{"pageNumber":"1261","pageRowStart":"31500","pageSize":"25","recordCount":40904,"records":[{"id":70174361,"text":"70174361 - 1998 - Flow and suspended particulate transport in a tidal bottom layer, south San Francisco Bay, California","interactions":[],"lastModifiedDate":"2021-07-21T12:03:11.146729","indexId":"70174361","displayToPublicDate":"1998-01-01T00:00:00","publicationYear":"1998","noYear":false,"publicationType":{"id":24,"text":"Conference Paper"},"publicationSubtype":{"id":19,"text":"Conference Paper"},"title":"Flow and suspended particulate transport in a tidal bottom layer, south San Francisco Bay, California","docAbstract":"<p>Field investigations of the hydrodynamics and the resuspension and transport of particulate matter in a bottom boundary layer were carried out in South San Francisco Bay, California during March-April 1995. The GEOPROBE, an instrumented bottom tripod, and broad-band acousti Doppler current profilers were used in this investigation. The instrument assemblage provided detailed measurements of 1) turbulent mean velocity distribution within 1.5 m of sediment-w interface; 2) characteristics of 3-D tidal current in the water column; 3) friction velocity u* or bottom shear stress and bottom roughness length zo; 4) hydrodynamic conditions conducive for s resuspension; and 5) circulation patterns which are responsible for transporting suspended particulate matter in South San Francisco Bay. An unusual flow event was recorded by the instruments during March 8-11, 1995. A 3-D numerical model was implemented which re qualitatively, the unusual observations and supported the hypothesis that the unusual flow event caused by a combination of wind driven circulation and weak neap tides.</p>","largerWorkType":{"id":4,"text":"Book"},"largerWorkTitle":"Physics of estuaries and coastal seas: Proceedings of the 8th International Biennial Conference on Physics of Estuaries and Coastal Seas","largerWorkSubtype":{"id":12,"text":"Conference publication"},"conferenceTitle":"8th International Biennial Conference on Physics of Estuaries and Coastal Seas","conferenceDate":"September 9-12, 1996","conferenceLocation":"the Hague, Netherlands","language":"English","publisher":"A. A. Balkema","usgsCitation":"Cheng, R.T., Gartner, J.W., Cacchione, D., and Tate, G.B., 1998, Flow and suspended particulate transport in a tidal bottom layer, south San Francisco Bay, California, <i>in</i> Physics of estuaries and coastal seas: Proceedings of the 8th International Biennial Conference on Physics of Estuaries and Coastal Seas, the Hague, Netherlands, September 9-12, 1996, p. 3-12.","productDescription":"10 p.","startPage":"3","endPage":"12","onlineOnly":"N","additionalOnlineFiles":"N","costCenters":[{"id":552,"text":"San Francisco Bay-Delta","active":false,"usgs":true},{"id":589,"text":"Toxic Substances Hydrology Program","active":true,"usgs":true},{"id":5079,"text":"Pacific Regional Director's Office","active":true,"usgs":true}],"links":[{"id":324982,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"}],"country":"United States","state":"California","otherGeospatial":"Southern San Francisco Bay","geographicExtents":"{\n  \"type\": \"FeatureCollection\",\n  \"features\": [\n    {\n      \"type\": \"Feature\",\n      \"properties\": {},\n      \"geometry\": {\n        \"type\": \"Polygon\",\n        \"coordinates\": [\n          [\n            [\n              -122.40692138671874,\n              37.804358908571395\n            ],\n            [\n              -122.3052978515625,\n              37.8271414168374\n            ],\n            [\n              -122.33139038085936,\n              37.79676317682161\n            ],\n            [\n              -122.25448608398436,\n              37.78808138412046\n            ],\n            [\n              -122.22290039062499,\n              37.75877280300828\n            ],\n            [\n              -122.19680786132812,\n              37.7109857819458\n            ],\n            [\n              -122.16796875,\n              37.6631679243197\n            ],\n            [\n              -122.14462280273436,\n              37.612055711412815\n            ],\n            [\n              -122.13912963867188,\n              37.580500850738936\n            ],\n            [\n              -122.10479736328125,\n              37.58158917213053\n            ],\n            [\n              -122.0855712890625,\n              37.53368798315969\n            ],\n            [\n              -122.06771850585939,\n              37.505368263398104\n            ],\n            [\n              -122.00180053710936,\n              37.48575600784828\n            ],\n            [\n              -121.94274902343749,\n              37.470498470798724\n            ],\n            [\n              -121.93038940429688,\n              37.45632796865522\n            ],\n            [\n              -121.95510864257811,\n              37.438883664067525\n            ],\n            [\n              -122.02789306640625,\n              37.43343148473673\n            ],\n            [\n              -122.091064453125,\n              37.43343148473673\n            ],\n            [\n              -122.12814331054686,\n              37.497741887143576\n            ],\n            [\n              -122.14462280273436,\n              37.507547084964116\n            ],\n            [\n              -122.18582153320312,\n              37.5151724596446\n            ],\n            [\n              -122.22015380859374,\n              37.54893261064109\n            ],\n            [\n              -122.27371215820312,\n              37.572882155556194\n            ],\n            [\n              -122.32452392578125,\n              37.59138334872581\n            ],\n            [\n              -122.36846923828125,\n              37.60226425565787\n            ],\n            [\n              -122.38082885742189,\n              37.655557695625056\n            ],\n            [\n              -122.39318847656249,\n              37.70446698048763\n            ],\n            [\n              -122.36022949218749,\n              37.72402166460628\n            ],\n            [\n              -122.39593505859376,\n              37.801103690609615\n            ],\n            [\n              -122.40692138671874,\n              37.804358908571395\n            ]\n          ]\n        ]\n      }\n    }\n  ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"5780ceb6e4b0811616822335","contributors":{"authors":[{"text":"Cheng, R. T.","contributorId":23138,"corporation":false,"usgs":false,"family":"Cheng","given":"R.","email":"","middleInitial":"T.","affiliations":[],"preferred":false,"id":642021,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Gartner, J. W.","contributorId":81903,"corporation":false,"usgs":false,"family":"Gartner","given":"J.","email":"","middleInitial":"W.","affiliations":[],"preferred":false,"id":642022,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Cacchione, D.A.","contributorId":65448,"corporation":false,"usgs":true,"family":"Cacchione","given":"D.A.","affiliations":[{"id":520,"text":"Pacific Coastal and Marine Science Center","active":true,"usgs":true}],"preferred":false,"id":642023,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Tate, G. B.","contributorId":46119,"corporation":false,"usgs":false,"family":"Tate","given":"G.","email":"","middleInitial":"B.","affiliations":[],"preferred":false,"id":642024,"contributorType":{"id":1,"text":"Authors"},"rank":4}]}}
,{"id":70175703,"text":"70175703 - 1998 - Estimator selection for closed-population capture: recapture","interactions":[],"lastModifiedDate":"2024-02-15T15:33:11.110059","indexId":"70175703","displayToPublicDate":"1998-01-01T00:00:00","publicationYear":"1998","noYear":false,"publicationType":{"id":2,"text":"Article"},"publicationSubtype":{"id":10,"text":"Journal Article"},"seriesTitle":{"id":2151,"text":"Journal of Agricultural, Biological, and Environmental Statistics","active":true,"publicationSubtype":{"id":10}},"title":"Estimator selection for closed-population capture: recapture","docAbstract":"<p>For valid statistical inference, it is important to select an appropriate statistical model. In the analysis of capture-recapture data under the closed-population models of Otis et al. (1978), information theoretic and hypothesis testing approaches to model selection are not practical, because some of the models have likelihoods with nonidenti- fiable parameters. A further problem is that, for some of the Otis et al. models, multiple estimators exist but there is no objective basis for deciding which estimator to use for a particular dataset. In CAPTURE, a computer program for estimating parameters un- der the closed models of Otis et al., a linear discriminant classifier is used to select an appropriate model. This classifier frequently selects the incorrect generating model in simulation studies, and it provides no guidance on which estimator to use once a model has been selected. In this study, we develop new classifiers for selecting the best esti- mator (as opposed to the generating model) and evaluate their performance. In addition, we investigate an estimator averaging approach to estimation that is a modification of the model averaging approach described by Buckland et al. (1997). We found that, in general, the overall performance of the new classifiers was unimpressive. In contrast, the estimator averaging approach we investigated performed well.</p>","language":"English","publisher":"Springer","doi":"10.2307/1400647","usgsCitation":"Stanley, T.R., and Burnham, K.P., 1998, Estimator selection for closed-population capture: recapture: Journal of Agricultural, Biological, and Environmental Statistics, v. 3, no. 2, p. 131-150, https://doi.org/10.2307/1400647.","productDescription":"30 p.","startPage":"131","endPage":"150","onlineOnly":"N","additionalOnlineFiles":"N","costCenters":[{"id":291,"text":"Fort Collins Science Center","active":true,"usgs":true}],"links":[{"id":326809,"rank":1,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"}],"volume":"3","issue":"2","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"57b6dc58e4b03fd6b7d94c38","contributors":{"authors":[{"text":"Stanley, Thomas R. 0000-0002-8393-0005 stanleyt@usgs.gov","orcid":"https://orcid.org/0000-0002-8393-0005","contributorId":209928,"corporation":false,"usgs":true,"family":"Stanley","given":"Thomas","email":"stanleyt@usgs.gov","middleInitial":"R.","affiliations":[{"id":291,"text":"Fort Collins Science Center","active":true,"usgs":true}],"preferred":true,"id":646110,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Burnham, Kenneth P.","contributorId":95025,"corporation":false,"usgs":true,"family":"Burnham","given":"Kenneth","email":"","middleInitial":"P.","affiliations":[{"id":189,"text":"Colorado Cooperative Fish and Wildlife Research Unit","active":false,"usgs":true}],"preferred":false,"id":646111,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":70180709,"text":"70180709 - 1998 - Certainty of paternity and paternal investment in eastern bluebirds and tree swallows","interactions":[],"lastModifiedDate":"2017-01-31T14:52:57","indexId":"70180709","displayToPublicDate":"1998-01-01T00:00:00","publicationYear":"1998","noYear":false,"publicationType":{"id":2,"text":"Article"},"publicationSubtype":{"id":10,"text":"Journal Article"},"seriesTitle":{"id":770,"text":"Animal Behaviour","active":true,"publicationSubtype":{"id":10}},"title":"Certainty of paternity and paternal investment in eastern bluebirds and tree swallows","docAbstract":"<p><span>Extra-pair paternity is common in many socially monogamous passerine birds with biparental care. Thus, males often invest in offspring to which they are not related. Models of optimal parental investment predict that, under certain assumptions, males should lower their investment in response to reduced certainty of paternity. We attempted to reduce certainty of paternity experimentally in two species, the eastern bluebird, <i>S</i></span><i>ialia sialis</i><span>, and the tree swallow,&nbsp;</span><i>Tachycineta bicolor</i><span>, by temporarily removing fertile females on two mornings during egg laying. In both species, experimental males usually attempted to copulate with the female immediately after her reappearance, suggesting that they experienced the absence of their mate as a threat to their paternity. Experimental males copulated at a significantly higher rate than control males. However, contrary to the prediction of the model, experimental males did not invest less than control males in their offspring. There was no difference between experimental and control nests in the proportion of male feeds, male and female feeding rates, nestling growth and nestling condition and size at age 14 days. We argue that females might have restored the males’ confidence in paternity after the experiment by soliciting or accepting copulations. Alternatively, males may not reduce their effort, because the fitness costs to their own offspring may outweigh the benefits for the males, at least in populations where females cannot fully compensate for reduced male investment.</span></p>","language":"English","publisher":"Elsevier","doi":"10.1006/anbe.1997.0667","usgsCitation":"Kempenaers, B., Lanctot, R.B., and Robertson, R.J., 1998, Certainty of paternity and paternal investment in eastern bluebirds and tree swallows: Animal Behaviour, v. 55, no. 4, p. 845-860, https://doi.org/10.1006/anbe.1997.0667.","productDescription":"16 p.","startPage":"845","endPage":"860","costCenters":[{"id":114,"text":"Alaska Science Center","active":true,"usgs":true}],"links":[{"id":334504,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"}],"volume":"55","issue":"4","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"5891b0b8e4b072a7ac129932","contributors":{"authors":[{"text":"Kempenaers, Bart","contributorId":54943,"corporation":false,"usgs":false,"family":"Kempenaers","given":"Bart","email":"","affiliations":[{"id":7029,"text":"Queen's University, Kingston, Ontario, Canada","active":true,"usgs":false},{"id":13130,"text":"Konrad Lorenz Institute for Ethology, Austrian Academy of Sciences","active":true,"usgs":false}],"preferred":false,"id":662119,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Lanctot, Richard B.","contributorId":31894,"corporation":false,"usgs":true,"family":"Lanctot","given":"Richard","email":"","middleInitial":"B.","affiliations":[{"id":17786,"text":"Carleton University","active":true,"usgs":false},{"id":135,"text":"Biological Resources Division","active":false,"usgs":true},{"id":7029,"text":"Queen's University, Kingston, Ontario, Canada","active":true,"usgs":false},{"id":6987,"text":"U.S. Fish and Wildlife Sevice","active":true,"usgs":false}],"preferred":false,"id":662120,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Robertson, Raleigh J.","contributorId":179015,"corporation":false,"usgs":false,"family":"Robertson","given":"Raleigh","email":"","middleInitial":"J.","affiliations":[{"id":7029,"text":"Queen's University, Kingston, Ontario, Canada","active":true,"usgs":false}],"preferred":false,"id":662121,"contributorType":{"id":1,"text":"Authors"},"rank":3}]}}
,{"id":70174937,"text":"70174937 - 1998 - Evaluating landscape health: Integrating societal goals and biophysical process","interactions":[],"lastModifiedDate":"2018-06-16T18:21:25","indexId":"70174937","displayToPublicDate":"1998-01-01T00:00:00","publicationYear":"1998","noYear":false,"publicationType":{"id":2,"text":"Article"},"publicationSubtype":{"id":10,"text":"Journal Article"},"seriesTitle":{"id":2258,"text":"Journal of Environmental Management","active":true,"publicationSubtype":{"id":10}},"title":"Evaluating landscape health: Integrating societal goals and biophysical process","docAbstract":"<p><span>Evaluating landscape change requires the integration of the social and natural sciences. The social sciences contribute to articulating societal values that govern landscape change, while the natural sciences contribute to understanding the biophysical processes that are influenced by human activity and result in ecological change. Building upon Aldo Leopold's criteria for landscape health, the roles of societal values and biophysical processes in shaping the landscape are explored. A framework is developed for indicators of landscape health and integrity. Indicators of integrity are useful in measuring biological condition relative to the condition in landscapes largely unaffected by human activity, while indicators of health are useful in evaluating changes in highly modified landscapes. Integrating societal goals and biophysical processes requires identification of ecological services to be sustained within a given landscape. It also requires the proper choice of temporal and spatial scales. Societal values are based upon inter-generational concerns at regional scales (e.g. soil and ground water quality). Assessing the health and integrity of the environment at the landscape scale over a period of decades best integrates societal values with underlying biophysical processes. These principles are illustrated in two contrasting case studies: (1) the South Platte River study demonstrates the role of complex biophysical processes acting at a distance; and (2) the Kissimmee River study illustrates the critical importance of social, cultural and economic concerns in the design of remedial action plans. In both studies, however, interactions between the social and the biophysical governed the landscape outcomes. The legacy of evolution and the legacy of culture requires integration for the purpose of effectively coping with environmental change.</span></p>","language":"English","publisher":"Academic Press","doi":"10.1006/jema.1998.0187","usgsCitation":"Rapport, D., Gaudet, C., Karr, J., Baron, J., Bohlen, C., Jackson, W., Jones, B., Naiman, R., Norton, B., and Pollock, M.M., 1998, Evaluating landscape health: Integrating societal goals and biophysical process: Journal of Environmental Management, v. 53, no. 1, p. 1-15, https://doi.org/10.1006/jema.1998.0187.","productDescription":"15 p.","startPage":"1","endPage":"15","onlineOnly":"N","additionalOnlineFiles":"N","costCenters":[{"id":291,"text":"Fort Collins Science Center","active":true,"usgs":true}],"links":[{"id":325545,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"}],"volume":"53","issue":"1","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"57934446e4b0eb1ce79e8bf2","contributors":{"authors":[{"text":"Rapport, D.J.","contributorId":113178,"corporation":false,"usgs":true,"family":"Rapport","given":"D.J.","email":"","affiliations":[],"preferred":false,"id":643234,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Gaudet, C.","contributorId":173076,"corporation":false,"usgs":false,"family":"Gaudet","given":"C.","email":"","affiliations":[],"preferred":false,"id":643235,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Karr, J.R.","contributorId":74091,"corporation":false,"usgs":true,"family":"Karr","given":"J.R.","email":"","affiliations":[],"preferred":false,"id":643236,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Baron, Jill 0000-0002-5902-6251 jill_baron@usgs.gov","orcid":"https://orcid.org/0000-0002-5902-6251","contributorId":194124,"corporation":false,"usgs":true,"family":"Baron","given":"Jill","email":"jill_baron@usgs.gov","affiliations":[{"id":291,"text":"Fort Collins Science Center","active":true,"usgs":true}],"preferred":true,"id":643237,"contributorType":{"id":1,"text":"Authors"},"rank":4},{"text":"Bohlen, C.","contributorId":173077,"corporation":false,"usgs":false,"family":"Bohlen","given":"C.","email":"","affiliations":[],"preferred":false,"id":643238,"contributorType":{"id":1,"text":"Authors"},"rank":5},{"text":"Jackson, W.","contributorId":173078,"corporation":false,"usgs":false,"family":"Jackson","given":"W.","affiliations":[],"preferred":false,"id":643239,"contributorType":{"id":1,"text":"Authors"},"rank":6},{"text":"Jones, Bruce","contributorId":178280,"corporation":false,"usgs":false,"family":"Jones","given":"Bruce","email":"","affiliations":[{"id":36810,"text":"U.S. EPA Office of Research and Development, National Exposure Research Laboratory","active":true,"usgs":false}],"preferred":false,"id":643240,"contributorType":{"id":1,"text":"Authors"},"rank":7},{"text":"Naiman, R.J.","contributorId":14354,"corporation":false,"usgs":true,"family":"Naiman","given":"R.J.","email":"","affiliations":[],"preferred":false,"id":643241,"contributorType":{"id":1,"text":"Authors"},"rank":8},{"text":"Norton, B.","contributorId":111489,"corporation":false,"usgs":true,"family":"Norton","given":"B.","email":"","affiliations":[],"preferred":false,"id":643242,"contributorType":{"id":1,"text":"Authors"},"rank":9},{"text":"Pollock, M. M.","contributorId":173079,"corporation":false,"usgs":false,"family":"Pollock","given":"M.","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":643243,"contributorType":{"id":1,"text":"Authors"},"rank":10}]}}
,{"id":70174761,"text":"70174761 - 1998 - A policy model to initiate environmental negotiations: Three hydropower workshops","interactions":[],"lastModifiedDate":"2016-07-15T10:44:42","indexId":"70174761","displayToPublicDate":"1998-01-01T00:00:00","publicationYear":"1998","noYear":false,"publicationType":{"id":2,"text":"Article"},"publicationSubtype":{"id":10,"text":"Journal Article"},"seriesTitle":{"id":1910,"text":"Human Dimensions of Wildlife: An International Journal","active":true,"publicationSubtype":{"id":10}},"title":"A policy model to initiate environmental negotiations: Three hydropower workshops","docAbstract":"<p><span>How do I get started in natural resource negotiations? Natural resource managers often face difficult negotiations when they implement laws and policies regulating such resources as water, wildlife, wetlands, endangered species, and recreation. As a result of these negotiations, managers must establish rules, grant permits, or create management plans. The Legal‐Institutional Analysis Model (LIAM) was designed to assist managers in systematically analyzing the parties in natural resource negotiations and using that analysis to prepare for bargaining. The LIAM relies on the theory that organizations consistently employ behavioral roles. The model uses those roles to predict likely negotiation behavior. One practical use of the LIAM is when all parties to a negotiation conduct a workshop as a way to open the bargaining on a note of trust and mutual understanding. The process and results of three LIAM workshops designed to guide hydroelectric power licensing negotiations are presented. Our experience with these workshops led us to conclude that the LIAM can be an effective tool to begin a negotiation and that trust built through the workshops can help create a successful result.</span></p>","language":"English","publisher":"Taylor and Francis","doi":"10.1080/10871209809359135","usgsCitation":"Lamb, B.L., Taylor, J.G., Burkardt, N., and Ponds, P.D., 1998, A policy model to initiate environmental negotiations: Three hydropower workshops: Human Dimensions of Wildlife: An International Journal, v. 3, no. 4, p. 1-17, https://doi.org/10.1080/10871209809359135.","productDescription":"17 p.","startPage":"1","endPage":"17","onlineOnly":"N","additionalOnlineFiles":"N","costCenters":[{"id":291,"text":"Fort Collins Science Center","active":true,"usgs":true}],"links":[{"id":325308,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"}],"volume":"3","issue":"4","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"578a092ce4b0c1aacab7d3dc","contributors":{"authors":[{"text":"Lamb, Berton Lee","contributorId":96784,"corporation":false,"usgs":true,"family":"Lamb","given":"Berton","email":"","middleInitial":"Lee","affiliations":[],"preferred":false,"id":642577,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Taylor, Jonathan G.","contributorId":37378,"corporation":false,"usgs":true,"family":"Taylor","given":"Jonathan","email":"","middleInitial":"G.","affiliations":[],"preferred":false,"id":642578,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Burkardt, Nina 0000-0002-9392-9251 burkardtn@usgs.gov","orcid":"https://orcid.org/0000-0002-9392-9251","contributorId":2781,"corporation":false,"usgs":true,"family":"Burkardt","given":"Nina","email":"burkardtn@usgs.gov","affiliations":[{"id":291,"text":"Fort Collins Science Center","active":true,"usgs":true}],"preferred":true,"id":642579,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Ponds, Phadrea D.","contributorId":65156,"corporation":false,"usgs":true,"family":"Ponds","given":"Phadrea","email":"","middleInitial":"D.","affiliations":[],"preferred":false,"id":642580,"contributorType":{"id":1,"text":"Authors"},"rank":4}]}}
,{"id":1014933,"text":"1014933 - 1998 - Effect of water acceleration on downstream migratory behavior and passage of Atlantic salmon smolts and juvenile American shad at surface bypasses","interactions":[],"lastModifiedDate":"2026-03-20T16:36:15.666542","indexId":"1014933","displayToPublicDate":"1998-01-01T00:00:00","publicationYear":"1998","noYear":false,"publicationType":{"id":2,"text":"Article"},"publicationSubtype":{"id":10,"text":"Journal Article"},"seriesTitle":{"id":3624,"text":"Transactions of the American Fisheries Society","active":true,"publicationSubtype":{"id":10}},"title":"Effect of water acceleration on downstream migratory behavior and passage of Atlantic salmon smolts and juvenile American shad at surface bypasses","docAbstract":"<p><span>Behavior and passage rate of smolts of Atlantic salmon&nbsp;</span><i>Salmo salar</i><span>&nbsp;and juvenile American shad&nbsp;</span><i>Alosa sapidissima</i><span>&nbsp;were compared between a standard (sharp‐crested) and a modified surface bypass weir that employs uniform flow velocity increase (1 m·s</span><sup>−1</sup><span>·m</span><sup>−1</sup><span>&nbsp;of linear distance). Within the first 30 min after release, significantly more smolts passed the modified weir than the standard weir, but no differences in passage rate between weir types were noted for juvenile American shad. More Atlantic salmon smolts and juvenile American shad were passed by the modified weir in groups of two or more than were passed by the standard weir. Mean lengths of passed and nonpassed smolts were not significantly different between weir types, but American shad passed by the sharp‐crested weir were significantly smaller than nonpassed fish. Most individuals of both species that passed the modified weir maintained positive rheotaxis and strong swimming throughout the length of the weir. In addition to acceleration, visual cues may be an important factor in avoidance behaviors near bypass entrances. The observed reduction of delay time before passage and maintenance of school integrity may facilitate appropriate timing of emigration and enhance passage survival.</span></p>","language":"English","publisher":"American Fisheries Society","doi":"10.1577/1548-8659(1998)127<0118:EOWAOD>2.0.CO;2","usgsCitation":"Haro, A., Odeh, M., Noreika, J., and Castro-Santos, T., 1998, Effect of water acceleration on downstream migratory behavior and passage of Atlantic salmon smolts and juvenile American shad at surface bypasses: Transactions of the American Fisheries Society, v. 127, no. 1, p. 118-127, https://doi.org/10.1577/1548-8659(1998)127<0118:EOWAOD>2.0.CO;2.","productDescription":"10 p.","startPage":"118","endPage":"127","costCenters":[{"id":365,"text":"Leetown Science Center","active":true,"usgs":true}],"links":[{"id":130894,"rank":1,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"}],"volume":"127","issue":"1","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a4be4b07f02db6253eb","contributors":{"authors":[{"text":"Haro, A.","contributorId":6792,"corporation":false,"usgs":true,"family":"Haro","given":"A.","email":"","affiliations":[],"preferred":false,"id":321572,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Odeh, M.","contributorId":95413,"corporation":false,"usgs":true,"family":"Odeh","given":"M.","affiliations":[],"preferred":false,"id":321575,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Noreika, J.","contributorId":51249,"corporation":false,"usgs":true,"family":"Noreika","given":"J.","email":"","affiliations":[],"preferred":false,"id":321574,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Castro-Santos, T. 0000-0003-2575-9120","orcid":"https://orcid.org/0000-0003-2575-9120","contributorId":12416,"corporation":false,"usgs":true,"family":"Castro-Santos","given":"T.","affiliations":[],"preferred":false,"id":321573,"contributorType":{"id":1,"text":"Authors"},"rank":4}]}}
,{"id":70175687,"text":"70175687 - 1998 - Coupled atmosphere-terrestrial ecosystem-hydrology models for environmental modeling","interactions":[],"lastModifiedDate":"2018-02-21T16:00:34","indexId":"70175687","displayToPublicDate":"1998-01-01T00:00:00","publicationYear":"1998","noYear":false,"publicationType":{"id":4,"text":"Book"},"publicationSubtype":{"id":15,"text":"Monograph"},"title":"Coupled atmosphere-terrestrial ecosystem-hydrology models for environmental modeling","docAbstract":"<p>No abstract available.</p>","language":"English","publisher":"Colorado State University","publisherLocation":"Fort Collins, CO","usgsCitation":"Walko, R.L., Band, L., Baron, J., Kittel, T.G., Lammers, R., Lee, T.J., Pielke, R., Taylor, C., Tague, C., Tremback, C., and Vidale, P., 1998, Coupled atmosphere-terrestrial ecosystem-hydrology models for environmental modeling, 46 p.","productDescription":"46 p.","onlineOnly":"N","additionalOnlineFiles":"N","costCenters":[{"id":291,"text":"Fort Collins Science Center","active":true,"usgs":true}],"links":[{"id":326792,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"}],"noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"57b6dc4de4b03fd6b7d94c28","contributors":{"authors":[{"text":"Walko, R. L.","contributorId":25521,"corporation":false,"usgs":true,"family":"Walko","given":"R.","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":646055,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Band, L.E.","contributorId":70342,"corporation":false,"usgs":true,"family":"Band","given":"L.E.","email":"","affiliations":[],"preferred":false,"id":646056,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Baron, Jill 0000-0002-5902-6251 jill_baron@usgs.gov","orcid":"https://orcid.org/0000-0002-5902-6251","contributorId":194124,"corporation":false,"usgs":true,"family":"Baron","given":"Jill","email":"jill_baron@usgs.gov","affiliations":[{"id":291,"text":"Fort Collins Science Center","active":true,"usgs":true}],"preferred":true,"id":646057,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Kittel, Timothy G.F.","contributorId":66612,"corporation":false,"usgs":true,"family":"Kittel","given":"Timothy","email":"","middleInitial":"G.F.","affiliations":[],"preferred":false,"id":646058,"contributorType":{"id":1,"text":"Authors"},"rank":4},{"text":"Lammers, R.","contributorId":46904,"corporation":false,"usgs":true,"family":"Lammers","given":"R.","email":"","affiliations":[],"preferred":false,"id":646059,"contributorType":{"id":1,"text":"Authors"},"rank":5},{"text":"Lee, T. J.","contributorId":26234,"corporation":false,"usgs":true,"family":"Lee","given":"T.","email":"","middleInitial":"J.","affiliations":[],"preferred":false,"id":646060,"contributorType":{"id":1,"text":"Authors"},"rank":6},{"text":"Pielke, R.A. Sr.","contributorId":96224,"corporation":false,"usgs":true,"family":"Pielke","given":"R.A.","suffix":"Sr.","email":"","affiliations":[],"preferred":false,"id":646061,"contributorType":{"id":1,"text":"Authors"},"rank":7},{"text":"Taylor, C.","contributorId":73958,"corporation":false,"usgs":true,"family":"Taylor","given":"C.","affiliations":[],"preferred":false,"id":646062,"contributorType":{"id":1,"text":"Authors"},"rank":8},{"text":"Tague, C.","contributorId":13579,"corporation":false,"usgs":true,"family":"Tague","given":"C.","affiliations":[],"preferred":false,"id":646063,"contributorType":{"id":1,"text":"Authors"},"rank":9},{"text":"Tremback, C.J.","contributorId":52530,"corporation":false,"usgs":true,"family":"Tremback","given":"C.J.","email":"","affiliations":[],"preferred":false,"id":646064,"contributorType":{"id":1,"text":"Authors"},"rank":10},{"text":"Vidale, P.L.","contributorId":35690,"corporation":false,"usgs":true,"family":"Vidale","given":"P.L.","email":"","affiliations":[],"preferred":false,"id":646065,"contributorType":{"id":1,"text":"Authors"},"rank":11}]}}
,{"id":70021049,"text":"70021049 - 1998 - Modeled responses of terrestrial ecosystems to elevated atmospheric CO2: A comparison of simulations by the biogeochemistry models of the Vegetation/Ecosystem Modeling and Analysis Project (VEMAP)","interactions":[],"lastModifiedDate":"2018-01-23T11:10:57","indexId":"70021049","displayToPublicDate":"1998-01-01T00:00:00","publicationYear":"1998","noYear":false,"publicationType":{"id":2,"text":"Article"},"publicationSubtype":{"id":10,"text":"Journal Article"},"seriesTitle":{"id":2932,"text":"Oecologia","active":true,"publicationSubtype":{"id":10}},"title":"Modeled responses of terrestrial ecosystems to elevated atmospheric CO2: A comparison of simulations by the biogeochemistry models of the Vegetation/Ecosystem Modeling and Analysis Project (VEMAP)","docAbstract":"<p>Although there is a great deal of information concerning responses to increases in atmospheric CO<sub>2</sub> at the tissue and plant levels, there are substantially fewer studies that have investigated ecosystem-level responses in the context of integrated carbon, water, and nutrient cycles. Because our understanding of ecosystem responses to elevated CO<sub>2</sub> is incomplete, modeling is a tool that can be used to investigate the role of plant and soil interactions in the response of terrestrial ecosystems to elevated CO<sub>2</sub>. In this study, we analyze the responses of net primary production (NPP) to doubled CO<sub>2</sub> from 355 to 710 ppmv among three biogeochemistry models in the Vegetation/Ecosystem Modeling and Analysis Project (VEMAP): BIOME-BGC (BioGeochemical Cycles), Century, and the Terrestrial Ecosystem Model (TEM). For the conterminous United States, doubled atmospheric CO<sub>2</sub> causes NPP to increase by 5% in Century, 8% in TEM, and 11% in BIOME-BGC. Multiple regression analyses between the NPP response to doubled CO<sub>2</sub> and the mean annual temperature and annual precipitation of biomes or grid cells indicate that there are negative relationships between precipitation and the response of NPP to doubled CO<sub>2</sub> for all three models. In contrast, there are different relationships between temperature and the response of NPP to doubled CO<sub>2</sub> for the three models: there is a negative relationship in the responses of BIOME-BGC, no relationship in the responses of Century, and a positive relationship in the responses of TEM. In BIOME-BGC, the NPP response to doubled CO<sub>2</sub> is controlled by the change in transpiration associated with reduced leaf conductance to water vapor. This change affects soil water, then leaf area development and, finally, NPP. In Century, the response of NPP to doubled CO<sub>2</sub> is controlled by changes in decomposition rates associated with increased soil moisture that results from reduced evapotranspiration. This change affects nitrogen availability for plants, which influences NPP. In TEM, the NPP response to doubled CO<sub>2</sub> is controlled by increased carboxylation which is modified by canopy conductance and the degree to which nitrogen constraints cause down-regulation of photosynthesis. The implementation of these different mechanisms has consequences for the spatial pattern of NPP responses, and represents, in part, conceptual uncertainty about controls over NPP responses. Progress in reducing these uncertainties requires research focused at the ecosystem level to understand how interactions between the carbon, nitrogen, and water cycles influence the response of NPP to elevated atmospheric CO<sub>2</sub>.</p>","language":"English","publisher":"Springer","doi":"10.1007/s004420050462","usgsCitation":"Pan, Y., Melillo, J.M., McGuire, A., Kicklighter, D., Pitelka, L.F., Hibbard, K., Pierce, L., Running, S.W., Ojima, D., Parton, W., Schimel, D.S., Borchers, J., Neilson, R., Fisher, H., Kittel, T., Rossenbloom, N., Fox, S., Haxeltine, A., Prentice, I.C., Sitch, S., Janetos, A., McKeown, R., Nemani, R., Painter, T., Rizzo, B., Smith, T., and Woodward, F., 1998, Modeled responses of terrestrial ecosystems to elevated atmospheric CO2: A comparison of simulations by the biogeochemistry models of the Vegetation/Ecosystem Modeling and Analysis Project (VEMAP): Oecologia, v. 114, no. 3, p. 389-404, https://doi.org/10.1007/s004420050462.","productDescription":"16 p.","startPage":"389","endPage":"404","costCenters":[],"links":[{"id":229809,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"}],"volume":"114","issue":"3","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"505a5bbee4b0c8380cd6f795","contributors":{"authors":[{"text":"Pan, Y.","contributorId":30382,"corporation":false,"usgs":true,"family":"Pan","given":"Y.","email":"","affiliations":[],"preferred":false,"id":388427,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Melillo, J. M.","contributorId":73139,"corporation":false,"usgs":false,"family":"Melillo","given":"J.","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":388439,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"McGuire, A. D.","contributorId":16552,"corporation":false,"usgs":true,"family":"McGuire","given":"A. D.","affiliations":[],"preferred":false,"id":388420,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Kicklighter, D. W.","contributorId":31537,"corporation":false,"usgs":false,"family":"Kicklighter","given":"D. W.","affiliations":[{"id":13627,"text":"Woods Hole Oceanographic Institution, Woods Hole, MA","active":true,"usgs":false}],"preferred":false,"id":388428,"contributorType":{"id":1,"text":"Authors"},"rank":4},{"text":"Pitelka, Louis F.","contributorId":78498,"corporation":false,"usgs":false,"family":"Pitelka","given":"Louis","email":"","middleInitial":"F.","affiliations":[],"preferred":false,"id":388440,"contributorType":{"id":1,"text":"Authors"},"rank":5},{"text":"Hibbard, K.","contributorId":51938,"corporation":false,"usgs":true,"family":"Hibbard","given":"K.","email":"","affiliations":[],"preferred":false,"id":388435,"contributorType":{"id":1,"text":"Authors"},"rank":6},{"text":"Pierce, L.L.","contributorId":27220,"corporation":false,"usgs":true,"family":"Pierce","given":"L.L.","email":"","affiliations":[],"preferred":false,"id":388425,"contributorType":{"id":1,"text":"Authors"},"rank":7},{"text":"Running, S. W.","contributorId":51257,"corporation":false,"usgs":false,"family":"Running","given":"S.","email":"","middleInitial":"W.","affiliations":[],"preferred":false,"id":388434,"contributorType":{"id":1,"text":"Authors"},"rank":8},{"text":"Ojima, D.S.","contributorId":49549,"corporation":false,"usgs":true,"family":"Ojima","given":"D.S.","email":"","affiliations":[],"preferred":false,"id":388433,"contributorType":{"id":1,"text":"Authors"},"rank":9},{"text":"Parton, W.J.","contributorId":89685,"corporation":false,"usgs":true,"family":"Parton","given":"W.J.","email":"","affiliations":[],"preferred":false,"id":388443,"contributorType":{"id":1,"text":"Authors"},"rank":10},{"text":"Schimel, D. S.","contributorId":84104,"corporation":false,"usgs":true,"family":"Schimel","given":"D.","email":"","middleInitial":"S.","affiliations":[],"preferred":false,"id":388442,"contributorType":{"id":1,"text":"Authors"},"rank":11},{"text":"Borchers, J.","contributorId":104240,"corporation":false,"usgs":true,"family":"Borchers","given":"J.","affiliations":[],"preferred":false,"id":388445,"contributorType":{"id":1,"text":"Authors"},"rank":12},{"text":"Neilson, R.","contributorId":7864,"corporation":false,"usgs":true,"family":"Neilson","given":"R.","email":"","affiliations":[],"preferred":false,"id":388419,"contributorType":{"id":1,"text":"Authors"},"rank":13},{"text":"Fisher, H.H.","contributorId":71718,"corporation":false,"usgs":true,"family":"Fisher","given":"H.H.","email":"","affiliations":[],"preferred":false,"id":388438,"contributorType":{"id":1,"text":"Authors"},"rank":14},{"text":"Kittel, T.G.F.","contributorId":21500,"corporation":false,"usgs":true,"family":"Kittel","given":"T.G.F.","email":"","affiliations":[],"preferred":false,"id":388423,"contributorType":{"id":1,"text":"Authors"},"rank":15},{"text":"Rossenbloom, N.A.","contributorId":97273,"corporation":false,"usgs":true,"family":"Rossenbloom","given":"N.A.","email":"","affiliations":[],"preferred":false,"id":388444,"contributorType":{"id":1,"text":"Authors"},"rank":16},{"text":"Fox, S.","contributorId":24946,"corporation":false,"usgs":true,"family":"Fox","given":"S.","affiliations":[],"preferred":false,"id":388424,"contributorType":{"id":1,"text":"Authors"},"rank":17},{"text":"Haxeltine, A.","contributorId":47936,"corporation":false,"usgs":true,"family":"Haxeltine","given":"A.","email":"","affiliations":[],"preferred":false,"id":388432,"contributorType":{"id":1,"text":"Authors"},"rank":18},{"text":"Prentice, I. C.","contributorId":63969,"corporation":false,"usgs":true,"family":"Prentice","given":"I.","middleInitial":"C.","affiliations":[],"preferred":false,"id":388437,"contributorType":{"id":1,"text":"Authors"},"rank":19},{"text":"Sitch, S.","contributorId":81652,"corporation":false,"usgs":true,"family":"Sitch","given":"S.","affiliations":[],"preferred":false,"id":388441,"contributorType":{"id":1,"text":"Authors"},"rank":20},{"text":"Janetos, A.","contributorId":59577,"corporation":false,"usgs":true,"family":"Janetos","given":"A.","affiliations":[],"preferred":false,"id":388436,"contributorType":{"id":1,"text":"Authors"},"rank":21},{"text":"McKeown, R.","contributorId":21310,"corporation":false,"usgs":true,"family":"McKeown","given":"R.","email":"","affiliations":[],"preferred":false,"id":388422,"contributorType":{"id":1,"text":"Authors"},"rank":22},{"text":"Nemani, R.","contributorId":41614,"corporation":false,"usgs":true,"family":"Nemani","given":"R.","email":"","affiliations":[],"preferred":false,"id":388431,"contributorType":{"id":1,"text":"Authors"},"rank":23},{"text":"Painter, T.","contributorId":34677,"corporation":false,"usgs":true,"family":"Painter","given":"T.","affiliations":[],"preferred":false,"id":388429,"contributorType":{"id":1,"text":"Authors"},"rank":24},{"text":"Rizzo, B.","contributorId":19727,"corporation":false,"usgs":true,"family":"Rizzo","given":"B.","email":"","affiliations":[],"preferred":false,"id":388421,"contributorType":{"id":1,"text":"Authors"},"rank":25},{"text":"Smith, T.","contributorId":28032,"corporation":false,"usgs":true,"family":"Smith","given":"T.","affiliations":[],"preferred":false,"id":388426,"contributorType":{"id":1,"text":"Authors"},"rank":26},{"text":"Woodward, F.I.","contributorId":36314,"corporation":false,"usgs":true,"family":"Woodward","given":"F.I.","email":"","affiliations":[],"preferred":false,"id":388430,"contributorType":{"id":1,"text":"Authors"},"rank":27}]}}
,{"id":70175181,"text":"70175181 - 1998 - Trace element trophic transfer in aquatic organisms: A critique of the kinetic model approach","interactions":[],"lastModifiedDate":"2019-02-04T07:36:08","indexId":"70175181","displayToPublicDate":"1998-01-01T00:00:00","publicationYear":"1998","noYear":false,"publicationType":{"id":2,"text":"Article"},"publicationSubtype":{"id":10,"text":"Journal Article"},"seriesTitle":{"id":3352,"text":"Science of the Total Environment","active":true,"publicationSubtype":{"id":10}},"title":"Trace element trophic transfer in aquatic organisms: A critique of the kinetic model approach","docAbstract":"<p><span>The bioaccumulation of trace elements in aquatic organisms can be described with a kinetic model that includes linear expressions for uptake and elimination from dissolved and dietary sources. Within this model, trace element trophic transfer is described by four parameters: the weight-specific ingestion rate (IR); the assimilation efficiency (AE); the physiological loss rate constant (</span><i>k<sub>e</sub></i><span>); and the weight-specific growth rate (</span><i>g</i><span>). These four parameters define the trace element trophic transfer potential (TTP=IR&middot;AE/[</span><i>k<sub>e</sub></i><span>+</span><i>g</i><span>]) which is equal to the ratio of the steady-state trace element concentration in a consumer due to trophic accumulation to that in its prey. Recent work devoted to the quantification of AE and&nbsp;</span><i>k<sub>e</sub></i><span>&nbsp;for a variety of trace elements in aquatic invertebrates has provided the data needed for comparative studies of trace element trophic transfer among different species and trophic levels and, in at least one group of aquatic consumers (marine bivalves), sensitivity analyses and field tests of kinetic bioaccumulation models. Analysis of the trophic transfer potentials of trace elements for which data are available in zooplankton, bivalves, and fish, suggests that slight variations in assimilation efficiency or elimination rate constant may determine whether or not some trace elements (Cd, Se, and Zn) are biomagnified. A linear, single-compartment model may not be appropriate for fish which, unlike many aquatic invertebrates, have a large mass of tissue in which the concentrations of most trace elements are subject to feedback regulation.</span></p>","language":"English","publisher":"Elsevier","doi":"10.1016/S0048-9697(98)00225-3","usgsCitation":"Reinfelder, J., Fisher, N., Luoma, S.N., Nichols, J., and Wang, W., 1998, Trace element trophic transfer in aquatic organisms: A critique of the kinetic model approach: Science of the Total Environment, v. 213, no. 2-3, p. 117-135, https://doi.org/10.1016/S0048-9697(98)00225-3.","productDescription":"19 p.","startPage":"117","endPage":"135","onlineOnly":"N","additionalOnlineFiles":"N","costCenters":[{"id":552,"text":"San Francisco Bay-Delta","active":false,"usgs":true},{"id":589,"text":"Toxic Substances Hydrology Program","active":true,"usgs":true},{"id":5079,"text":"Pacific Regional Director's Office","active":true,"usgs":true}],"links":[{"id":325904,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"}],"volume":"213","issue":"2-3","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"57a1c434e4b006cb45552c58","contributors":{"authors":[{"text":"Reinfelder, J.R.","contributorId":62760,"corporation":false,"usgs":true,"family":"Reinfelder","given":"J.R.","affiliations":[],"preferred":false,"id":644234,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Fisher, N.S.","contributorId":67668,"corporation":false,"usgs":true,"family":"Fisher","given":"N.S.","email":"","affiliations":[],"preferred":false,"id":644235,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Luoma, S. N.","contributorId":120222,"corporation":false,"usgs":true,"family":"Luoma","given":"S.","email":"","middleInitial":"N.","affiliations":[],"preferred":false,"id":644236,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Nichols, J.W.","contributorId":97290,"corporation":false,"usgs":true,"family":"Nichols","given":"J.W.","email":"","affiliations":[],"preferred":false,"id":644237,"contributorType":{"id":1,"text":"Authors"},"rank":4},{"text":"Wang, W.-X.","contributorId":90477,"corporation":false,"usgs":true,"family":"Wang","given":"W.-X.","email":"","affiliations":[],"preferred":false,"id":644238,"contributorType":{"id":1,"text":"Authors"},"rank":5}]}}
,{"id":54031,"text":"wri924109 - 1998 - Hydrology and quality of ground water in northern Thurston County, Washington","interactions":[{"subject":{"id":25602,"text":"wri924109_1994 - 1994 - Hydrology and quality of ground water in northern Thurston County, Washington","indexId":"wri924109_1994","publicationYear":"1994","noYear":false,"title":"Hydrology and quality of ground water in northern Thurston County, Washington"},"predicate":"SUPERSEDED_BY","object":{"id":54031,"text":"wri924109 - 1998 - Hydrology and quality of ground water in northern Thurston County, Washington","indexId":"wri924109","publicationYear":"1998","noYear":false,"title":"Hydrology and quality of ground water in northern Thurston County, Washington"},"id":1}],"lastModifiedDate":"2022-11-14T14:36:46.344078","indexId":"wri924109","displayToPublicDate":"1995-01-10T00:00:00","publicationYear":"1998","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":"92-4109","title":"Hydrology and quality of ground water in northern Thurston County, Washington","docAbstract":"<p>Northern Thurston County is underlain by as much as 1,800 feet of unconsolidated deposits of Pleistocene Age that are of glacial and nonglacial origin. Iterpretation of approximately 1,140 drillers' logs led to the delineation of seven major geohydrologic units, four of which are significant aquifers. </p><p>Precipitation ranges from about 35 to 65 inches per year across the study area. Estimates of recharge indicate that the ground-water system of the Ground Water Management Area (GWMA), a subset of the study area, receives an average of about 28 inches per year. Ground water generally moves toward marine water bodies and to major surface drainage channels. </p><p>At least 33,000 acre-feet per year of ground water discharges as springs from the GWMA. Approximately 21,000 acre-feet of water was withdrawn from the ground-water system of the GWMA through wells in 1988. Total ground-water use in the GWMA in 1988 was approximately 37,000 acre-feet. About 16,000 acre-feet of water that discharges naturally through springs was used together with water withdrawn by wells for domestic supply, agricultural, commercial, industrial, institutional, and aquaculture and livestock uses. </p><p>Generally, the chemical quality of the ground water was good and 94 percent of the water samples were classified as soft or moderately hard. Of the few water-quality problems encountered, the most widespread anthropogenic problem appeared to be seawater intrusion. However, a comparison with data from 1978 indicated that the degree and extent of intrusion had not changed significantly since that time. Agricultural activities may be responsible for the presence of nitrate in ground waters at some individual wells, but septic tanks in areas of high housing density are likely responsible for elevated nitrate concentrations near the Cities of Lacey and Tumwater. The close correlation of nitrate concentrations with detergent concentrations supports the theory that the nitrate originates in septic systems, the only likely source of the detergents. </p><p>Most water-quality problems in the study area, however, are due to natural causes. Iron concentrations are as large as 21,000 micrograms per liter, manganese concentrations are as large as 3,400 micrograms per liter, and connate seawater is present in ground water in the southern part of the study area. </p>","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/wri924109","usgsCitation":"Drost, B., Turney, G.L., Dion, N.P., and Jones, M., 1998, Hydrology and quality of ground water in northern Thurston County, Washington: U.S. Geological Survey Water-Resources Investigations Report 92-4109, Report: v, 230 p.; 6 Plates: 36.00 x 40.00 inches or smaller, https://doi.org/10.3133/wri924109.","productDescription":"Report: v, 230 p.; 6 Plates: 36.00 x 40.00 inches or smaller","costCenters":[],"links":[{"id":121899,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/wri_92_4109.jpg"},{"id":110261,"rank":700,"type":{"id":36,"text":"NGMDB Index 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W.","contributorId":38526,"corporation":false,"usgs":true,"family":"Drost","given":"B. W.","affiliations":[],"preferred":false,"id":248973,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Turney, G. L.","contributorId":95070,"corporation":false,"usgs":true,"family":"Turney","given":"G.","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":248974,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Dion, N. P.","contributorId":33302,"corporation":false,"usgs":true,"family":"Dion","given":"N.","email":"","middleInitial":"P.","affiliations":[],"preferred":false,"id":248971,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Jones, M. A.","contributorId":37736,"corporation":false,"usgs":true,"family":"Jones","given":"M. A.","affiliations":[],"preferred":false,"id":248972,"contributorType":{"id":1,"text":"Authors"},"rank":4}]}}
,{"id":50208,"text":"ofr98556 - 1998 - Level II scour analysis for Bridge 37 (PLYMTH00080037) on Town Highway 8, crossing Broad Brook, Plymouth, Vermont","interactions":[],"lastModifiedDate":"2016-08-25T15:43:04","indexId":"ofr98556","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1998","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":"98-556","title":"Level II scour analysis for Bridge 37 (PLYMTH00080037) on Town Highway 8, crossing Broad Brook, Plymouth, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure PLYMTH00080037 on Town Highway 8 crossing Broad Brook, Plymouth, 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 (FHWA, 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, gathered from Vermont Agency of Transportation (VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is found in appendix D. </p><p>The site is in the Green Mountain section of the New England physiographic province in south-central Vermont. The 5.6-mi<sup>2</sup> drainage area is in a predominantly rural and forested basin. In the vicinity of the study site, the surface cover is forest upstream and downstream of the bridge. </p><p>In the study area, Broad Brook has an incised, sinuous channel with a slope of approximately 0.02 ft/ft, an average channel top width of 46 ft and an average bank height of 5 ft. The channel bed material ranges from gravel to boulders with a median grain size (D<sub>50</sub>) of 87.5 mm (0.287 ft). The geomorphic assessment at the time of the Level I and Level II site visit on October 3, 1995, indicated that the reach was laterally unstable due to cut-banks present on the upstream left bank and the downstream left and right banks. </p><p>The Town Highway 8 crossing of Broad Brook is a 31-ft-long, one-lane bridge consisting of a 28-foot steel-stringer span (Vermont Agency of Transportation, written communication, March 22, 1995). The opening length of the structure parallel to the bridge face is 27.0 ft. The bridge is supported by vertical, concrete abutments with wingwalls. The channel is skewed approximately 15 degrees to the opening while the opening-skew-to-roadway is 15 degrees. </p><p>During the Level I assessment, it was observed that the left abutment footing was exposed 1.25 ft at the downstream end, and the subfooting was exposed 1 ft. Scour protection measures at the site included type-1 stone fill (less than 12 inches diameter) along the upstream right wingwall, the right abutment and the downstream right wingwall. Type-2 stone fill (less than 36 inches diameter) was along the upstream left wingwall, the upstream end of the left abutment and the downstream end of the downstream left wingwall. Additional details describing conditions at the site are included in the Level II Summary and appendices D and E. </p><p>Scour depths and recommended rock rip-rap sizes were computed using the general guidelines described in Hydraulic Engineering Circular 18 (Richardson and Davis, 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. </p><p>Contraction scour for all modelled flows ranged from 0.0 to 0.5 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 11.1 to 12.0 ft. Right abutment scour ranged from 3.0 to 7.7 ft. The worst-case abutment scour occurred at the 500-year discharge. Pier scour ranged from 6.2 to 7.1 ft. The worst-case pier scour also 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. </p><p>It is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and Davis, 1995, p. 46). 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.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr98556","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Wild, E.C., and Medalie, L., 1998, Level II scour analysis for Bridge 37 (PLYMTH00080037) on Town Highway 8, crossing Broad Brook, Plymouth, Vermont: U.S. Geological Survey Open-File Report 98-556, iv, 50 p., https://doi.org/10.3133/ofr98556.","productDescription":"iv, 50 p.","costCenters":[],"links":[{"id":176576,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr98556.JPG"},{"id":280047,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1998/0556/report.pdf"}],"country":"United States","state":"Vermont","city":"Plymouth","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a62f7","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":240961,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Medalie, Laura 0000-0002-2440-2149 lmedalie@usgs.gov","orcid":"https://orcid.org/0000-0002-2440-2149","contributorId":3657,"corporation":false,"usgs":true,"family":"Medalie","given":"Laura","email":"lmedalie@usgs.gov","affiliations":[{"id":466,"text":"New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240960,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":50213,"text":"ofr98570 - 1998 - Level II scour analysis for Bridge 34 (WWINTH00370034) on Town Highway 37, crossing Mill Brook, West Windsor, Vermont","interactions":[],"lastModifiedDate":"2016-08-25T12:43:10","indexId":"ofr98570","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1998","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":"98-570","title":"Level II scour analysis for Bridge 34 (WWINTH00370034) on Town Highway 37, crossing Mill Brook, West Windsor, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure WWINTH00370034 on Town Highway 37 crossing Mill Brook, West Windsor, 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 (FHWA, 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. </p><p>The site is in the New England Upland section of the New England physiographic province in east-central Vermont. The 16.6-mi<sup>2</sup> drainage area is in a predominantly rural and forested basin. In the vicinity of the study site, the surface cover is pasture except for the upstream left bank where there is mostly shrubs and brush. </p><p>In the study area, Mill Brook has a sinuous channel with a slope of approximately 0.003 ft/ ft, an average channel top width of 52 ft and an average bank height of 5 ft. The channel bed material ranges from sand to cobbles with a median grain size (D<sub>50</sub>) of 43.4 mm (0.142 ft). The geomorphic assessment at the time of the Level I and Level II site visit on June 5, 1996, indicated that the reach was laterally unstable. Point bars were observed upstream and downstream of this site. Furthermore, slip failure of the bank material was noted downstream at a cut-bank on the left side of the channel across from a point bar. </p><p>The Town Highway 37 crossing of Mill Brook is a 37-ft-long, one-lane covered bridge consisting of one 32-foot wood thru-truss span (Vermont Agency of Transportation, written communication, March 23, 1995). The opening length of the structure parallel to the bridge face is 29.6 ft. The bridge is supported by vertical, laid-up stone abutment walls with concrete facing and laid-up stone wingwalls. The channel is skewed approximately 10 degrees to the opening while the opening-skew-to-roadway is zero degrees.&nbsp;</p><p>A scour hole 1.5 ft deeper than the mean thalweg depth was observed along the right abutment during the Level I assessment. Scour protection measures at the site included type-3 (less than 48 inches diameter) and type-4 (less than 60 inches diameter) stone fill. Type-3 stone fill was observed along the upstream right bank and along the right abutments. Type-4 stone fill was observed at the upstream end of the upstream right wingwall. Additional details describing conditions at the site are included in the Level II Summary and appendices D and E. </p><p>Scour depths and recommended rock rip-rap sizes were computed using the general guidelines described in Hydraulic Engineering Circular 18 (Richardson and Davis, 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. </p><p>There was no contraction scour predicted for any of the modeled flows. Abutment scour at the left abutment ranged from 5.7 to 7.3 ft, while that at the right abutment ranged from 11.6 to 17.7 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. </p><p>It is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and Davis, 1995, p. 46). 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.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr98570","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Boehmler, E.M., and Wild, E.C., 1998, Level II scour analysis for Bridge 34 (WWINTH00370034) on Town Highway 37, crossing Mill Brook, West Windsor, Vermont: U.S. Geological Survey Open-File Report 98-570, iv, 49 p., https://doi.org/10.3133/ofr98570.","productDescription":"iv, 49 p.","costCenters":[],"links":[{"id":175288,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr98570.JPG"},{"id":280042,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1998/0570/report.pdf"}],"country":"United States","state":"Vermont","city":"West Windsor","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a6486","contributors":{"authors":[{"text":"Boehmler, Erick M.","contributorId":96303,"corporation":false,"usgs":true,"family":"Boehmler","given":"Erick","email":"","middleInitial":"M.","affiliations":[],"preferred":false,"id":240971,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"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":240970,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":50202,"text":"ofr98543 - 1998 - Level II scour analysis for Bridge 40 (ROCKTH00140040) on Town Highway 14, crossing the Williams River, Rockingham, Vermont","interactions":[],"lastModifiedDate":"2016-08-25T13:01:59","indexId":"ofr98543","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1998","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":"98-543","title":"Level II scour analysis for Bridge 40 (ROCKTH00140040) on Town Highway 14, crossing the Williams River, Rockingham, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure ROCKTH00140040 on Town Highway 14 crossing the Williams River, Rockingham, 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 (FHWA, 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. </p><p>The site is in the New England Upland section of the New England physiographic province in southeastern Vermont. The 99.2-mi2 drainage area is in a predominantly rural and forested basin. In the vicinity of the study site, the surface cover is pasture downstream of the bridge. Upstream of the bridge, the left bank is forested and the right bank is suburban. </p><p>In the study area, the Williams River has an incised, sinuous channel with a slope of approximately 0.005 ft/ft, an average channel top width of 154 ft and an average bank height of 11 ft. The channel bed material ranges from silt and clay to cobble with a median grain size (D50) of 45.4 mm (0.149 ft). The geomorphic assessment at the time of the Level I and Level II site visit on September 4, 1996, indicated that the reach was stable. </p><p>The Town Highway 14 crossing of the Williams River is a 106-ft-long, one-lane covered bridge consisting of two steel-beam spans with a maximum span length of 73 ft (Vermont Agency of Transportation, written communication, April 6, 1995). The opening length of the structure parallel to the bridge face is 94.5 ft. The bridge is supported by a vertical, concrete abutment with wingwalls on the left, a vertical, laid-up stone abutment on the right and a concrete pier. The channel is skewed approximately 10 degrees to the opening while the opening-skew-to-roadway is zero degrees.&nbsp;</p><p>A scour hole 2.1 ft deeper than the mean thalweg depth was observed towards the left side of the channel under and just downstream of the bridge during the Level I assessment. Scour protection measures at the site included type-1 stone fill (less than 12 inches diameter) at the upstream end of the upstream left wingwall and type-2 stone fill (less than 36 inches diameter) along the upstream left bank and the left abutment. Additional details describing conditions at the site are included in the Level II Summary and appendices D and E. </p><p>Scour depths and recommended rock rip-rap sizes were computed using the general guidelines described in Hydraulic Engineering Circular 18 (Richardson and Davis, 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. </p><p>Contraction scour for all modelled flows was zero ft. Left abutment scour ranged from 13.9 to 19.2 ft. Right abutment scour ranged from 7.0 to 11.7 ft. The worst-case abutment scour occurred at the 500-year discharge. Pier scour ranged from 18.7 to 24.7 ft and the worst case occurred at the incipient roadway-overtopping 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 particlesize distribution. </p><p>It is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and Davis, 1995, p. 46). 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.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr98543","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Burns, R.L., and Wild, E.C., 1998, Level II scour analysis for Bridge 40 (ROCKTH00140040) on Town Highway 14, crossing the Williams River, Rockingham, Vermont: U.S. Geological Survey Open-File Report 98-543, iv, 55 p., https://doi.org/10.3133/ofr98543.","productDescription":"iv, 55 p.","costCenters":[],"links":[{"id":176471,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/of/1998/0543/report-thumb.jpg"},{"id":86308,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1998/0543/report.pdf","linkFileType":{"id":1,"text":"pdf"}}],"country":"United States","state":"Vermont","city":"Rockingham","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a61a6","contributors":{"authors":[{"text":"Burns, Ronda L.","contributorId":71602,"corporation":false,"usgs":true,"family":"Burns","given":"Ronda","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":240948,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"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":240949,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":50221,"text":"ofr98152 - 1998 - Level II scour analysis for Bridge 37 (TOWNTH00290037) on Town Highway 29, crossing Mill Brook, Townshend, Vermont","interactions":[],"lastModifiedDate":"2013-12-17T13:42:56","indexId":"ofr98152","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1998","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":"98-152","title":"Level II scour analysis for Bridge 37 (TOWNTH00290037) on Town Highway 29, crossing Mill Brook, Townshend, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nTOWNTH00290037 on Town Highway 29 crossing Mill Brook, Townshend, 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 (FHWA, 1993). Results of a Level I scour \ninvestigation 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 New England Upland section of the New England physiographic province \nin southeastern Vermont. The 13.9-mi<sup>2</sup>\n drainage area is in a predominantly rural and \nforested basin. In the vicinity of the study site, the surface cover is forest upstream of the \nbridge. Downstream of the bridge the surface cover is pasture on the left bank and shrub and \nbrushland on the right bank.\nIn the study area, Mill Brook has an incised, sinuous channel with a slope of approximately \n0.01 ft/ft, an average channel top width of 53 ft and an average bank height of 8 ft. The \nchannel bed material ranges from gravel to boulder with a median grain size (D<sub>50</sub>) of 70.0 \nmm (0.230 ft). The geomorphic assessment at the time of the Level I and Level II site visit \non August 14, 1996, indicated that the reach was laterally unstable. There are large cutbanks and point bars upstream and downstream of the bridge. There is also moderate \nfluvial erosion on the upstream left bank and downstream right bank.\nThe Town Highway 29 crossing of Mill Brook is a 33-ft-long, one-lane bridge consisting of \none 30-foot steel-girder span (Vermont Agency of Transportation, written communication, \nApril 7, 1995). The opening length of the structure parallel to the bridge face is 24.8 ft. The \nbridge is supported by vertical, concrete abutments with wingwalls, the downstream left \nwingwall, however, is “laid-up” stone. The channel is skewed approximately 45 degrees to \nthe opening while the computed opening-skew-to-roadway is 25 degrees. 2\nA scour hole 1.0 ft deeper than the mean thalweg depth was observed along the right \nabutment during the Level I assessment. This scour hole continues downstream along the \nright bank and deepens to 1.5 ft deeper than the mean thalweg. The scour protection \nmeasures at the site included type-2 stone fill (less than 36 inches diameter) along the \nupstream left and right banks and along the upstream right wingwall. Type-3 stone fill (less \nthan 48 inches diameter) was along the downstream right wingwall and downstream right \nbank and a short stone wall is on the downstream left bank. Additional details describing \nconditions at the site 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 Davis, 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 0.0 to 2.1 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Left abutment scour ranged from 6.7 \nto 8.7 ft. The worst-case left abutment scour occurred at the incipient roadway-overtopping \ndischarge. Right abutment scour ranged from 7.8 to 9.5 ft. The worst-case right 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 Davis, 1995, p. 46). 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":"Reston, VA","doi":"10.3133/ofr98152","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and the Federal Highway Administration","usgsCitation":"Burns, R., and Medalie, L., 1998, Level II scour analysis for Bridge 37 (TOWNTH00290037) on Town Highway 29, crossing Mill Brook, Townshend, Vermont: U.S. Geological Survey Open-File Report 98-152, 50 p., https://doi.org/10.3133/ofr98152.","productDescription":"50 p.","additionalOnlineFiles":"N","costCenters":[],"links":[{"id":175942,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr98152.JPG"},{"id":279846,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1998/0152/report.pdf"}],"country":"United States","state":"Vermont","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":"4f4e4b17e4b07f02db6a6303","contributors":{"authors":[{"text":"Burns, R.L.","contributorId":62651,"corporation":false,"usgs":true,"family":"Burns","given":"R.L.","email":"","affiliations":[],"preferred":false,"id":240984,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Medalie, Laura 0000-0002-2440-2149 lmedalie@usgs.gov","orcid":"https://orcid.org/0000-0002-2440-2149","contributorId":3657,"corporation":false,"usgs":true,"family":"Medalie","given":"Laura","email":"lmedalie@usgs.gov","affiliations":[{"id":466,"text":"New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240983,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":50196,"text":"ofr98537 - 1998 - Level II scour analysis for Bridge 22 (BRADTH00270022) on Town Highway 27, crossing the Waits River, Bradford, Vermont","interactions":[],"lastModifiedDate":"2016-08-25T15:18:33","indexId":"ofr98537","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1998","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":"98-537","title":"Level II scour analysis for Bridge 22 (BRADTH00270022) on Town Highway 27, crossing the Waits River, Bradford, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure BRADTH00270022 on Town Highway 27 crossing the Waits River, Bradford, 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 (FHWA, 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, obtained from Vermont Agency of Transportation (VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is found in appendix D. </p><p>The site is in the New England Upland section of the New England physiographic province in east-central Vermont. The 153-mi<sup>2</sup> drainage area is in a predominantly rural and forested basin. However, in the vicinity of the study site, the upstream and downstream left banks are suburban and the upstream and downstream right banks are shrub and brushland. </p><p>In the study area, the Waits River has an incised, sinuous channel with a slope of approximately 0.0002 ft/ft, an average channel top width of 125 ft and an average bank height of 4 ft. The channel bed material ranges from silt and clay to bedrock with a median grain size (D<sub>50</sub>) of 0.393 mm (0.00129 ft). The geomorphic assessment at the time of the Level I and Level II site visit on September 7, 1995, indicated that the reach was stable. </p><p>The Town Highway 27 crossing of the Waits River is a 109-ft-long, one-lane bridge consisting of a 104-ft steel-truss span (Vermont Agency of Transportation, written communication, March 16, 1995). The opening length of the structure parallel to the bridge face is 99.2 ft. The bridge is supported by vertical, laid-up stone abutments. The channel is skewed approximately 30 degrees to the opening while the opening-skew-to-roadway is zero degrees. </p><p>No evidence of scour was observed during the Level I assessment. Scour protection measures at the site included type-2 stone fill (less than 36 inches diameter) along the upstream right and downstream left banks and type-3 stone fill (less than 48 inches diameter) along the left and right abutments. Additional details describing conditions at the site are included in the Level II Summary and appendices D and E.</p><p>Scour depths and recommended rock rip-rap sizes were computed using the general guidelines described in Hydraulic Engineering Circular 18 (Richardson and Davis, 1995) for the 100- and 500-year discharges. 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. </p><p>Contraction scour for all modelled flows ranged from 1.5 to 2.0 ft. The worst-case contraction scour occurred at the 500-year discharge. Abutment scour ranged from 11.8 to 18.8 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. </p><p>It is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and Davis, 1995, p. 46). 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.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr98537","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Wild, E.C., and Ivanoff, M.A., 1998, Level II scour analysis for Bridge 22 (BRADTH00270022) on Town Highway 27, crossing the Waits River, Bradford, Vermont: U.S. Geological Survey Open-File Report 98-537, iv, 48 p., https://doi.org/10.3133/ofr98537.","productDescription":"iv, 48 p.","costCenters":[],"links":[{"id":176376,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr98537.JPG"},{"id":280057,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1998/0537/report.pdf"}],"country":"United States","state":"Vermont","city":"Bradford","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a8200","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":240937,"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":240936,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":50253,"text":"ofr9825 - 1998 - Level II scour analysis for Bridge 32 (FERRTH00190032) on Town Highway 19, crossing the South Slang Little Otter Creek, Ferrisburgh, Vermont","interactions":[],"lastModifiedDate":"2016-08-25T13:07:58","indexId":"ofr9825","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1998","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":"98-25","title":"Level II scour analysis for Bridge 32 (FERRTH00190032) on Town Highway 19, crossing the South Slang Little Otter Creek, Ferrisburgh, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure FERRTH00190032 on Town Highway 19 crossing the South Slang Little Otter Creek (Hawkins Slang Brook), Ferrisburg, 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 (FHWA, 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. </p><p>The site is in the Champlain section of the St. Lawrence Valley physiographic province in west-central Vermont. The 8.00-mi<sup>2</sup> drainage area is in a predominantly rural and forested basin. In the vicinity of the study site, the surface cover consists of wetlands upstream and downstream of the bridge with trees and pasture on the wide flood plains. </p><p>In the study area, the South Slang Little Otter Creek has a meandering channel with essentially no channel slope, an average channel top width of 932 ft and an average bank height of 6 ft. The channel bed material ranges from clay to sand. Sieve analysis indicates that greater than 50% of the sample is coarse silt and clay and thus a medium grain size by use of sieve analysis was indeterminate. The median grain size was assumed to be a course silt with a size (D<sub>50</sub>) of 0.061mm (0.0002 ft). The geomorphic assessment at the time of the Level I and Level II site visit on July 2, 1996, indicated that the reach was stable. </p><p>The Town Highway 19 crossing of the South Slang Little Otter Creek is a 45-ft-long, twolane bridge consisting of one 42-foot concrete box-beam span (Vermont Agency of Transportation, written communication, December 11, 1995). The opening length of the structure parallel to the bridge face is 41.8 ft. The bridge is supported by vertical, concrete abutments. The channel is skewed approximately 5 degrees to the opening while the opening-skew-to-roadway is zero degrees.&nbsp;</p><p>A scour hole 3.5 ft deeper than the mean thalweg depth was observed in the upstream channel. Also a scour hole 2.0 ft deeper than the mean thalweg depth was observed along the right abutment during the Level I assessment. The scour protection measures at the site are type-1 stone fill (less than 12 inches diameter) around the left and right abutments, along the upstream and downstream road embankments, and across the entire upstream and downstream bridge face. Additional details describing conditions at the site are included in the Level II Summary and appendices D and E. </p><p>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. 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. </p><p>Contraction scour for all modelled flows ranged from 14.0 to 20.2 ft. The worst-case contraction scour occurred at the 500-year discharge. Abutment scour ranged from 3.2 to 8.3 ft. The worst-case abutment scour occurred at the 500-year discharge. The predicted scour is well above the pile bottom elevations. 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. </p><p>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.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr9825","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., and Wild, E.C., 1998, Level II scour analysis for Bridge 32 (FERRTH00190032) on Town Highway 19, crossing the South Slang Little Otter Creek, Ferrisburgh, Vermont: U.S. Geological Survey Open-File Report 98-25, iv, 46 p., https://doi.org/10.3133/ofr9825.","productDescription":"iv, 46 p.","costCenters":[],"links":[{"id":280007,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1998/0025/report.pdf"},{"id":179411,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"}],"country":"United States","state":"Vermont","city":"Ferrisburgh","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a7ee4b07f02db648630","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":241037,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"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":241038,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":50166,"text":"ofr98196 - 1998 - Level II scour analysis for Bridge 47 (PLYMTH00540047) on Town Highway 54, crossing Pinney Hollow Brook, Plymouth, Vermont","interactions":[],"lastModifiedDate":"2016-08-25T16:21:04","indexId":"ofr98196","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1998","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":"98-196","title":"Level II scour analysis for Bridge 47 (PLYMTH00540047) on Town Highway 54, crossing Pinney Hollow Brook, Plymouth, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure PLYMTH00540047 on Town Highway 54 crossing Pinney Hollow Brook, Plymouth, 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 (FHWA, 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, gathered from Vermont Agency of Transportation (VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is found in appendix D. </p><p>The site is in the Green Mountain section of the New England physiographic province in south-central Vermont. The 7.9-mi<sup>2</sup> 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 while the immediate banks have dense woody vegetation. </p><p>In the study area, Pinney Hollow Brook has an incised, straight channel with a slope of approximately 0.01 ft/ft, an average channel top width of 57 ft and an average bank height of 7 ft. The channel bed material ranges from sand to cobbles with a median grain size (D<sub>50</sub>) of 45.7 mm (0.150 ft). The geomorphic assessment at the time of the Level I and Level II site visit on March 30, 1995 and Level II site visit on October 2, 1995, indicated that the reach was stable. </p><p>The Town Highway 54 crossing of Pinney Hollow Brook is a 30-ft-long, two-lane bridge consisting of a 27-foot steel-stringer span (Vermont Agency of Transportation, written communication, March 22, 1995). The opening length of the structure parallel to the bridge face is 25.7 ft. The bridge is supported by vertical, concrete abutments with wingwalls. The channel is not skewed to the opening and the opening-skew-to-roadway is zero degrees. </p><p>Scour protection measures at the site included type-1 stone fill (less than 12 inches diameter) along the upstream left wingwall, the upstream right wingwall and the downstream end of the downstream left wingwall. Additional details describing conditions at the site are included in the Level II Summary and appendices D and E.</p><p>Scour depths and recommended rock rip-rap sizes were computed using the general guidelines described in Hydraulic Engineering Circular 18 (Richardson and Davis, 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. </p><p>Contraction scour for all modelled flows ranged from 0.0 to 2.0 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 3.4 to 6.7 ft. The worst-case left abutment scour occurred at the 500-year discharge. Right abutment scour ranged from 8.9 to 9.6 ft. The worst-case right 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. </p><p>It is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and Davis, 1995, p. 46). 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.