Browsing by Author "Voigt, Richard L."

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    Cooling Water Intake Model Study For Nsp's Sherco Unit 3 Electric Power Generating Plant
    (St. Anthony Falls Hydraulic Laboratory, 1985-12) Stefan, Heinz G.; Voigt, Richard L.; Lennington, James C.; Wetzel, Joseph M.; Bintz, David W.
    Sherco Unit 3 is a coal-fired electric power generation facility under construction for Northern States Power Company (NSP), Minneapolis, Minnesota. It is located near the town of Becker, Minnesota, on the Mississippi River approximately 40 miles northwest of Minneapolis. Upon completion, it will join Sherco Units 1 & 2, which have been on-line since the mid 1970's (Fig. l-l). For condenser cooling, the plant uses a closed cycle cooling water system with forced draft wet cooling towers. To compensate for water losses from evaporation and releases' to the Mississippi River, an intake structure with two pumps of 15,000 gpm capacity each is located on the Mississippi River. With the addition of Unit 3, it became necessary to increase the water withdrawal capacity of the system. All three units will share the existing river intake facility.
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    Field Flow Testing of Four Large Primary Influent Meters, Twin Cities Metro Waste Treatment Plan
    (St. Anthony Falls Hydraulic Laboratory, 1991-07) Voigt, Richard L.; Bauers, Curtis
    The St. Anthony Falls Hydraulic Laboratory performed field flow measurement tests on two large meters for the Metropolitan Waste Control Commission (MWCC) at the Metro Waste Treatment Plant in August and September 1990. These two 72-inch magnetic flow Dieters, designated MOOIA and MOOID, were retested by SAFHL in May and June 1991. After the earlier round of testing, the removal of considerable amounts of scum and grit from upstream. of the meters necessitated retesting in order to determine if the build-up had affected the accuracy of the meters. The tests were completed as a subcontract to James M. Montgomery Consulting Engineers, Inc., of Wayzata, Minnesota, with whom the MWCC had contracted to conduct an overall evaluation of these and other meters. The meters were tested using the dye dilution technique for which dye was injected just downstream. of gate 454. Continuous monitoring of the effluent and withdrawal of discrete samples was done at the metering tunnel discharge location into the east primary influent channel (See Fig. 1). Throughout the testing process all dye dilution samples were analyzed separately using fluorometers operated by both SAFHL and the research and deVelopment staff at the MWCC. Further insight into the dye dilution metering theory, as well as field procedures and complete results of the initial testing, may be found in the St. Anthony Falls Hydraulic Laboratory Project Report No. 311
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    Field Flow Testing of Six Large Venturi Meters
    (St. Anthony Falls Hydraulic Laboratory, 1991-02) Voigt, Richard L.; Bauers, Curtis W.
    The St. Anthony Falls Hydraulic Laboratory (SAFHL) performed field flow measurement tests for six large Venturi meters (MI00A, MI00B, MI0IA, MI0IB, MI02A, MI02B) owned and operated by the Metropolitan Waste Control Commission (MWCC), and installed in the 1930's. The MWCC oversees the collection and treatment of sanitary wastewater discharges in the Twin Cities Metropolitan area of Minnesota. The tests were completed as a subcontract to James M. Montgomery Consulting Engineers, Inc. (JMM), of Wayzata, Minnesota, with whom the MWCC had contracted to conduct an overall evaluation of the Venturi meters. Four of the six Venturi meters (Fig. 1) were located on the west bank of the Mississippi River, just upstream from the Lake Street bridge; two of these meters had throat diameters of 42 inches, with the other two having throat diameters of 25 inches. The two remaining meters (Fig. 2), each with a throat diameter of 25 inches, were located at the Minneapolis-St. Paul border, along the east bank of the Mississippi River.
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    Hydraulic Model Study of the Blue River Dam Power Plant, Penstock, and Outlet Works
    (St. Anthony Falls Laboratory, 1994-07) Voigt, Richard L.; Erickson, Benjamin; Ellis, Christopher R.
