Management of imperiled mammals associated with aquatic ecosystems in the southeastern United States ranges from almost no management for some species to intensive, high-profile programs for others. Aquatic mammals are notoriously difficult to census because they are often secretive, trap-wary, relatively rare, or have extensive movement patterns. As a result, conservation efforts aimed at these animals often have been greatly hampered by a general lack of comprehensive population data. Historically, certain high-profile, \"flagship\" species have been the primary beneficiaries of management efforts. One of the earliest examples involves beaver, Castor canadensis, which had been reduced to a low ebb due to unregulated harvest and were subsequently live-trapped by state game officials in the 1940s and repatriated throughout the southeastern states. The success of this restocking program has exceeded expectations, and today beaver numbers have reached what many consider to be nuisance proportions in most states. Similar restocking stories can be told for muskrats (Ondatra zibethicus) and, to a limited extent, for river otters (Lutra canadensis).
\nUnfortunately, other imperiled species of lesser economic or recreational value have not been as fortunate. Efforts to conserve these lower-profile species have been minimal or conservation problems so immense that their complete recovery has been unsuccessful. Wilson (1992) suggested that 20 percent of all species on earth may be lost to extinction in the next four decades. If this disaster should occur, it would rival the greatest geological extinction episodes. Certainly, conservationists need to explore new methods for preserving mammalian diversity.
\nIn this chapter we will discuss the resource management history of aquatic mammals which are imperiled in the Southeast. In doing so we define an aquatic mammal as any mammal that is directly or indirectly associated with aquatic ecosystems. Imperiled mammals are any mammalian species, subspecies, or population listed as endangered, threatened, or of special concern on any state or federal list, and also includes mammals experiencing long-term population declines or significant range contractions.
\n","largerWorkType":{"id":4,"text":"Book"},"largerWorkTitle":"Aquatic fauna in peril: The southeastern perspective (Southeast Aquatic Research Institute special publication, 1)","largerWorkSubtype":{"id":15,"text":"Monograph"},"language":"English","publisher":"Lenz Design and Communications","usgsCitation":"Clark, J.D., and Harvey, M.J., 1997, Imperiled mammalian fauna of aquatic ecosystems in the Southeast: A management perspective, chap. 15 of Aquatic fauna in peril: The southeastern perspective (Southeast Aquatic Research Institute special publication, 1), p. 357-374.","productDescription":"18 p.","startPage":"357","endPage":"374","numberOfPages":"18","onlineOnly":"N","additionalOnlineFiles":"N","costCenters":[{"id":365,"text":"Leetown Science Center","active":true,"usgs":true},{"id":481,"text":"Northern Rocky Mountain Science Center","active":true,"usgs":true}],"links":[{"id":127249,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"},{"id":320343,"rank":1,"type":{"id":15,"text":"Index Page"},"url":"https://www.sherpaguides.com/southeast/aquatic_fauna/chapter_15/index.html"}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a04e4b07f02db5f84f4","contributors":{"editors":[{"text":"Benz, G.W.","contributorId":113128,"corporation":false,"usgs":true,"family":"Benz","given":"G.W.","email":"","affiliations":[],"preferred":false,"id":505566,"contributorType":{"id":2,"text":"Editors"},"rank":1},{"text":"Collins, D.E.","contributorId":112270,"corporation":false,"usgs":true,"family":"Collins","given":"D.E.","email":"","affiliations":[],"preferred":false,"id":505565,"contributorType":{"id":2,"text":"Editors"},"rank":2}],"authors":[{"text":"Clark, J. D.","contributorId":85911,"corporation":false,"usgs":true,"family":"Clark","given":"J.","email":"","middleInitial":"D.","affiliations":[],"preferred":false,"id":298960,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Harvey, M. J.","contributorId":60148,"corporation":false,"usgs":true,"family":"Harvey","given":"M.","email":"","middleInitial":"J.","affiliations":[],"preferred":false,"id":298959,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":70246337,"text":"70246337 - 1997 - Precambrian to modern manganese mineralization: Changes in ore type and depositional environment","interactions":[],"lastModifiedDate":"2023-07-06T10:52:09.888642","indexId":"70246337","displayToPublicDate":"1996-12-03T11:54:24","publicationYear":"1997","noYear":false,"publicationType":{"id":2,"text":"Article"},"publicationSubtype":{"id":10,"text":"Journal Article"},"seriesTitle":{"id":1791,"text":"Geological Society, London, Special Publications","active":true,"publicationSubtype":{"id":10}},"title":"Precambrian to modern manganese mineralization: Changes in ore type and depositional environment","docAbstract":"
No abstract available.
","language":"English","publisher":"Geological Society of London","doi":"10.1144/GSL.SP.1997.119.01.01","usgsCitation":"Nicholson, K., Hein, J.R., Buhn, B., and Dasgupta, S., 1997, Precambrian to modern manganese mineralization: Changes in ore type and depositional environment: Geological Society, London, Special Publications, v. 119, p. 1-3, https://doi.org/10.1144/GSL.SP.1997.119.01.01.","productDescription":"3 p.","startPage":"1","endPage":"3","costCenters":[{"id":520,"text":"Pacific Coastal and Marine Science Center","active":true,"usgs":true}],"links":[{"id":418693,"rank":1,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"}],"volume":"119","noUsgsAuthors":false,"publicationDate":"1996-12-03","publicationStatus":"PW","contributors":{"authors":[{"text":"Nicholson, Keith","contributorId":315564,"corporation":false,"usgs":false,"family":"Nicholson","given":"Keith","email":"","affiliations":[],"preferred":false,"id":876898,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Hein, James R. 0000-0002-5321-899X jhein@usgs.gov","orcid":"https://orcid.org/0000-0002-5321-899X","contributorId":140835,"corporation":false,"usgs":true,"family":"Hein","given":"James","email":"jhein@usgs.gov","middleInitial":"R.","affiliations":[{"id":520,"text":"Pacific Coastal and Marine Science Center","active":true,"usgs":true}],"preferred":true,"id":876899,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Buhn, Bernhard","contributorId":315565,"corporation":false,"usgs":false,"family":"Buhn","given":"Bernhard","email":"","affiliations":[],"preferred":false,"id":876900,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Dasgupta, Somnath","contributorId":315566,"corporation":false,"usgs":false,"family":"Dasgupta","given":"Somnath","email":"","affiliations":[],"preferred":false,"id":876901,"contributorType":{"id":1,"text":"Authors"},"rank":4}]}} ,{"id":29967,"text":"wri964150 - 1997 - Physical and chemical characteristics of Terrace Reservoir, Conejos County, Colorado, May 1994 through May 1995","interactions":[{"subject":{"id":29966,"text":"wri964150_1996 - 1996 - Physical and chemical characteristics of Terrace Reservoir, Conejos County, Colorado, May 1994 through May 1995; interim report","indexId":"wri964150_1996","publicationYear":"1996","noYear":false,"title":"Physical and chemical characteristics of Terrace Reservoir, Conejos County, Colorado, May 1994 through May 1995; interim report"},"predicate":"SUPERSEDED_BY","object":{"id":29967,"text":"wri964150 - 1997 - Physical and chemical characteristics of Terrace Reservoir, Conejos County, Colorado, May 1994 through May 1995","indexId":"wri964150","publicationYear":"1997","noYear":false,"title":"Physical and chemical characteristics of Terrace Reservoir, Conejos County, Colorado, May 1994 through May 1995"},"id":1}],"lastModifiedDate":"2025-07-22T14:16:12.12629","indexId":"wri964150","displayToPublicDate":"1996-12-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":342,"text":"Water-Resources Investigations Report","code":"WRI","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"96-4150","title":"Physical and chemical characteristics of Terrace Reservoir, Conejos County, Colorado, May 1994 through May 1995","docAbstract":"Terrace Reservoir receives drainage of low-pH, metal-enriched water from mineralized areas, including the Summitville Mine, within the Alamosa River Basin. Drainage from the Summitville Mine has contributed a substantial part of the metal load to Terrace Reservoir. From May 1994 through May 1995, a study was done by the U.S. Geological Survey, in cooperation with the U.S. Environmental Protection Agency, to evaluate the physical and chemical characteristics of Terrace Reservoir.
Terrace Reservoir was thermally stratified from about mid-May through August 1994. Thermal stratification was absent from September\\x111994through March 1995. During periods of stratification, underflow of the Alamosa River was predominant, and residence times of the underflow were shortened by 40 to 75\\x11percent of the theoretical residence times for a well-mixed reservoir. Transport and deposition of suspended solids in Terrace Reservoir varied spatially and temporally. Most of the suspended solids were deposited in Terrace Reservoir. The concentration of dissolved oxygen in the reservoir varied little spatially or temporally and generally was within a few tenths of the dissolved-oxygen concentration of the inflow. The pH of water in the reservoir generally ranged from about 4.0 to about 7.0, depending on date, depth, and location. The largest pH values were measured during May. A markeddecrease of about 1.5\\x11pH units occurred at site T5 in the reservoir about mid-June. The pH of the reservoir remained at or below 5.5 from mid-June through November.
Dissolved-metal concentrations varied spatially and temporally in response to several factors, which included inflow characteristics, reservoir stratification and mixing, inflow-routing and flow-through patterns, residence times, sedimentation, dissolved oxygen, and pH.Inflow chemistry is the dominant controlling factor of metal chemistry within Terrace Reservoir.During periods of stratification, large vertical variations in metal concentrations occurred. The highest metal concentrations in the reservoir generally were measured in the hypolimnion between June and August. During June, epilimnetic water of the reservoir had pH values greater than 6.0, and metal concentrations were lower than hypolimnetic concentrations. In the hypolimnion, pH values were less than 5.5. The difference between the chemistry of the epilimnion and the hypolimnion was due to differences in flow routing and residence times of water in those respective layers. The dissolved-metal concentrations were larger during July and August than during June.During September, small vertical variations in metalconcentrations occurred, and the dissolved-metal concentrations were nearly equivalent to the average August metal concentrations, indicatingthat the metal concentrations measured during September resulted largely from reservoir mixing.During March, the largest metal concentrationsoccurred in the epilimnion, where pH was about 5.5; in the hypolimnion, where the pH was about 6.0, dissolved-metal concentrations were substantially lower and reflected inflow concentrations.
","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/wri964150","collaboration":"Prepared in cooperation with the Environmental Protection Agency","usgsCitation":"Stogner, Edelmann, P., and Walton-Day, K., 1997, Physical and chemical characteristics of Terrace Reservoir, Conejos County, Colorado, May 1994 through May 1995 (Revision - 1997): U.S. Geological Survey Water-Resources Investigations Report 96-4150, iv, 34 p., https://doi.org/10.3133/wri964150.","productDescription":"iv, 34 p.","costCenters":[],"links":[{"id":58781,"rank":2,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1996/4150/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":125058,"rank":1,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1996/4150/report-thumb.jpg"}],"country":"United States","state":"Colorado","county":"Conejos County","otherGeospatial":"Terrace 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","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr95802","issn":"0094-9140","usgsCitation":"Yerkes, R., and Campbell, R.H., 1997, Preliminary geologic map of the Fillmore 7.5' quadrangle, Southern California: A digital database: U.S. Geological Survey Open-File Report 95-802, Readme: PDF, 11 p.; Readme: TXT; All database files; Geology; Structure; Wells; Composite base map, https://doi.org/10.3133/ofr95802.","productDescription":"Readme: PDF, 11 p.; Readme: TXT; All database files; Geology; Structure; Wells; Composite base map","numberOfPages":"11","additionalOnlineFiles":"Y","costCenters":[{"id":312,"text":"Geology, Minerals, Energy, and Geophysics Science Center","active":true,"usgs":true}],"links":[{"id":284127,"rank":7,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr95802.jpg"},{"id":284125,"rank":1,"type":{"id":7,"text":"Companion Files"},"url":"https://pubs.usgs.gov/of/1995/0802/fl-topo.e00.gz"},{"id":284124,"rank":2,"type":{"id":7,"text":"Companion Files"},"url":"https://pubs.usgs.gov/of/1995/0802/fl-wells.e00.gz"},{"id":284123,"rank":3,"type":{"id":7,"text":"Companion Files"},"url":"https://pubs.usgs.gov/of/1995/0802/fl-strc.e00.gz"},{"id":284120,"rank":6,"type":{"id":20,"text":"Read Me"},"url":"https://pubs.usgs.gov/of/1995/0802/pdf/of95-802.pdf"},{"id":284122,"rank":4,"type":{"id":7,"text":"Companion Files"},"url":"https://pubs.usgs.gov/of/1995/0802/fl-geol.e00.gz"},{"id":284121,"rank":5,"type":{"id":7,"text":"Companion Files"},"url":"https://pubs.usgs.gov/of/1995/0802/fill.tar.gz"},{"id":7655,"rank":8,"type":{"id":15,"text":"Index Page"},"url":"https://pubs.usgs.gov/of/1995/0802/","linkFileType":{"id":5,"text":"html"}}],"country":"United States","state":"California","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -119.0,34.375 ], [ -119.0,34.5 ], [ -118.875,34.5 ], [ -118.875,34.375 ], [ -119.0,34.375 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b02e4b07f02db698aa9","contributors":{"authors":[{"text":"Yerkes, R.F.","contributorId":105752,"corporation":false,"usgs":true,"family":"Yerkes","given":"R.F.","affiliations":[],"preferred":false,"id":192820,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Campbell, R. H.","contributorId":52160,"corporation":false,"usgs":true,"family":"Campbell","given":"R.","email":"","middleInitial":"H.","affiliations":[],"preferred":false,"id":192819,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":70197283,"text":"70197283 - 1997 - Implications of new gravity data collected over the Wilkes Subglacial Basin, East Antarctica","interactions":[],"lastModifiedDate":"2018-05-25T11:37:00","indexId":"70197283","displayToPublicDate":"1995-12-31T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":24,"text":"Conference Paper"},"publicationSubtype":{"id":19,"text":"Conference Paper"},"title":"Implications of new gravity data collected over the Wilkes Subglacial Basin, East Antarctica","docAbstract":"No abstract available.
","largerWorkType":{"id":24,"text":"Conference Paper"},"largerWorkTitle":"Proceedings of the Symposium: The Antarctic region: Geological evolution and processes","conferenceTitle":"VII International Symposium on Antarctic Earth Sciences 1995","conferenceDate":"September 10-15, 1995","conferenceLocation":"Siena, IT","language":"English","publisher":"Terra Antartica Publication","publisherLocation":"Siena, IT","usgsCitation":"Hackney, R., ten Brink, U., Bannister, S., and Stern, T., 1997, Implications of new gravity data collected over the Wilkes Subglacial Basin, East Antarctica, in Proceedings of the Symposium: The Antarctic region: Geological evolution and processes, Siena, IT, September 10-15, 1995, p. 177-180.","productDescription":"4 p.","startPage":"177","endPage":"180","costCenters":[{"id":678,"text":"Woods Hole Coastal and Marine Science Center","active":true,"usgs":true}],"links":[{"id":354499,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"5b159759e4b092d9651e2233","contributors":{"authors":[{"text":"Hackney, R.I.","contributorId":41607,"corporation":false,"usgs":true,"family":"Hackney","given":"R.I.","email":"","affiliations":[],"preferred":false,"id":736534,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"ten Brink, Uri S. 0000-0001-6858-3001 utenbrink@usgs.gov","orcid":"https://orcid.org/0000-0001-6858-3001","contributorId":127560,"corporation":false,"usgs":true,"family":"ten Brink","given":"Uri S.","email":"utenbrink@usgs.gov","affiliations":[{"id":186,"text":"Coastal and Marine Geology Program","active":true,"usgs":true},{"id":678,"text":"Woods Hole Coastal and Marine Science Center","active":true,"usgs":true}],"preferred":false,"id":736535,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Bannister, S.","contributorId":40355,"corporation":false,"usgs":true,"family":"Bannister","given":"S.","email":"","affiliations":[],"preferred":false,"id":736536,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Stern, T.A.","contributorId":53544,"corporation":false,"usgs":true,"family":"Stern","given":"T.A.","email":"","affiliations":[],"preferred":false,"id":736537,"contributorType":{"id":1,"text":"Authors"},"rank":4}]}} ,{"id":21500,"text":"ofr9590 - 1997 - Preliminary geologic map of the Canoga Park 7.5' Quadrangle, southern California: A digital database","interactions":[],"lastModifiedDate":"2024-07-30T18:21:09.957386","indexId":"ofr9590","displayToPublicDate":"1995-07-01T07:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"95-90","title":"Preliminary geologic map of the Canoga Park 7.5' Quadrangle, southern California: A digital database","docAbstract":"No abstract available.
","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr9590","usgsCitation":"Yerkes, R., and Campbell, R., 1997, Preliminary geologic map of the Canoga Park 7.5' Quadrangle, southern California: A digital database: U.S. Geological Survey Open-File Report 95-90, 12 p., https://doi.org/10.3133/ofr9590.","productDescription":"12 p.","costCenters":[],"links":[{"id":7861,"rank":4,"type":{"id":16,"text":"Metadata"},"url":"https://geo-nsdi.er.usgs.gov/metadata/open-file/95-90/metadata.faq.html","linkFileType":{"id":5,"text":"html"}},{"id":431630,"rank":5,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1995/0090/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":400190,"rank":2,"type":{"id":36,"text":"NGMDB Index Page"},"url":"https://ngmdb.usgs.gov/Prodesc/proddesc_22960.htm"},{"id":154596,"rank":1,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/of/1995/0090/report-thumb.jpg"},{"id":7860,"rank":3,"type":{"id":15,"text":"Index Page"},"url":"https://pubs.usgs.gov/of/1995/of95-090/","linkFileType":{"id":5,"text":"html"}}],"country":"United States","state":"California","otherGeospatial":"Canoga Park 7.5' quadrangle","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"type\": \"Polygon\",\n \"coordinates\": [\n [\n [\n -118.5,\n 34.125\n ],\n [\n -118.625,\n 34.125\n ],\n [\n -118.625,\n 34.25\n ],\n [\n -118.5,\n 34.25\n ],\n [\n -118.5,\n 34.125\n ]\n ]\n ]\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4aafe4b07f02db66cc08","contributors":{"authors":[{"text":"Yerkes, R.F.","contributorId":105752,"corporation":false,"usgs":true,"family":"Yerkes","given":"R.F.","affiliations":[],"preferred":false,"id":184548,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Campbell, Russell H.","contributorId":91074,"corporation":false,"usgs":true,"family":"Campbell","given":"Russell H.","affiliations":[],"preferred":false,"id":184547,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":70198134,"text":"70198134 - 1997 - Gas bubble disease monitoring and research of juvenile salmonids","interactions":[],"lastModifiedDate":"2018-07-17T14:05:32","indexId":"70198134","displayToPublicDate":"1995-01-11T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":4,"text":"Other Government Series"},"title":"Gas bubble disease monitoring and research of juvenile salmonids","docAbstract":"No abstract available
","language":"English","publisher":"U.S. Department of Energy, Bonneville Power Administration","usgsCitation":"Maule, A.G., Beeman, J.W., Hans, K., Mesa, M.G., Haner, P.V., and Warren, J., 1997, Gas bubble disease monitoring and research of juvenile salmonids, iii, 68 p.","productDescription":"iii, 68 p.","startPage":"1","endPage":"74","numberOfPages":"74","costCenters":[{"id":654,"text":"Western Fisheries Research Center","active":true,"usgs":true}],"links":[{"id":355734,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"},{"id":355715,"rank":1,"type":{"id":6,"text":"Chapter"},"url":"https://digital.library.unt.edu/ark:/67531/metadc691875/m2/1/high_res_d/621867.pdf"}],"country":"United States","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"5b98e358e4b0702d0e848e1e","contributors":{"authors":[{"text":"Maule, Alec G. amaule@usgs.gov","contributorId":2606,"corporation":false,"usgs":true,"family":"Maule","given":"Alec","email":"amaule@usgs.gov","middleInitial":"G.","affiliations":[{"id":654,"text":"Western Fisheries Research Center","active":true,"usgs":true}],"preferred":true,"id":740188,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Beeman, John W. jbeeman@usgs.gov","contributorId":2646,"corporation":false,"usgs":true,"family":"Beeman","given":"John","email":"jbeeman@usgs.gov","middleInitial":"W.","affiliations":[{"id":654,"text":"Western Fisheries Research Center","active":true,"usgs":true}],"preferred":true,"id":740189,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Hans, K.M.","contributorId":101835,"corporation":false,"usgs":true,"family":"Hans","given":"K.M.","email":"","affiliations":[],"preferred":false,"id":740190,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Mesa, M. G.","contributorId":117330,"corporation":false,"usgs":true,"family":"Mesa","given":"M.","email":"","middleInitial":"G.","affiliations":[],"preferred":false,"id":740191,"contributorType":{"id":1,"text":"Authors"},"rank":4},{"text":"Haner, Philip V. 0000-0001-6940-487X phaner@usgs.gov","orcid":"https://orcid.org/0000-0001-6940-487X","contributorId":2364,"corporation":false,"usgs":true,"family":"Haner","given":"Philip","email":"phaner@usgs.gov","middleInitial":"V.","affiliations":[{"id":654,"text":"Western Fisheries Research Center","active":true,"usgs":true}],"preferred":true,"id":740192,"contributorType":{"id":1,"text":"Authors"},"rank":5},{"text":"Warren, Joe jwarren@usgs.gov","contributorId":149764,"corporation":false,"usgs":true,"family":"Warren","given":"Joe","email":"jwarren@usgs.gov","affiliations":[{"id":654,"text":"Western Fisheries Research Center","active":true,"usgs":true}],"preferred":true,"id":740193,"contributorType":{"id":1,"text":"Authors"},"rank":6}]}} ,{"id":70197139,"text":"70197139 - 1997 - Delineating and monitoring habitat management units in a temperate deep-water marine protected area","interactions":[],"lastModifiedDate":"2018-05-18T11:09:58","indexId":"70197139","displayToPublicDate":"1994-12-31T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":24,"text":"Conference Paper"},"publicationSubtype":{"id":19,"text":"Conference Paper"},"title":"Delineating and monitoring habitat management units in a temperate deep-water marine protected area","docAbstract":"No abstract available.
","largerWorkType":{"id":24,"text":"Conference Paper"},"largerWorkTitle":"Linking Protected Areas with Working Landscapes, Conserving Biodiversity: Science and Management of Protected Areas Association","largerWorkSubtype":{"id":19,"text":"Conference Paper"},"language":"English","publisher":"Science and Management of Protected Areas Association","usgsCitation":"Auster, P., Michalopoulos, C., Valentine, P.C., and Malatesta, R., 1997, Delineating and monitoring habitat management units in a temperate deep-water marine protected area, in Linking Protected Areas with Working Landscapes, Conserving Biodiversity: Science and Management of Protected Areas Association, p. 169-185.","productDescription":"17 p.","startPage":"169","endPage":"185","costCenters":[{"id":678,"text":"Woods Hole Coastal and Marine Science Center","active":true,"usgs":true}],"links":[{"id":354305,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"5aff1b0ae4b0da30c1bfd4e6","contributors":{"editors":[{"text":"Munro, N.W.P.","contributorId":205032,"corporation":false,"usgs":false,"family":"Munro","given":"N.W.P.","email":"","affiliations":[],"preferred":false,"id":735801,"contributorType":{"id":2,"text":"Editors"},"rank":1},{"text":"Willison, J.H. Martin","contributorId":112468,"corporation":false,"usgs":true,"family":"Willison","given":"J.H.","email":"","middleInitial":"Martin","affiliations":[],"preferred":false,"id":735802,"contributorType":{"id":2,"text":"Editors"},"rank":2}],"authors":[{"text":"Auster, P.J.","contributorId":99323,"corporation":false,"usgs":true,"family":"Auster","given":"P.J.","email":"","affiliations":[],"preferred":false,"id":735797,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Michalopoulos, C.","contributorId":205031,"corporation":false,"usgs":false,"family":"Michalopoulos","given":"C.","email":"","affiliations":[],"preferred":false,"id":735798,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Valentine, Page C. 0000-0002-0485-6266 pvalentine@usgs.gov","orcid":"https://orcid.org/0000-0002-0485-6266","contributorId":1947,"corporation":false,"usgs":true,"family":"Valentine","given":"Page","email":"pvalentine@usgs.gov","middleInitial":"C.","affiliations":[{"id":678,"text":"Woods Hole Coastal and Marine Science Center","active":true,"usgs":true}],"preferred":true,"id":735799,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Malatesta, R.J.","contributorId":97659,"corporation":false,"usgs":true,"family":"Malatesta","given":"R.J.","affiliations":[],"preferred":false,"id":735800,"contributorType":{"id":1,"text":"Authors"},"rank":4}]}} ,{"id":49868,"text":"ofr974 - 1997 - Level II scour analysis for Bridge 6 (BRISVT01160006) on State Highway 116, crossing Little Notch Brook, Bristol, Vermont","interactions":[],"lastModifiedDate":"2013-12-20T15:26:50","indexId":"ofr974","displayToPublicDate":"1994-01-01T07:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-4","title":"Level II scour analysis for Bridge 6 (BRISVT01160006) on State Highway 116, crossing Little Notch Brook, Bristol, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBRISVT01160006 on State Route 116 crossing the Little Notch Brook, Bristol, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.\nThe site is in the Green Mountain section of the New England physiographic province of \nWest-central Vermont in the town of Bristol. The 8.59-mi2\n drainage area is in a \npredominantly rural and forested basin. In the vicinity of the study site, the surface cover is \ndense forest except for the downstream left side, which is row crops. \nIn the study area, Little Notch Brook has a sinuous channel with a slope of approximately \n0.005 ft/ft, an average channel top width of 32 ft and an average channel depth of 4 ft. The \npredominant channel bed material is sand and gravel with a median grain size (D50\n) of 17.4 \nmm (0.0570 ft). The geomorphic assessment at the time of the Level I and Level II site visit \non June 13, 1996, indicated that the reach was laterally unstable. The sinuous configuration \nof the channel with fine bed and bank material, a sharp channel bend upstream, and point \nbars and cut-banks upstream and downstream of this site are among the primary \ncharacteristics, which suggest lateral instability. \nIn addition, there is evidence of streambed degradation at this site. A large eddy was noted \nat the location where Little Notch Brook enters the New Haven River about 100 feet \ndownstream. There was a large scour hole noted at the location of the eddy, which is likely \nto remove streambed material at least as quickly as supplied from upstream on Little Notch \nBrook. Hence, channel degradation may be significant during a flood event.\nThe state route 116 crossing of Little Notch Brook is a 24-ft-long, two-lane bridge \nconsisting of one 21-foot concrete span (Vermont Agency of Transportation, written \ncommunication, December 14, 1995). The bridge is supported by vertical, concrete \nabutments with wingwalls. The channel is skewed approximately 15 degrees to the opening \nwhile the opening-skew-to-roadway is 25 degrees. \nThere was one foot of scour evident along the downstream half of the left abutment footing \nand some separation of the left abutment wall from the deck above due to settling. The left \nabutment footing was undermined up to a foot at the downstream end. The scour protection \nmeasures at the site were type-1 stone fill (less than 12 inches diameter) on the upstream left \nbank and type-2 stone fill (less than 36 inches diameter) on the right banks and right \nwingwalls upstream and downstream of the structure. Additional details describing \nconditions at the site are included in the Level II Summary and Appendices D and E.\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1995). Total scour at a \nhighway crossing is comprised of three components: 1) long-term streambed degradation; \n2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) \nand; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is \nthe sum of the three components. Equations are available to compute depths for contraction \nand local scour and a summary of the results of these computations follows.\nContraction scour for all modelled flows ranged from 3.2 to 4.3 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 6.0 to \n10.0 ft. The worst-case abutment scour occurred at the 500-year discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated scour depths, are presented \nin tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure \n8. Scour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr974","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Boehmler, E.M., and Burns, R.L., 1997, Level II scour analysis for Bridge 6 (BRISVT01160006) on State Highway 116, crossing Little Notch Brook, Bristol, Vermont: U.S. Geological Survey Open-File Report 97-4, iv, 53 p., https://doi.org/10.3133/ofr974.","productDescription":"iv, 53 p.","numberOfPages":"57","costCenters":[],"links":[{"id":169560,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr974.PNG"},{"id":279832,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0004/report.pdf"}],"country":"United States","state":"Vermont","city":"Bristol","otherGeospatial":"Little Notch Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -73.149505,44.040797 ], [ -73.149505,44.192184 ], [ -73.0158,44.192184 ], [ -73.0158,44.040797 ], [ -73.149505,44.040797 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a5a25","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240390,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Burns, Ronda L.","contributorId":71602,"corporation":false,"usgs":true,"family":"Burns","given":"Ronda","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":240389,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":5466,"text":"fs12096 - 1997 - Selected earth science publications: fact sheets","interactions":[],"lastModifiedDate":"2014-05-07T09:30:29","indexId":"fs12096","displayToPublicDate":"1994-01-01T07:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":313,"text":"Fact Sheet","code":"FS","onlineIssn":"2327-6932","printIssn":"2327-6916","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"120-96","title":"Selected earth science publications: fact sheets","language":"English","publisher":"Geological Survey (U.S.)","doi":"10.3133/fs12096","usgsCitation":"Water Resources Division, U.S. Geological Survey, 1997, Selected earth science publications: fact sheets: U.S. Geological Survey Fact Sheet 120-96, 2 p., https://doi.org/10.3133/fs12096.","productDescription":"2 p.","costCenters":[{"id":595,"text":"U.S. Geological Survey","active":false,"usgs":true}],"links":[{"id":139776,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/fs/1996/0120/report-thumb.jpg"},{"id":32067,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/fs/1996/0120/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a08e4b07f02db5fa5ae","contributors":{"authors":[{"text":"Water Resources Division, U.S. Geological Survey","contributorId":128075,"corporation":true,"usgs":false,"organization":"Water Resources Division, U.S. Geological Survey","id":528599,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":50037,"text":"ofr97819 - 1997 - Level II scour analysis for Bridge 29 (ROYATH00920029) on Town Highway 92, crossing the First Branch White River, Royalton, Vermont","interactions":[],"lastModifiedDate":"2016-08-25T15:13:22","indexId":"ofr97819","displayToPublicDate":"1994-01-01T07:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-819","title":"Level II scour analysis for Bridge 29 (ROYATH00920029) on Town Highway 92, crossing the First Branch White River, Royalton, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure ROYATH00920029 on Town Highway 92 crossing the First Branch White River, Royalton, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including a quantitative analysis of stream stability and scour (U.S. Department of Transportation, 1993). Results of a Level I scour investigation also are included in Appendix E of this report. A Level I investigation provides a qualitative geomorphic characterization of the study site. Information on the bridge, gleaned from Vermont Agency of Transportation (VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is found in Appendix D.
The site is in the New England Upland section of the New England physiographic province in central Vermont. The 101-mi2 drainage area is in a predominantly rural and forested basin. In the vicinity of the study site, the surface cover is pasture upstream and downstream of the bridge.
In the study area, the First Branch White River has an incised, sinuous channel with a slope of approximately 0.001 ft/ft, an average channel top width of 81 ft and an average bank height of 9 ft. The channel bed material ranges from sand to bedrock with a median grain size (D50) of 1.18 mm (0.00347 ft). The geomorphic assessment at the time of the Level I site visit on July 23, 1996 and Level II site visit on June 2, 1995, indicated that the reach was stable.
The Town Highway 92 crossing of the First Branch White River is a 59-ft-long, one-lane bridge consisting of a 57-foot steel-stringer span (Vermont Agency of Transportation, written communication, March 23, 1995). The opening length of the structure parallel to the bridge face is 52.2 ft. The bridge is supported by vertical, concrete abutments with wingwalls. The channel is skewed approximately 20 degrees to the opening while the opening-skew-to-roadway is zero degrees.
A scour hole 4.0 ft deeper than the mean thalweg depth was observed in the upstream channel during the Level I assessment. The only scour protection measure at the site was type-2 stone fill (less than 36 inches diameter) along the upstream left and right wingwalls, the left abutment and downstream left wingwall. Additional details describing conditions at the site are included in the Level II Summary and Appendices D and E.
Scour depths and recommended rock rip-rap sizes were computed using the general guidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995) for the 100- and 500-year discharges. In addition, the incipient roadway-overtopping discharge was determined and analyzed as another potential worst-case scour scenario. Total scour at a highway crossing is comprised of three components: 1) long-term streambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is the sum of the three components. Equations are available to compute depths for contraction and local scour and a summary of the results of these computations follows.
Contraction scour for all modelled flows ranged from 0.0 to 4.1 ft. The worst-case contraction scour occurred at the incipient roadway-overtopping discharge, which was less than the 100-year discharge. Left abutment scour ranged from 12.9 to 15.4 ft, where the worst-case abutment scour occurred at the 500-year discharge. Right abutment scour ranged from 14.5 to 15.0 ft, where the worst-case abutment scour occurred at the 100-year discharge. Additional information on scour depths and depths to armoring are included in the section titled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure 8. Scour depths were calculated assuming an infinite depth of erosive material and a homogeneous particle-size distribution.
It is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, computed scour depths are evaluated in combination with other information including (but not limited to) historical performance during flood events, the geomorphic stability assessment, existing scour protection measures, and the results of the hydraulic analyses. Therefore, scour depths adopted by VTAOT may differ from the computed values documented herein.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97819","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Wild, E.C., and Hammond, R.E., 1997, Level II scour analysis for Bridge 29 (ROYATH00920029) on Town Highway 92, crossing the First Branch White River, Royalton, Vermont: U.S. Geological Survey Open-File Report 97-819, iv, 50 p., https://doi.org/10.3133/ofr97819.","productDescription":"iv, 50 p.","numberOfPages":"54","costCenters":[],"links":[{"id":175955,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97819.PNG"},{"id":279647,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0819/report.pdf"}],"country":"United States","state":"Vermont","city":"Royalton","otherGeospatial":"First Branch White River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.64516,43.756585 ], [ -72.64516,43.873348 ], [ -72.460132,43.873348 ], [ -72.460132,43.756585 ], [ -72.64516,43.756585 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b19e4b07f02db6a7efb","contributors":{"authors":[{"text":"Wild, Emily C. 0000-0001-6157-7629 ecwild@usgs.gov","orcid":"https://orcid.org/0000-0001-6157-7629","contributorId":1810,"corporation":false,"usgs":true,"family":"Wild","given":"Emily","email":"ecwild@usgs.gov","middleInitial":"C.","affiliations":[{"id":5081,"text":"Libraries","active":false,"usgs":true}],"preferred":false,"id":240678,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Hammond, Robert E.","contributorId":61862,"corporation":false,"usgs":true,"family":"Hammond","given":"Robert","email":"","middleInitial":"E.","affiliations":[],"preferred":false,"id":240679,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":50033,"text":"ofr97815 - 1997 - Level II scour analysis for Bridge 37, (BRNETH00740037) on Town Highway 74, crossing South Peacham Brook, Barnet, Vermont","interactions":[],"lastModifiedDate":"2013-12-20T11:48:32","indexId":"ofr97815","displayToPublicDate":"1994-01-01T07:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-815","title":"Level II scour analysis for Bridge 37, (BRNETH00740037) on Town Highway 74, crossing South Peacham Brook, Barnet, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBRNETH00740037 on Town Highway 74 crossing South Peacham Brook, Barnet, \nVermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including \na quantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.\nThe site is in the New England Upland section of the New England physiographic province \nin northeastern Vermont. The 12.1-mi2\n drainage area is in a predominantly rural and \nforested basin. In the vicinity of the study site, the surface cover is pasture upstream of the \nbridge and on the downstream left bank while the immediate banks have sparse shrubs and \ntrees. Downstream of the bridge, the surface cover is shrub and brushland.\nIn the study area, South Peacham Brook has an incised, sinuous channel with a slope of \napproximately 0.004 ft/ft, an average channel top width of 33 ft and an average bank height \nof 3 ft. The channel bed material ranges from sand to cobble with a median grain size (D50)\nof 0.914 mm (0.003 ft). The geomorphic assessment at the time of the Level I and Level II \nsite visit on August 24, 1995, indicated that the reach was laterally unstable. There are cutbanks upstream and downstream of the bridge.\nThe Town Highway 74 crossing of South Peacham Brook is a 30-ft-long, two-lane bridge \nconsisting of one 28-foot concrete slab span (Vermont Agency of Transportation, written \ncommunication, March 16, 1995). The opening length of the structure parallel to the bridge \nface is 25.7 ft. The bridge is supported by vertical, concrete abutments with wingwalls. The \nchannel is skewed approximately 30 degrees to the opening while the computed openingskew-to-roadway is 5 degrees.\nA channel scour hole 2.0 ft deeper than the mean thalweg depth was observed at the \nupstream bridge face, along the upstream right wingwall protection, during the Level I \nassessment. The scour protection measures at the site included type-1 stone fill (less than 12 \ninches diameter) along the downstream left and right wingwalls, downstream banks, and at \nthe downstream end of the left and right abutments. There is also type-2 stone fill (less than \n36 inches diameter) along the upstream right bank and upstream right wingwall. Additional \ndetails describing conditions at the site are included in the Level II Summary and \nAppendices D \nand E.\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995) \nfor the 100- and 500-year discharges. In addition, the incipient roadway-overtopping \ndischarge was determined and analyzed as another potential worst-case scour scenario. \nTotal scour at a highway crossing is comprised of three components: 1) long-term \nstreambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction \nin flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.\nContraction scour for all modelled flows ranged from 15.8 to 22.5 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 6.7 to \n11.1 ft. The worst-case abutment scour also occurred at the 500-year discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated scour depths, are presented \nin Tables 1 and 2. A cross-section of the scour computed at the bridge is presented in Figure \n8. Scour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution. \nUsually, computed scour depths are evaluated in combination with other information \nincluding (but not limited to) historical performance during flood events, the geomorphic \nstability assessment, existing scour protection measures, and the results of the hydraulic \nanalyses. Therefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97815","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Burns, R.L., and Severance, T., 1997, Level II scour analysis for Bridge 37, (BRNETH00740037) on Town Highway 74, crossing South Peacham Brook, Barnet, Vermont: U.S. Geological Survey Open-File Report 97-815, iv, 50 p., https://doi.org/10.3133/ofr97815.","productDescription":"iv, 50 p.","numberOfPages":"54","costCenters":[],"links":[{"id":162212,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97815.PNG"},{"id":279651,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0815/report.pdf"}],"country":"United States","state":"Vermont","city":"Barnet","otherGeospatial":"South Peacham Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.187815,44.255718 ], [ -72.187815,44.398356 ], [ -71.984617,44.398356 ], [ -71.984617,44.255718 ], [ -72.187815,44.255718 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a62ca","contributors":{"authors":[{"text":"Burns, Ronda L.","contributorId":71602,"corporation":false,"usgs":true,"family":"Burns","given":"Ronda","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":240671,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Severance, Timothy","contributorId":104927,"corporation":false,"usgs":true,"family":"Severance","given":"Timothy","email":"","affiliations":[],"preferred":false,"id":240672,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49950,"text":"ofr97407 - 1997 - Level II scour analysis for Bridge 45 (NFIETH00250045) on Town Highway 25, crossing Union Brook, Northfield, Vermont","interactions":[],"lastModifiedDate":"2013-12-19T10:40:03","indexId":"ofr97407","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-407","title":"Level II scour analysis for Bridge 45 (NFIETH00250045) on Town Highway 25, crossing Union Brook, Northfield, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nNFIETH00250045 on Town Highway 25 crossing Union Brook, Northfield, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.