Unit Hydrograph: Difference between revisions
Rmanwaring (talk | contribs) No edit summary |
No edit summary |
||
| (3 intermediate revisions by 3 users not shown) | |||
| Line 1: | Line 1: | ||
<!-- Delete any sections that are not necessary to your topic. Add pictures/sections as needed --> | <!-- Delete any sections that are not necessary to your topic. Add pictures/sections as needed --> | ||
__NOTOC__ | __NOTOC__ | ||
[[Category:Rainfall Runoff Modeling]] | |||
---- | ---- | ||
<!-- Introductory paragraph or topic page summary --> | <!-- Introductory paragraph or topic page summary --> | ||
“In the 1930’s, L.K. Sherman (Sherman 1932, 1940) advanced the theory of the unit hydrograph, or unit graph. The unit hydrograph procedure assumes that discharge at any time is proportional to the volume of runoff and that time factors affecting hydrograph shape are constant”.<ref name="NEH210-630-16">[[National Engineering Handbook: Chapter 16 - Hydrographs | National Engineering Handbook: Chapter 16 - Hydrographs, NRCS, 2007]]</ref> | “In the 1930’s, L.K. Sherman (Sherman 1932, 1940) advanced the theory of the unit hydrograph, or unit graph. The unit hydrograph procedure assumes that discharge at any time is proportional to the volume of runoff and that time factors affecting hydrograph shape are constant”.<ref name="NEH210-630-16">[[National Engineering Handbook: Chapter 16 - Hydrographs | National Engineering Handbook: Chapter 16 - Hydrographs, NRCS, 2007]]</ref> | ||
“Field data and laboratory tests have shown that the assumption of a linear relationship among watershed components is not strictly true. The nonlinear relationships have not been investigated sufficiently to ascertain their effects on a synthetic hydrograph. | “Field data and laboratory tests have shown that the assumption of a linear relationship among watershed components is not strictly true. The nonlinear relationships have not been investigated sufficiently to ascertain their effects on a synthetic hydrograph.”<ref name="NEH210-630-16" /> | ||
“Many variables are integrated into the shape of a unit hydrograph. Since a dimensionless unit hydrograph is used and the only parameters readily available from field data are drainage area and time of concentration, consideration should be given to dividing the watershed into hydrologic units of uniformly shaped areas. These subareas, it at all possible, should have a homogeneous land use and approximately the same size. To assure that all contributing subareas are adequately represented, it is suggested that no subarea exceed 20 square miles in area and that the ratio of the largest to smallest drainage area not exceed 10”.<ref name="NEH210-630-16" /> | “Many variables are integrated into the shape of a unit hydrograph. Since a dimensionless unit hydrograph is used and the only parameters readily available from field data are drainage area and time of concentration, consideration should be given to dividing the watershed into hydrologic units of uniformly shaped areas. These subareas, it at all possible, should have a homogeneous land use and approximately the same size. To assure that all contributing subareas are adequately represented, it is suggested that no subarea exceed 20 square miles in area and that the ratio of the largest to smallest drainage area not exceed 10”.<ref name="NEH210-630-16" /> | ||
==Best Practices Resources== | ==Best Practices Resources== | ||
{{Document Icon}} [[National Engineering Handbook: Chapter 4 - Storm Rainfall Depth and Distribution | Engineering Handbook: Chapter 4 - Storm Rainfall Depth and Distribution | {{Document Icon}} [[National Engineering Handbook: Chapter 4 - Storm Rainfall Depth and Distribution | Engineering Handbook: Chapter 4 - Storm Rainfall Depth and Distribution, NRCS]] | ||
{{Document Icon}} [[National Engineering Handbook: Chapter | {{Document Icon}} [[National Engineering Handbook: Chapter 21 - Design Hydrographs | National Engineering Handbook: Chapter 21- Design Hydrographs, NRCS]] | ||
{{Document Icon}} [[National Engineering Handbook: Chapter | {{Document Icon}} [[National Engineering Handbook: Chapter 15 - Time of Concentration | National Engineering Handbook: Chapter 15- Time of Concentration, NRCS]] | ||
{{Document Icon}} [[National Engineering Handbook: Chapter | {{Document Icon}} [[National Engineering Handbook: Chapter 16 - Hydrographs | National Engineering Handbook: Chapter 16- Hydrographs, NRCS]] | ||
{{Document Icon}} [[Flood Hydrology Manual | Flood Hydrology Manual | {{Document Icon}} [[Flood Hydrology Manual | Flood Hydrology Manual, USBR]] | ||
<!-- In the location of an in text citation, simply enclose the citation as follows: <ref> citation </ref>. Citations will automatically populate. Learn more at https://www.mediawiki.org/wiki/Help:Cite. --> | <!-- In the location of an in text citation, simply enclose the citation as follows: <ref> citation </ref>. Citations will automatically populate. Learn more at https://www.mediawiki.org/wiki/Help:Cite. --> | ||
{{Citations}} | {{Citations}} | ||
Latest revision as of 16:27, 28 July 2023
“In the 1930’s, L.K. Sherman (Sherman 1932, 1940) advanced the theory of the unit hydrograph, or unit graph. The unit hydrograph procedure assumes that discharge at any time is proportional to the volume of runoff and that time factors affecting hydrograph shape are constant”.[1]
“Field data and laboratory tests have shown that the assumption of a linear relationship among watershed components is not strictly true. The nonlinear relationships have not been investigated sufficiently to ascertain their effects on a synthetic hydrograph.”[1]
“Many variables are integrated into the shape of a unit hydrograph. Since a dimensionless unit hydrograph is used and the only parameters readily available from field data are drainage area and time of concentration, consideration should be given to dividing the watershed into hydrologic units of uniformly shaped areas. These subareas, it at all possible, should have a homogeneous land use and approximately the same size. To assure that all contributing subareas are adequately represented, it is suggested that no subarea exceed 20 square miles in area and that the ratio of the largest to smallest drainage area not exceed 10”.[1]
Best Practices Resources
Engineering Handbook: Chapter 4 - Storm Rainfall Depth and Distribution, NRCS
National Engineering Handbook: Chapter 21- Design Hydrographs, NRCS
National Engineering Handbook: Chapter 15- Time of Concentration, NRCS
National Engineering Handbook: Chapter 16- Hydrographs, NRCS
Citations: