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Modeling Stormwater Basins for Potential Retrofit Designs: An Update
Outflow structures for stormwater detention basins can vary widely within a single watershed. The designs are often left to the whim of the local engineer. Often the outflow calculations rely on generic weir coefficients, which may not be applicable in all situations. This research attempts to (1) discern the performance and efficiency of various typical and atypical weir shapes, and (2) determine more accurate weir coefficients for all types and combinations of outlet weir configurations. To accomplish this task, a scale model of a stormwater detention basin was constructed with removable outlet weirs. The physical model was calibrated using typical weir structures (e.g. rectangular, V-notch, submerged orifice, etc.) in which accepted numerical models exist to calculate outflow discharge. Empirical stage-discharge relationships were then calculated for the atypical weir structures (e.g. stepped notch, combinations of typical shapes, etc.). These results were compared with theoretical calculations and numerical outputs from common commercial software. Preliminary results have shown support for the need to better quantify weir coefficients for stormwater detention basin design. These results have also shown that low-flow outlets affect the flow performance of weirs, thus the typically assumed values of these coefficients may be incorrect. The extent of this effect has been analyzed using the physical model. Additionally, the correlation of weir coefficients between typical and atypical weir structures has been analyzed through the physical model. Currently, these atypical weir structures do not have known weir coefficients. The atypical weirs simulated herein represent the range of outlet structure designs located in the Upper Mantua Creek watershed, Gloucester County, New Jersey. This area of New Jersey has experienced large urban growth in the past 40 years, and many of the existing basins were not designed for the current runoff volumes they experience. Within this 7.3 square mile watershed, there are currently 61 stormwater basins and more than 50 different outlet structure designs. The ability of each stormwater basin to pass or detain a given flow event can now be determined empirically. From these data, appropriate retrofit designs and management strategies can be implemented.
Modeling Stormwater Basins for Potential Retrofit Designs: An Update
Outflow structures for stormwater detention basins can vary widely within a single watershed. The designs are often left to the whim of the local engineer. Often the outflow calculations rely on generic weir coefficients, which may not be applicable in all situations. This research attempts to (1) discern the performance and efficiency of various typical and atypical weir shapes, and (2) determine more accurate weir coefficients for all types and combinations of outlet weir configurations. To accomplish this task, a scale model of a stormwater detention basin was constructed with removable outlet weirs. The physical model was calibrated using typical weir structures (e.g. rectangular, V-notch, submerged orifice, etc.) in which accepted numerical models exist to calculate outflow discharge. Empirical stage-discharge relationships were then calculated for the atypical weir structures (e.g. stepped notch, combinations of typical shapes, etc.). These results were compared with theoretical calculations and numerical outputs from common commercial software. Preliminary results have shown support for the need to better quantify weir coefficients for stormwater detention basin design. These results have also shown that low-flow outlets affect the flow performance of weirs, thus the typically assumed values of these coefficients may be incorrect. The extent of this effect has been analyzed using the physical model. Additionally, the correlation of weir coefficients between typical and atypical weir structures has been analyzed through the physical model. Currently, these atypical weir structures do not have known weir coefficients. The atypical weirs simulated herein represent the range of outlet structure designs located in the Upper Mantua Creek watershed, Gloucester County, New Jersey. This area of New Jersey has experienced large urban growth in the past 40 years, and many of the existing basins were not designed for the current runoff volumes they experience. Within this 7.3 square mile watershed, there are currently 61 stormwater basins and more than 50 different outlet structure designs. The ability of each stormwater basin to pass or detain a given flow event can now be determined empirically. From these data, appropriate retrofit designs and management strategies can be implemented.
Modeling Stormwater Basins for Potential Retrofit Designs: An Update
Headley, R. R. (author) / Wyrick, J. R. (author)
World Environmental and Water Resources Congress 2010 ; 2010 ; Providence, Rhode Island, United States
2010-05-14
Conference paper
Electronic Resource
English
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