\nThe site is in the Green Mountain section of the New England physiographic province in \ncentral Vermont. The 4.04-mi2\n drainage area is in a predominantly rural and forested basin. \nIn the vicinity of the study site, surface cover consists of shrubs and brush on all of the \nbanks except the upstream right bank which is forested.\nIn the study area, Union Brook has an incised, meandering channel with a slope of \napproximately 0.018 ft/ft, an average channel top width of 41 ft and an average bank height \nof 2 ft. The channel bed material ranges from sand to cobble with a median grain size (D50) \nof 65.8 mm (0.216 ft). The geomorphic assessment at the time of the Level I and Level II \nsite visit on July 24, 1996, indicated that the reach was unstable. The stream meanders and \nthere is a cut bank on the upstream right bank and trees are falling into the channel.\nThe Town Highway 25 crossing of Union Brook is a 28-ft-long, two-lane bridge consisting \nof one 26-foot concrete slab span (Vermont Agency of Transportation, written \ncommunication, October 13, 1995). The opening length of the structure parallel to the \nbridge face is 23.8 ft. The bridge is supported by vertical, concrete abutments with \nwingwalls. The channel is skewed approximately 50 degrees to the opening while the \nopening-skew-to-roadway is 0 degrees.\nDuring the Level I assessment, a scour hole 3.0 ft deeper than the mean thalweg depth was \nobserved at the upstream face of the bridge that extended from the center of the channel to \nthe front of the upstream left wingwall. An additional scour hole 1.5 ft deeper than the mean \nthalweg depth was observed along the downstream right bank near the bridge. The scour \ncounter measures at the site were a laid-up wall of concrete slabs along the upstream right \nbank beginning at the end of the upstream right wingwall and type-1 stone fill (less than 12 \ninches diameter) along the downstream right wingwall and bank, and type-2 stone fill (less \nthan 36 inches diameter) along the downstream left wingwall and bank. Additional details \ndescribing conditions at the site are included in the Level II Summary and Appendices D \nand E.\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995). \nTotal scour at a highway crossing is comprised of three components: 1) long-term \nstreambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction \nin flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.\nContraction scour for all modelled flows ranged from 0.4 to 0.9 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour ranged from 4.5 to \n9.1 ft. The worst-case abutment scour occurred at the 500-year discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated scour depths, are presented \nin tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure \n8. Scour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97407","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Burns, R.L., and Ivanoff, M.A., 1997, Level II scour analysis for Bridge 45 (NFIETH00250045) on Town Highway 25, crossing Union Brook, Northfield, Vermont: U.S. Geological Survey Open-File Report 97-407, iv, 50 p., https://doi.org/10.3133/ofr97407.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":176361,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97407.PNG"},{"id":279733,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0407/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Northfield","otherGeospatial":"Union Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,44.125 ], [ -72.75,44.25 ], [ -72.625,44.25 ], [ -72.625,44.125 ], [ -72.75,44.125 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a618a","contributors":{"authors":[{"text":"Burns, Ronda L.","contributorId":71602,"corporation":false,"usgs":true,"family":"Burns","given":"Ronda","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":240526,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240525,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":50139,"text":"ofr97130 - 1997 - Seismic-Hazard Maps for California, Nevada, and Western Arizona/Utah","interactions":[],"lastModifiedDate":"2012-02-10T00:10:10","indexId":"ofr97130","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-130","title":"Seismic-Hazard Maps for California, Nevada, and Western Arizona/Utah","language":"ENGLISH","publisher":"Geological Survey (U.S.)","doi":"10.3133/ofr97130","usgsCitation":"Frankel, A.D., Mueller, C., Barnhard, T., Perkins, D., Leyendecker, E.V., Dickman, N., Hanson, S., and Hopper, M., 1997, Seismic-Hazard Maps for California, Nevada, and Western Arizona/Utah: U.S. Geological Survey Open-File Report 97-130, 12 maps; Sheets numbered A-L with individual subtitles, https://doi.org/10.3133/ofr97130.","productDescription":"12 maps; Sheets numbered A-L with individual subtitles","costCenters":[{"id":595,"text":"U.S. Geological Survey","active":false,"usgs":true}],"links":[{"id":175283,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":4324,"rank":200,"type":{"id":11,"text":"Document"},"url":"https://geo-nsdi.er.usgs.gov/metadata/open-file/97-131/metadata.faq.html","linkFileType":{"id":5,"text":"html"}}],"scale":"2000000","projection":"Albers Equal Area Conic","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -125,32 ], [ -125,43 ], [ -111,43 ], [ -111,32 ], [ -125,32 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a9be4b07f02db65e144","contributors":{"authors":[{"text":"Frankel, Arthur D. 0000-0001-9119-6106 afrankel@usgs.gov","orcid":"https://orcid.org/0000-0001-9119-6106","contributorId":1363,"corporation":false,"usgs":true,"family":"Frankel","given":"Arthur","email":"afrankel@usgs.gov","middleInitial":"D.","affiliations":[{"id":237,"text":"Earthquake Science Center","active":true,"usgs":true}],"preferred":false,"id":240823,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Mueller, C.","contributorId":40201,"corporation":false,"usgs":true,"family":"Mueller","given":"C.","email":"","affiliations":[],"preferred":false,"id":240827,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Barnhard, T.","contributorId":63458,"corporation":false,"usgs":true,"family":"Barnhard","given":"T.","email":"","affiliations":[],"preferred":false,"id":240828,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Perkins, D.","contributorId":83589,"corporation":false,"usgs":true,"family":"Perkins","given":"D.","affiliations":[],"preferred":false,"id":240829,"contributorType":{"id":1,"text":"Authors"},"rank":4},{"text":"Leyendecker, E. V.","contributorId":87162,"corporation":false,"usgs":true,"family":"Leyendecker","given":"E.","email":"","middleInitial":"V.","affiliations":[],"preferred":false,"id":240830,"contributorType":{"id":1,"text":"Authors"},"rank":5},{"text":"Dickman, N.","contributorId":17279,"corporation":false,"usgs":true,"family":"Dickman","given":"N.","email":"","affiliations":[],"preferred":false,"id":240824,"contributorType":{"id":1,"text":"Authors"},"rank":6},{"text":"Hanson, S.","contributorId":35781,"corporation":false,"usgs":true,"family":"Hanson","given":"S.","affiliations":[],"preferred":false,"id":240826,"contributorType":{"id":1,"text":"Authors"},"rank":7},{"text":"Hopper, M.","contributorId":25999,"corporation":false,"usgs":true,"family":"Hopper","given":"M.","affiliations":[],"preferred":false,"id":240825,"contributorType":{"id":1,"text":"Authors"},"rank":8}]}} ,{"id":49955,"text":"ofr97423 - 1997 - Level II scour analysis for Bridge 63 (CHESTH00090063) on Town Highway 9, crossing the Williams River, Chester, Vermont","interactions":[],"lastModifiedDate":"2013-12-19T10:08:17","indexId":"ofr97423","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-423","title":"Level II scour analysis for Bridge 63 (CHESTH00090063) on Town Highway 9, crossing the Williams River, Chester, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nCHESTH00090063 on Town Highway 9 crossing the Williams River, Chester, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.\nThe site is in the New England Upland section of the New England physiographic province \nin eastern Vermont. The 24.0-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is grass with trees and brush along \nthe immediate banks.\nIn the study area, the the Williams River has an incised, sinuous channel with a slope of \napproximately 0.005 ft/ft, an average channel top width of 64 ft and an average bank height \nof 6 ft. The channel bed material ranges from gravel to boulder with a median grain size \n(D50) of 57.7 mm (0.189 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on September 18, 1996, indicated that the reach was stable.\nThe Town Highway 9 crossing of the Williams River is a 45-ft-long, two-lane bridge \nconsisting of one 35-foot steel-beam span with a timber deck (Vermont Agency of \nTransportation, written communication, April 6, 1995). The bridge is supported by vertical, \nconcrete abutments with wingwalls. The channel is skewed approximately 5 degrees to the \nopening while the opening-skew-to-roadway is 0 degrees.\nA scour hole 1.8 ft deeper than the mean thalweg depth was observed along the left \nabutment during the Level I assessment. The scour hole undermines the left abutment and \nextends from 50 ft upstream of the upstream bridge face to 50 ft downstream of the \ndownstream bridge face. The scour protection measures at the site included type-3 stone fill \n(less than 48 inches diameter) under the bridge along the entire base length of the right \nabutment and along the right bank from 50 to 88 ft upstream. Type-2 (less than 36 inches \ndiameter) stone fill scour protection was observed along the downstream left bank from 18 \nft to 115 ft, along the downstream right bank from 8 ft to 25 ft and along the upstream left \nbank from 50 to 75 ft. Additional details describing conditions at the site are included in the \nLevel II Summary and Appendices D and E.