    The Stone and Webster Engineering Corporation (S&W) contracted with St. Anthony Falls Hydraulic Laboratory (SAFHL) to construct and test a physical hydraulic model of a modified stilling basin for the Blue River Dam Power Plant Project outlet works. This project was designed by Stone and Webster for the Eugene Water and Electric Board. Modification to the stilling basin was necessary to accommodate changes in the design of the outlet structure necessitated by the installation of hydroelectric power generating turbines. The basin is presently owned and operated as a flood control structure by the U.S. Army Corps of Engineers (COE). The facility is operated according to COE procedures within the general constraints of a reservoir water surface level of maximum 1357 ft MSL and minimum 1180 ft MSL, and between the minimum and maximum flows of 50 cis to 8400 cfs, respectively. Flow exiting the reservoir is controlled through gates located at the upstream end of a 2000 it long 18.5 diameter conduit. The downstream end of the conduit concludes in an open channel outfall into the existing stilling basin. The design scheme for the hydro facility involved modifying the outlet works to incorporate a multiple bay gated outlet structure and a bifurcation leading to the powerhouse. Modifications included pressurization of the penstock and outlet works necessitated by the combined usage of the flow conduit for both hydropower and flood discharge. The objective of the study was to perform comparative testing of the existing outlet works stilling basin and the proposed design. In this effort, the study evolved into five distinct phases of testing. The test results are summarized according to phases with the reason for and objectives of the next phase outlined in the conclusion of each existing phase. A summary of the various phases is as follows:
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    Hydraulic Model Study of the Market Avenue Retention Basin (MARB)
    (St. Anthony Falls Laboratory, 1998-12) Voigt, Richard L.; Tank, Julie A.
    This report presents the results of a physical model study of the Market Avenue Retention Basin (MARB) located in Orand Rapids, Michigan. The model study was conducted for Dell Engineering, Inc. and the City of Orand Rapids, MI. The MARB described herein is a combined sewer overflow retention basin located in Orand Rapids, MI. The facility consists of a pumping station with ten pumps and three retention basins. The sump is designed to function through a ten foot operating range, with an additional pump coming on-line with each one foot rise in the sump level. The water enters the first basin through any of the ten pumps and discharges into Basin Two through an outfall channel when the elevation reaches 622 ft. Basin Two is a large triangular shaped area with eight elevated channels that water is allowed to overtop and enter Basin Three. Because this is a combined sewer plant the number of pumps in operation, and hence the pumping rate, varies with the magnitude of the storm event. Each 'PU1Tt1' is'rated at 105 million gallons per day (MOD), giving the maximum basin capacity of 1050 MOD when all ten pumps are in operation. The initial scope of this study focused on the hydraulic efficiency of Basin Two as a secondary sedimentation basin. The objective was to determine if short-circuiting occurred, and if so, to test various baffle arrangements to mitigate the short-circuiting. During the assessment process, it became clear that in addition to its capacity as a settling compartment, Basin Two was also being used as a disinfection chamber. With this in mind, and since it is impOliant for disinfection to occur properly, sufficient chlorine contact time with all effluent is necessary. Since the model study of the existing facility confirmed that the necessary contact time was not being achieved, alternative baffle designs were developed to increase the residence time to that needed for satisfactory disinfection. The results of this model study illustrate the efficiency of Basin Two as a sedimentation basin as well as a retention basin for chlorine disinfection. The information obtained from the experiments is given in the results section of the report and except where noted, all data has been scaled to existing facility values. A forty-minute video presentation supplements this report. The video shows the experimental runs for the three most favorable baffle designs at both 30% and 100% of the design flow.
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    Hydraulic Modeling and Testing of Minneapolis and Metro WWTP East Influent Meter Improvements
    (St. Anthony Falls Laboratory, 2002-06) Thene, John R.; Voigt, Richard L.; Erickson, Benjamin
    1.1 Main Model Test Results: Minneapolis There were no problems found with the Minneapolis flow meter configuration. The meters operated as expected in the model and returned flow readings in close agreement with the measurements. 1.2 Main Model Test Results: Metro Plant The model of the Metro Plant flow meter configuration reproduced similar variations (errors) in meter output as were observed in the prototype. It was found that the probable cause of the variations was an air pocket that formed in the crown of the pipe just downstream of the meter. The meters are located just downstream of an aerated grit tank which is a source of entrained air in the wastewater stream. A second source of air is the entrainment that occurs as the grit channel effluent cascades over the effluent weir. These two sources of entrained air, would provide a continuous flow of air to the meter conduit. Bubbles reaching the roof would collect to form an air cavity. Interrupting the continuous accumulation of air, large volumes of air would periodically "burp" from the upstream end of the meter conduit; this was observed in the prototype and reproduced in the model. Such burping would change the flow area and velocity profile at the metering section as the air passed. However, the errors in meter output are believed to be more a result of the air pocket and its effect on the velocity profile, rather than the result of the intermittent burping. Small taps were installed in the crown of the model conduit and used to determine the location of the trapped air. Two vent stacks were installed in the model to release air and prevent formation of the air pocket. Meter accuracy was improved significantly with the vents in place, and the meters were shown to accurately represent the measured flow rate, even with air added to the flow. Thus venting is recommended as a necessary improvement.
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    Index Test of Unit #1 Prospect Powerhouse #2
    (St. Anthony Falls Laboratory, 1987-11) Voigt, Richard L.
    An index test was performed September 30 and October 1, 1987, on Unit #1 of Prospect Powerhouse #2, located near the town of Prospect, Oregon. The testing was requested by the American Hydro Corporation and was scheduled to be in conjunction with a possible runner upgrade of the facility. The facility owner is Pacific Power of Portland, Oregon. The primary personnel involved were: Mr. W. Colwill, of American Hydro Corporation; Messr's T. O'Conner and R. Landolt of Pacific Power; Mr. R. Voigt, Jr., of St. Anthony Falls Hydraulic Laboratory, University of Minnesota. Numerous Pac.1f1c Power maintenance and operational personnel were also involved. The purpose of an index tes,t is to determine the relative unit efficiency at various wicket gate positions. Through this type of testing the most efficient wicket gate position can be verified. This is typically determined by varying the wicket gate position from either full gate to closed gate or vice versa, in a series of small, usually 5 to 10%, increments. At each position, approximately 15 to 20 parameters are measured. Some of these parameters such as generator output and·relative flow measurement are used in the computation of the relative efficiency values, while others may affect turbine efficiency either directly or indirectly.
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    Movable Bed Physical Model of Howard Creek
    (St. Anthony Falls Hydraulic Laboratory, 1993-01) Voigt, Richard L.; Parker, Gary; Bauers, Curt; Toro-Escobar, Carlos
    St. Anthony Falls Hydraulic Laboratory was contracted by the West Virginia office of the U. S. Soil Conservation Service to construct and evaluate a physical scale hydraulic model of Howard Creek as it flows through White Sulphur Springs, West Virginia. The reach in question extends from the Garden Street bridge on the upstream end to just past the Greenbrier Avenue bridge on the downstream end. This reach is subject to periodic flooding and has several complicating features. The complications include the confluence of Dry Creek just upstream of Big Draft Road near midreach, a substantial change in slope from approximately 0.00405 to 0.00151 near this confluence, and a corresponding change in sediment size distribution progressing downstream. In addition, the entire reach is closely surrounded by private residences as well as some commercial and public buildings. The Soil Conservation Service is proposing channel modifications designed to reduce flooding in this reach. This study primarily evaluates performance of the proposed design with regard to sediment scour and deposition, and bank protection performance under conditions of both sediment deficient and sediment surplus, for each of 2-year, 10-year, and 100-year floods. (Please note that throughout the report the words starved or deficient are used interchangeably.) This report covers the model design, model construction, the choice and sizing of suitable model sediment and riprap, calibration of the model, testing, modifications, and conclusions.