power markets to which they are accessible; improvement of small undeveloped sites is expected from rapid increase in demand especially in various foreign countries.

The Northfield Mountain Pumped Storage Project will be a source of economical peaking power for the New England area, which continues to be an area of high transportation and fuel costs. In addition to the project’s capability to hydraulically store surplus power from conventional thermal and nuclear base load power sources, the 1,000,000 Kw facility will provide assured reserve (spinning reserve) capacity at extremely short notice. Emanating from this pumped storage project are accrual flexibilities in the form of multipurpose use which will provide optimum utilization of this project site. As well as providing a source of economic and instant power, the facilities encompass recreation and fish enhancement for public enjoyment. Further innovation utilizes the pumping and storage features to augment a major water supply system by diverting a portion of high freshet river flows which otherwise would be wasted.

Modernization and expansion of three hydroelectric power facilities on Salt River, Arizona. The facilities include the modernizing of existing 25 Hz units and the expansion of power facilities by addition of pump storage units to provide a source of peaking power. Comparisons are given of peaking capacity by older stream units, diesel driven units, hydro units, and gas turbines along with system capacity determinations and plant operations, during summer and winter months. The economic evaluation on the basis of present worth for various alternative sources of peaking power is included along with an outline of the new power generation and pump storage units and their appurtenances.

Model tests of turbines are commonly used to determine the characteristics and particularly the expected efficiency of full size turbines. On some projects using propeller or kaplan type turbines, no accurate method of measuring the flow through the turbines is available. To assure that the full size turbine will perform in a homologuous manner with the model, tolerances for symmetry need to be established. Specifications are proposed for tolerance on the runner and on the fit of the wicket gates for large propeller type turbines.

Original yardstick basis; 1954 agreement and tax-equivalent principle; economic analysis of Beaver, Savannah River and Laurel River projects; Tennessee Valley Authority practice; other federal deviations from 1954 criteria; benefit-cost ratio; interest-rate considerations; risk and interest rates; taxes foregone and economic theory; economic life of projects.

Twenty-five generating units of 2190 Mw power project of Robert Moses Niagara Power Plant and Reservoir Pump Generating Plant are supplied by 25 steel plate penstocks and scroll cases with ID varying between 18 to 28 ft; steel plate erection, welding, and X-ray inspection are described; unconventional design and erection of 13 24-ft to 28-ft elbows; difficult welding of 1.812 in. thick steel plates.

In connection with study of transport of radioactive particulate contaminants by water sheets, rapid measurements of depth of water sheet flowing on plane surface became necessary; development of water film thickness gage using electrical capacitance between fixed metal plate and water surface to sense air gap and, by use of differences, measure water depth; dynamic range of instrument was 0. 130 in. with accuracy of plus or minus 0.003 in.