\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995). \nTotal scour at a highway crossing is comprised of three components: 1) long-term \nstreambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction \nin flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.\nContraction scour for all modelled flows was computed to be 0.0 ft. Abutment scour ranged \nfrom 10.1 ft to 11.0 ft along the left abutment and from 14.1 ft to 15.1 ft along the right \nabutment. The worst-case abutment scour for the left abutment occurred at the 500-year \ndischarge while the worst-case abutment scour for the right abutment occurred at the 100-\nyear discharge. Additional information on scour depths and depths to armoring are included \nin the section titled “Scour Results”. Scoured-streambed elevations, based on the calculated \nscour depths, are presented in tables 1 and 2. A cross-section of the scour computed at the \nbridge is presented in figure 8. Scour depths were calculated assuming an infinite depth of \nerosive material and a homogeneous particle-size distribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97423","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Flynn, R.H., 1997, Level II scour analysis for Bridge 63 (CHESTH00090063) on Town Highway 9, crossing the Williams River, Chester, Vermont: U.S. Geological Survey Open-File Report 97-423, iv, 50 p., https://doi.org/10.3133/ofr97423.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":176454,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97423.PNG"},{"id":279727,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0423/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Chester","otherGeospatial":"Williams River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.625,43.25 ], [ -72.625,43.375 ], [ -72.5,43.375 ], [ -72.5,43.25 ], [ -72.625,43.25 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b16e4b07f02db6a5911","contributors":{"authors":[{"text":"Flynn, Robert H. rflynn@usgs.gov","contributorId":2137,"corporation":false,"usgs":true,"family":"Flynn","given":"Robert","email":"rflynn@usgs.gov","middleInitial":"H.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240534,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49993,"text":"ofr97753 - 1997 - Level II scour analysis for Bridge 45 (BRNETH00070045) on Town Highway 7, crossing the Stevens River, Barnet, Vermont","interactions":[],"lastModifiedDate":"2013-12-17T13:29:28","indexId":"ofr97753","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-753","title":"Level II scour analysis for Bridge 45 (BRNETH00070045) on Town Highway 7, crossing the Stevens River, Barnet, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBRNETH00070045 on Town Highway 7 crossing the Stevens River, Barnet, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.
\nThe site is in the New England Upland section of the New England physiographic province \nin east-central Vermont. The 41.5-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is forest upstream and pasture \ndownstream of the bridge while the immediate banks have dense woody vegetation.
\nIn the study area, the Stevens River has an incised, sinuous channel with a slope of \napproximately 0.02 ft/ft, an average channel top width of 100 ft and an average bank height \nof 17 ft. The channel bed material ranges from gravel to boulder with a median grain size \n(D50) of 105 mm (0.344 ft). The geomorphic assessment at the time of the Level I and Level \nII site visit on August 22, 1995, indicated that the reach was stable.
\nThe Town Highway 7 crossing of the Stevens River is a 37-ft-long, two-lane bridge \nconsisting of one 34-foot concrete slab span (Vermont Agency of Transportation, written \ncommunication, March 16, 1995). The opening length of the structure parallel to the bridge \nface is 33 ft. The bridge is supported by vertical, concrete abutments with wingwalls. The \nchannel is skewed approximately 10 degrees to the opening while the opening-skew-to-roadway is 20 degrees.
\nThe only scour protection measure at the site was type-2 stone fill (less than 36 inches \ndiameter) along the entire left and right abutments, upstream and downstream wingwalls, \nand upstream and downstream banks. Additional details describing conditions at the site are \nincluded in the Level II Summary and Appendices D and E.
\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995) \nfor the 100- and 500-year discharges. In addition, the incipient roadway-overtopping \ndischarge is determined and analyzed as another potential worst-case scour scenario. Total \nscour at a highway crossing is comprised of three components: 1) long-term streambed \ndegradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow \narea at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.
\nContraction scour for all modelled flows ranged from 0.8 to 5.4 ft. The worst-case \ncontraction scour occurred at the incipient roadway-overtopping discharge, which was \ngreater than the 100-year discharge. Left abutment scour ranged from 21.8 to 28.6 ft. The \nworst-case left abutment scour occurred at the 500-year discharge. Right abutment scour \nranged from 14.6 to 17.4 ft. The worst-case right abutment scour occurred at the incipient \nroadway-overtopping discharge. Additional information on scour depths and depths to \narmoring are included in the section titled “Scour Results”. Scoured-streambed elevations, \nbased on the calculated scour depths, are presented in tables 1 and 2. A cross-section of the \nscour computed at the bridge is presented in figure 8. Scour depths were calculated \nassuming an infinite depth of erosive material and a homogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97753","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., and Hammond, R.E., 1997, Level II scour analysis for Bridge 45 (BRNETH00070045) on Town Highway 7, crossing the Stevens River, Barnet, Vermont: U.S. Geological Survey Open-File Report 97-753, iv, 51 p., https://doi.org/10.3133/ofr97753.","productDescription":"iv, 51 p.","numberOfPages":"56","costCenters":[],"links":[{"id":176840,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97753.GIF"},{"id":279685,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0753/report.pdf"}],"scale":"25000","country":"United States","state":"Vermont","city":"Barnet","otherGeospatial":"Stevens River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.25,44.25 ], [ -72.25,44.375 ], [ -72.0,44.375 ], [ -72.0,44.25 ], [ -72.25,44.25 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a60fa","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240599,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Hammond, Robert E.","contributorId":61862,"corporation":false,"usgs":true,"family":"Hammond","given":"Robert","email":"","middleInitial":"E.","affiliations":[],"preferred":false,"id":240600,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":50042,"text":"ofr97822 - 1997 - Level II scour analysis for Bridge 22 (TOPSTH00490022) on Town Highway 49, crossing Waits River, Topsham, Vermont","interactions":[],"lastModifiedDate":"2013-12-02T10:11:27","indexId":"ofr97822","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-822","title":"Level II scour analysis for Bridge 22 (TOPSTH00490022) on Town Highway 49, crossing Waits River, Topsham, Vermont","language":"ENGLISH","doi":"10.3133/ofr97822","usgsCitation":"Striker, L., and Degnan, J., 1997, Level II scour analysis for Bridge 22 (TOPSTH00490022) on Town Highway 49, crossing Waits River, Topsham, Vermont: U.S. Geological Survey Open-File Report 97-822, 50 p., https://doi.org/10.3133/ofr97822.","productDescription":"50 p.","costCenters":[],"links":[{"id":175960,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":280094,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0822/report.pdf"}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a8104","contributors":{"authors":[{"text":"Striker, L.K.","contributorId":55872,"corporation":false,"usgs":true,"family":"Striker","given":"L.K.","email":"","affiliations":[],"preferred":false,"id":240687,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Degnan, J.R.","contributorId":18423,"corporation":false,"usgs":true,"family":"Degnan","given":"J.R.","email":"","affiliations":[],"preferred":false,"id":240686,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":50041,"text":"ofr97824 - 1997 - Level II scour analysis for Bridge 11 (STAMVT01000011) on State Route 11, crossing Crazy John Stream, Stamford, Vermont","interactions":[],"lastModifiedDate":"2013-12-02T10:09:45","indexId":"ofr97824","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-824","title":"Level II scour analysis for Bridge 11 (STAMVT01000011) on State Route 11, crossing Crazy John Stream, Stamford, Vermont","language":"ENGLISH","doi":"10.3133/ofr97824","usgsCitation":"Ivanoff, M., and Degnan, J., 1997, Level II scour analysis for Bridge 11 (STAMVT01000011) on State Route 11, crossing Crazy John Stream, Stamford, Vermont: U.S. Geological Survey Open-File Report 97-824, 50 p., https://doi.org/10.3133/ofr97824.","productDescription":"50 p.","costCenters":[],"links":[{"id":175959,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":280092,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0824/report.pdf"}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a840b","contributors":{"authors":[{"text":"Ivanoff, M.A.","contributorId":45758,"corporation":false,"usgs":true,"family":"Ivanoff","given":"M.A.","email":"","affiliations":[],"preferred":false,"id":240685,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Degnan, J.R.","contributorId":18423,"corporation":false,"usgs":true,"family":"Degnan","given":"J.R.","email":"","affiliations":[],"preferred":false,"id":240684,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":50040,"text":"ofr97392 - 1997 - Level II scour analysis for Bridge 13 (EDENTH00170013) on Town Highway 17, crossing the Gihon River, Eden, Vermont","interactions":[],"lastModifiedDate":"2013-12-02T10:08:28","indexId":"ofr97392","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-392","title":"Level II scour analysis for Bridge 13 (EDENTH00170013) on Town Highway 17, crossing the Gihon River, Eden, Vermont","language":"ENGLISH","doi":"10.3133/ofr97392","usgsCitation":"Ivanoff, M., 1997, Level II scour analysis for Bridge 13 (EDENTH00170013) on Town Highway 17, crossing the Gihon River, Eden, Vermont: U.S. Geological Survey Open-File Report 97-392, 50 p., https://doi.org/10.3133/ofr97392.","productDescription":"50 p.","costCenters":[],"links":[{"id":175958,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":280090,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0392/report.pdf"}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a838f","contributors":{"authors":[{"text":"Ivanoff, M.A.","contributorId":45758,"corporation":false,"usgs":true,"family":"Ivanoff","given":"M.A.","email":"","affiliations":[],"preferred":false,"id":240683,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":50038,"text":"ofr97207 - 1997 - Level II scour analysis for Bridge 27 (BRIGVT001140027) on State Route 114, crossing Pherrins River, Brighton, Vermont","interactions":[],"lastModifiedDate":"2013-12-02T10:07:54","indexId":"ofr97207","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-207","title":"Level II scour analysis for Bridge 27 (BRIGVT001140027) on State Route 114, crossing Pherrins River, Brighton, Vermont","language":"ENGLISH","doi":"10.3133/ofr97207","usgsCitation":"Boehmler, E.M., 1997, Level II scour analysis for Bridge 27 (BRIGVT001140027) on State Route 114, crossing Pherrins River, Brighton, Vermont: U.S. Geological Survey Open-File Report 97-207, 49 p., https://doi.org/10.3133/ofr97207.","productDescription":"49 p.","costCenters":[],"links":[{"id":175956,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":280089,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0207/report.pdf"}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a7fde","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240680,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49920,"text":"ofr97363 - 1997 - Level II scour analysis for Bridge 86 (VERNVT01420086) on State Route 142, crossing Broad Brook, Vernon, Vermont","interactions":[],"lastModifiedDate":"2014-01-04T15:20:03","indexId":"ofr97363","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-363","title":"Level II scour analysis for Bridge 86 (VERNVT01420086) on State Route 142, crossing Broad Brook, Vernon, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nVERNVT01420086 on State Route 142 crossing Broad Brook, Vernon, Vermont (figures \n1–8). A Level II study is a basic engineering analysis of the site, including a quantitative \nanalysis of stream stability and scour (U.S. Department of Transportation, 1993). Results of \na Level I scour investigation also are included in Appendix E of this report. A Level I \ninvestigation provides a qualitative geomorphic characterization of the study site. \nInformation on the bridge, gleaned from Vermont Agency of Transportation (VTAOT) \nfiles, was compiled prior to conducting Level I and Level II analyses and is found in \nAppendix D.
\nThe site is in the New England Upland section of the New England physiographic province \nin southeastern Vermont. The 23.7-mi2\n drainage area is in a predominantly rural and \nforested basin. In the vicinity of the study site, the surface cover is primarily forest with the \nexception of the downstream left bank which is a wetland.
\nIn the study area, Broad Brook has an incised, meandering channel with a slope of \napproximately 0.001 ft/ft, an average channel top width of 132 ft and an average bank \nheight of 3 ft. The channel bed material ranges from silt to cobbles with a median grain size \n(D50) of 80.0 mm (0.262 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on August 14, 1996, indicated that the reach was vertically and laterally \nunstable.
\nThe State Route 142 crossing of Broad Brook is a 98-ft-long, two-lane bridge consisting of \ntwo steel-beam spans with a maximum span length of 47 feet (Vermont Agency of \nTransportation, written communication, March 30, 1995). The bridge is supported by \nvertical, concrete abutments with spill-through slopes and a concrete pier. The channel is \nskewed approximately 30 degrees to the opening while there is no opening-skew-to-\nroadway.
\nA scour hole 2 ft deeper than the mean thalweg depth was observed along the left bank side \nof the pier during the Level I assessment. There was also a scour hole 1 ft deeper than the \nmean thalweg depth observed along the length of the right abutment. The only scour \nprotection measure at the site was type-2 stone fill (less than 36 inches diameter) along the \nentire base length of the spill-through slopes. Additional details describing conditions at the \nsite are included in the Level II Summary and Appendices D and E.
\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995). \nTotal scour at a highway crossing is comprised of three components: 1) long-term \nstreambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction \nin flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.
\nThere was no computed contraction scour for any modelled flows. Scour at the left \nabutment ranged from 13.2 to 15.9 ft and at the right abutment ranged from 12.0 to 16.3 ft. \nThe worst-case abutment scour occurred at the 500-year discharge. Pier scour ranged from \n12.0 to 16.3 ft. The worst-case pier scour occurred at the incipient-overtopping discharge. \nAdditional information on scour depths and depths to armoring are included in the section \ntitled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, \nare presented in tables 1 and 2. A cross-section of the scour computed at the bridge is \npresented in figure 8. Scour depths were calculated assuming an infinite depth of erosive \nmaterial and a homogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97363","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., 1997, Level II scour analysis for Bridge 86 (VERNVT01420086) on State Route 142, crossing Broad Brook, Vernon, Vermont: U.S. Geological Survey Open-File Report 97-363, iv, 55 p., https://doi.org/10.3133/ofr97363.","productDescription":"iv, 55 p.","numberOfPages":"60","costCenters":[],"links":[{"id":170103,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97363.GIF"},{"id":279765,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0363/report.pdf"}],"scale":"25000","country":"United States","state":"Vermont","city":"Vernon","otherGeospatial":"Broad Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,42.75 ], [ -72.75,42.875 ], [ -72.5,42.875 ], [ -72.5,42.75 ], [ -72.75,42.75 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b16e4b07f02db6a55e1","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240475,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49922,"text":"ofr97365 - 1997 - Level II scour analysis for Bridge 46 (CHESVT00110046) on Vermont State Route 11, crossing the Middle Branch Williams River, Chester, Vermont","interactions":[],"lastModifiedDate":"2016-08-25T13:33:59","indexId":"ofr97365","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-365","title":"Level II scour analysis for Bridge 46 (CHESVT00110046) on Vermont State Route 11, crossing the Middle Branch Williams River, Chester, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure CHESVT00110046 on State Route 11 crossing the Middle Branch Williams River, Chester, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including a quantitative analysis of stream stability and scour (U.S. Department of Transportation, 1993). Results of a Level I scour investigation also are included in Appendix E of this report. A Level I investigation provides a qualitative geomorphic characterization of the study site. Information on the bridge, gleaned from Vermont Agency of Transportation (VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is found in Appendix D.
The site is in the Green Mountain and New England Upland sections of the New England physiographic province in southeastern Vermont. The 28.0-mi2 drainage area is in a predominantly rural and forested basin. In the vicinity of the study site, the surface cover is forested on the upstream left and downstream right overbanks. The upstream right and downstream left overbanks are pasture while the immediate banks have dense woody vegetation.
In the study area, the the Middle Branch Williams River has an incised, sinuous channel with a slope of approximately 0.013 ft/ft, an average channel top width of 81 ft and an average bank height of 11 ft. The channel bed material ranges from gravel to bedrock with a median grain size (D50) of 70.7 mm (0.232 ft). The geomorphic assessment at the time of the Level I and Level II site visit on September 12, 1996, indicated that the reach was stable.
The State Route 11 crossing of the Middle Branch Williams River is a 118-ft-long, two-lane steel stringer type bridge consisting of a 114-foot steel plate deck (Vermont Agency of Transportation, written communication, March 29, 1995). The opening length of the structure parallel to the bridge face is 109 ft.The bridge is supported by vertical, concrete abutments with wingwalls. The channel is skewed approximately 45 degrees to the opening while the opening-skew-to-roadway is 50 degrees.
A scour hole 2 ft deeper than the mean thalweg depth was observed 128 feet downstream during the Level I assessment. Type-1 (less than 1 foot) stone fill protects the downstream right wingwall. Type-2 (less than 3 ft diameter) stone fill protects the upstream right wingwall, the left and right abutments, the upstream left and right road embankments. Additional details describing conditions at the site are included in the Level II Summary and Appendices D and E.
Scour depths and recommended rock rip-rap sizes were computed using the general guidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995). Total scour at a highway crossing is comprised of three components: 1) long-term streambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is the sum of the three components. Equations are available to compute depths for contraction and local scour and a summary of the results of these computations follows.
There was no computed contraction scour for any modelled flows. Abutment scour ranged from 7.0 to 10.3 ft. The worst-case abutment scour occurred at the 500-year discharge. Additional information on scour depths and depths to armoring are included in the section titled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure 8. Scour depths were calculated assuming an infinite depth of erosive material and a homogeneous particle-size distribution.
It is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, computed scour depths are evaluated in combination with other information including (but not limited to) historical performance during flood events, the geomorphic stability assessment, existing scour protection measures, and the results of the hydraulic analyses. Therefore, scour depths adopted by VTAOT may differ from the computed values documented herein.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97365","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Wild, E.C., 1997, Level II scour analysis for Bridge 46 (CHESVT00110046) on Vermont State Route 11, crossing the Middle Branch Williams River, Chester, Vermont: U.S. Geological Survey Open-File Report 97-365, iv, 48 p., https://doi.org/10.3133/ofr97365.","productDescription":"iv, 48 p.","numberOfPages":"53","costCenters":[],"links":[{"id":170454,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97365.PNG"},{"id":279762,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0365/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Chester","otherGeospatial":"Middle Branch Williams River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.5 ], [ -72.75,43.625 ], [ -72.625,43.625 ], [ -72.625,43.5 ], [ -72.75,43.5 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a60cc","contributors":{"authors":[{"text":"Wild, Emily C. 0000-0001-6157-7629 ecwild@usgs.gov","orcid":"https://orcid.org/0000-0001-6157-7629","contributorId":1810,"corporation":false,"usgs":true,"family":"Wild","given":"Emily","email":"ecwild@usgs.gov","middleInitial":"C.","affiliations":[{"id":5081,"text":"Libraries","active":false,"usgs":true}],"preferred":false,"id":240478,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49923,"text":"ofr97366 - 1997 - Level II scour analysis for Bridge 1 (JAY-TH00040001) on Town Highway 4, crossing Crook Brook, Jay, Vermont","interactions":[],"lastModifiedDate":"2013-12-20T15:12:12","indexId":"ofr97366","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-366","title":"Level II scour analysis for Bridge 1 (JAY-TH00040001) on Town Highway 4, crossing Crook Brook, Jay, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nJAY-TH00040001 on Town Highway 4 crossing Crook Brook, Jay, Vermont (figures 1–8). \nA Level II study is a basic engineering analysis of the site, including a quantitative analysis \nof stream stability and scour (U.S. Department of Transportation, 1993). Results of a Level \nI scour investigation also are included in Appendix E of this report. A Level I investigation \nprovides a qualitative geomorphic characterization of the study site. Information on the \nbridge, gleaned from Vermont Agency of Transportation (VTAOT) files, was compiled \nprior to conducting Level I and Level II analyses and is found in Appendix D.
\nThe site is in the Green Mountain section of the New England physiographic province in \nnorthern Vermont. The 20.7-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is thick woody vegetation and/or \nforest except for the upstream right bank and overbank which is pasture.
\nIn the study area, Crook Brook has an incised, sinuous channel with a slope of \napproximately 0.02 ft/ft, an average channel top width of 86 ft and an average bank height \nof 6 ft. The channel bed material ranges from gravel to boulder with a median grain size \n(D50) of 48.7 mm (0.160 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on June 5, 1995, indicated that the reach was stable.
\nThe Town Highway 4 crossing of Crook Brook is a 49-ft-long, two-lane bridge consisting \nof one 45-foot concrete span (Vermont Agency of Transportation, written communication, \nMarch 6, 1995). The opening length of the structure parallel to the bridge face is 42 ft.The \nbridge is supported by vertical, concrete abutments with wingwalls. The channel is skewed \napproximately 5 degrees to the opening. The opening-skew-to-roadway is also 5 degrees. \nChannel scour is present along the left abutment. The scoured area was 1.5 ft deeper than \nthe mean thalweg depth during the Level I assessment. Scour countermeasures include \ntype-2 stone fill (less than 36 inches diameter) on the upstream and downstream sides of the \nleft road embankment and at the upstream end of the left abutment. There is type-3 stone fill \n(less than 48 inches diameter) along the base of the upstream left wingwall. Additional \ndetails describing conditions at the site are included in the Level II Summary and \nAppendices D and E.
\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995). \nTotal scour at a highway crossing is comprised of three components: 1) long-term \nstreambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction \nin flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.
\nContraction scour for all modelled flows ranged from 2.5 to 3.8 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour at the left abutment \nranged from 15.4 to 18.5 ft. Abutment scour at the right abutment ranged from 12.3 to 15.3 \nft. The worst-case abutment scour occurred at the 500-year discharge for both abutments. \nAdditional information on scour depths and depths to armoring are included in the section \ntitled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, \nare presented in tables 1 and 2. A cross-section of the scour computed at the bridge is \npresented in figure 8. Scour depths were calculated assuming an infinite depth of erosive \nmaterial and a homogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97366","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., 1997, Level II scour analysis for Bridge 1 (JAY-TH00040001) on Town Highway 4, crossing Crook Brook, Jay, Vermont: U.S. Geological Survey Open-File Report 97-366, iv, 48 p., https://doi.org/10.3133/ofr97366.","productDescription":"iv, 48 p.","numberOfPages":"53","costCenters":[],"links":[{"id":170455,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97366.PNG"},{"id":279759,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0366/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Jay","otherGeospatial":"Crook Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.5,44.875 ], [ -72.5,45.0 ], [ -72.375,45.0 ], [ -72.375,44.875 ], [ -72.5,44.875 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a5be3","contributors":{"authors":[{"text":"Olson, Scott A. 0000-0002-1064-2125 solson@usgs.gov","orcid":"https://orcid.org/0000-0002-1064-2125","contributorId":2059,"corporation":false,"usgs":true,"family":"Olson","given":"Scott","email":"solson@usgs.gov","middleInitial":"A.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240479,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49927,"text":"ofr97372 - 1997 - Level II scour analysis for Bridge 25 (ANDOTH00230025) on Town Highway 23, crossing Andover Branch, Andover, Vermont","interactions":[],"lastModifiedDate":"2013-12-20T11:48:37","indexId":"ofr97372","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1997","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"97-372","title":"Level II scour analysis for Bridge 25 (ANDOTH00230025) on Town Highway 23, crossing Andover Branch, Andover, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nANDOTH00230025 on Town Highway 23 crossing the Andover Branch, Andover, \nVermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including \na quantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.
\nThe site is in the Green Mountain section of the New England physiographic province in \nsouth-central Vermont. The 6.74-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the surface cover is pasture on the right overbank and \nforest on the left overbank while the immediate banks, both upstream and downstream, are \nforested.
\nIn the study area, the Andover Branch has an incised, sinuous channel with a slope of \napproximately 0.02 ft/ft, an average channel top width of 55 ft and an average bank height \nof 9 ft. The channel bed material ranges from gravel to boulder with a median grain size \n(D50) of 78.4 mm (0.257 ft). The geomorphic assessment at the time of the Level I and \nLevel II site visit on August 27, 1996, indicated that the reach was stable.
\nThe Town Highway 23 crossing of the Andover Branch is a 25-ft-long, two-lane structure \nconsisting of a multi-plate corrugated steel arch culvert with concrete footings (Vermont \nAgency of Transportation, written communication, March 29, 1995). The culvert is mitered \nat the inlet and outlet. The channel is skewed approximately zero degrees to the opening \nwhile the opening-skew-to-roadway is zero degrees.
\nThe footings are exposed approximately 1.25 ft, with the exception of the downstream end \nof the right footing which is exposed approximately 0.5 ft. The only scour protection \nmeasure at the site was type-2 stone fill (less than 36 inches diameter) along the upstream \nleft bank. Additional details describing conditions at the site are included in the Level II \nSummary and Appendices D and E.
\nScour depths and recommended rock rip-rap sizes were computed using the general \nguidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995). \nTotal scour at a highway crossing is comprised of three components: 1) long-term \nstreambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction \nin flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and \nabutments). Total scour is the sum of the three components. Equations are available to \ncompute depths for contraction and local scour and a summary of the results of these \ncomputations follows.
\nContraction scour for modelled flows ranged from 1.6 to 2.8 ft. The worst-case contraction \nscour occurred at the 500-year discharge. Abutment scour ranged from 10.0 to 11.7 ft along \nthe left footing and from 11.8 to 16.7 along the right footing. The worst-case abutment \nscour occurred at the 500-year discharge. Additional information on scour depths and \ndepths to armoring are included in the section titled “Scour Results”. Scoured-streambed \nelevations, based on the calculated scour depths, are presented in tables 1 and 2. A crosssection of the scour computed at the bridge is presented in figure 8. Scour depths were \ncalculated assuming an infinite depth of erosive material and a homogeneous particle-size \ndistribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr97372","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Flynn, R.H., and Burns, R.L., 1997, Level II scour analysis for Bridge 25 (ANDOTH00230025) on Town Highway 23, crossing Andover Branch, Andover, Vermont: U.S. Geological Survey Open-File Report 97-372, iv, 47 p., https://doi.org/10.3133/ofr97372.","productDescription":"iv, 47 p.","numberOfPages":"52","costCenters":[],"links":[{"id":170522,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr97372.PNG"},{"id":279755,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1997/0372/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Andover","otherGeospatial":"Andover Branch","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.75,43.25 ], [ -72.75,43.375 ], [ -72.625,43.375 ], [ -72.625,43.25 ], [ -72.75,43.25 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a8099","contributors":{"authors":[{"text":"Flynn, Robert H. rflynn@usgs.gov","contributorId":2137,"corporation":false,"usgs":true,"family":"Flynn","given":"Robert","email":"rflynn@usgs.gov","middleInitial":"H.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240486,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Burns, Ronda L.","contributorId":71602,"corporation":false,"usgs":true,"family":"Burns","given":"Ronda","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":240487,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ]}