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr98196","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Wild, E.C., and Weber, M.A., 1998, Level II scour analysis for Bridge 47 (PLYMTH00540047) on Town Highway 54, crossing Pinney Hollow Brook, Plymouth, Vermont: U.S. Geological Survey Open-File Report 98-196, iv, 51 p., https://doi.org/10.3133/ofr98196.","productDescription":"iv, 51 p.","costCenters":[],"links":[{"id":175516,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr98196.JPG"},{"id":280084,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1998/0196/report.pdf"}],"country":"United States","state":"Vermont","city":"Plymouth","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a60bd","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":240881,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Weber, Matthew A.","contributorId":41483,"corporation":false,"usgs":true,"family":"Weber","given":"Matthew","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240880,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":50264,"text":"ofr98157 - 1998 - Level II scour analysis for Bridge 13 (LINCTH00010013) on Town Highway 1, crossing Cota Brook, Lincoln, Vermont","interactions":[],"lastModifiedDate":"2016-08-25T13:40:36","indexId":"ofr98157","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1998","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":"98-157","title":"Level II scour analysis for Bridge 13 (LINCTH00010013) on Town Highway 1, crossing Cota Brook, Lincoln, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure LINCTH00010013 on Town Highway 1 crossing Cota Brook, Lincoln, 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 (FHWA, 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. </p><p>The site is in the Green Mountain section of the New England physiographic province in west-central Vermont. The 3.0-mi2 drainage area is in a predominantly rural and forested basin. In the vicinity of the study site, the surface cover is forest along the upstream right bank and brushland along the upstream left bank. Downstream of the bridge, the surface cover is pasture along the left and right banks. </p><p>In the study area, Cota Brook has an sinuous channel with a slope of approximately 0.01 ft/ ft, an average channel top width of 30 ft and an average bank height of 2 ft. The channel bed material ranges from sand to cobble with a median grain size (D50) of 34.7 mm (0.114 ft). The geomorphic assessment at the time of the Level I and Level II site visit on June 10, 1996, indicated that the reach was laterally unstable due to cut-banks and wide, vegetated point bars upstream and downstream of the bridge. </p><p>The Town Highway 1 crossing of Cota Brook is a 38-ft-long, two-lane bridge consisting of a 36-foot steel-stringer span (Vermont Agency of Transportation, written communication, December 14, 1995). The opening length of the structure parallel to the bridge face is 34.4 ft. The bridge is supported by vertical, concrete abutments. The channel is skewed approximately 15 degrees to the opening while the opening-skew-to-roadway is zero degrees.</p><p>A scour hole 2.0 ft deeper than the mean thalweg depth was observed along the upstream right bank during the Level I assessment. Along the right abutment, it is 0.25 ft deeper than the mean thalweg depth. Scour protection measures at the site included type-1 stone fill (less than 12 inches diameter) along the upstream right bank and type-2 stone fill (less than 36 inches diameter) along the left and right abutments and along the downstream left bank. Additional details describing conditions at the site are included in the Level II Summary and appendices D and E. </p><p>Scour depths and recommended rock rip-rap sizes were computed using the general guidelines described in Hydraulic Engineering Circular 18 (Richardson and Davis, 1995) for the 100- and 500-year discharges. 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. </p><p>Contraction scour for all modelled flows ranged from 0.0 to 1.7 ft. The worst-case contraction scour occurred at the 500-year discharge. Abutment scour ranged from 9.1 to 11.3 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. </p><p>It is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and Davis, 1995, p. 46). 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.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr98157","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Wild, E.C., 1998, Level II scour analysis for Bridge 13 (LINCTH00010013) on Town Highway 1, crossing Cota Brook, Lincoln, Vermont: U.S. Geological Survey Open-File Report 98-157, iv, 49 p., https://doi.org/10.3133/ofr98157.","productDescription":"iv, 49 p.","costCenters":[],"links":[{"id":178627,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr98157.JPG"},{"id":279996,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1998/0157/report.pdf"}],"country":"United States","state":"Vermont","city":"Lincoln","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a8483","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":241055,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}}
,{"id":50265,"text":"ofr98156 - 1998 - Level II scour analysis for Bridge 27 (WSTOTH00070027) on Town Highway 7, crossing Jenny Coolidge Brook, Weston, Vermont","interactions":[],"lastModifiedDate":"2016-08-25T13:46:05","indexId":"ofr98156","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1998","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":"98-156","title":"Level II scour analysis for Bridge 27 (WSTOTH00070027) on Town Highway 7, crossing Jenny Coolidge Brook, Weston, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure WSTOTH00070027 on Town Highway 7 crossing Jenny Coolidge Brook, Weston, 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 (FHWA, 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. </p><p>The site is in the Green Mountain section of the New England physiographic province in southwestern Vermont. The 2.9-mi<sup>2</sup> drainage area is in a predominantly rural and forested basin. In the vicinity of the study site, the surface cover is pasture downstream of the bridge while upstream of the bridge is forested. </p><p>In the study area, the Jenny Coolidge Brook has an incised, sinuous channel with a slope of approximately 0.04 ft/ft, an average channel top width of 51 ft and an average bank height of 6 ft. The channel bed material ranges from sand to boulders with a median grain size (D<sub>50</sub>) of 122 mm (0.339 ft). The geomorphic assessment at the time of the Level I and Level II site visit on August 20, 1996, indicated that the reach was stable. </p><p>The Town Highway 7 crossing of the Jenny Coolidge Brook is a 52-ft-long, two-lane bridge consisting of a 50-foot steel-beam span (Vermont Agency of Transportation, written communication, April 7, 1995). The opening length of the structure parallel to the bridge face is 49.2 ft. The bridge is supported by vertical, concrete abutments with wingwalls. The channel is skewed approximately 5 degrees to the opening while the computed opening-skew-to-roadway is 15 degrees. </p><p>The legs of the skeleton-type right abutment were exposed approximately 2 feet (vertically) and approximately 2 feet (horizontally) during the Level I assessment. Scour protection measures at the site include type-1 stone fill (less than 12 inches diameter) along the downstream right wingwall, and type-2 stone fill (less than 36 inches diameter) along the upstream banks, upstream left wingwall, left abutment, downstream left wingwall and downstream left bank. A stone wall levee extends along the downstream right bank. Additional details describing conditions at the site are included in the Level II Summary and appendices D and E. </p><p>Scour depths and recommended rock rip-rap sizes were computed using the general guidelines described in Hydraulic Engineering Circular 18 (Richardson and Davis, 1995) for the 100- and 500-year discharges. 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. </p><p>Contraction scour for all modelled flows was zero ft. Abutment scour ranged from 3.0 to 4.1 ft. The worst-case left abutment scour occurred at the 100-year discharge. The worst-case right 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 particlesize distribution. </p><p>It is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and Davis, 1995, p. 46). 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.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr98156","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Wild, E.C., 1998, Level II scour analysis for Bridge 27 (WSTOTH00070027) on Town Highway 7, crossing Jenny Coolidge Brook, Weston, Vermont: U.S. Geological Survey Open-File Report 98-156, iv, 48 p., https://doi.org/10.3133/ofr98156.","productDescription":"iv, 48 p.","costCenters":[],"links":[{"id":178628,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr98156.JPG"},{"id":279995,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1998/0156/report.pdf"}],"country":"United States","state":"Vermont","city":"Weston","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b19e4b07f02db6a7f95","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":241056,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}}
,{"id":50266,"text":"ofr98293 - 1998 - Level II scour analysis for Bridge 28 (STRATH00020028) on Town Highway 2, crossing the West Branch Ompompanoosuc River, Strafford, Vermont","interactions":[],"lastModifiedDate":"2016-08-25T13:51:18","indexId":"ofr98293","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1998","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":"98-293","title":"Level II scour analysis for Bridge 28 (STRATH00020028) on Town Highway 2, crossing the West Branch Ompompanoosuc River, Strafford, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure STRATH00020028 on Town Highway 2 crossing the West Branch Ompompanoosuc River, Strafford, 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 (FHWA, 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, gathered from Vermont Agency of Transportation (VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is found in appendix D. </p><p>The site is in the New England Upland section of the New England physiographic province in central Vermont. The 25.4-mi<sup>2</sup> 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. </p><p>In the study area, the West Branch Ompompanoosuc River has a sinuous channel with a slope of approximately 0.002 ft/ft, an average channel top width of 34 ft and an average bank height of 6 ft. The channel bed material ranges from silt and clay to cobbles with a median grain size (D<sub>50</sub>) of 20.4 mm (0.0669 ft). The geomorphic assessment at the time of the Level I and Level II site visit on July 24, 1996, indicated that the reach was laterally unstable, because of moderate fluvial erosion. </p><p>The Town Highway 2 crossing of the West Branch Ompompanoosuc River is a 31-ft-long, twolane bridge consisting of a 26-foot concrete tee-beam span (Vermont Agency of Transportation, written communication, October 23, 1995). The opening length of the structure parallel to the bridge face is 24.6 ft. The bridge is supported by vertical, concrete abutments with wingwalls. The channel is skewed approximately 45 degrees to the opening while the computed opening-skew-toroadway is 5 degrees. </p><p>A scour hole 3.2 ft deeper than the mean thalweg depth was observed under the bridge along the right side of the 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 right bank, the upstream right wingwall, the right abutment and the downstream right wingwall. Additional details describing conditions at the site are included in the Level II Summary and appendices D and E. </p><p>Scour depths and recommended rock rip-rap sizes were computed using the general guidelines described in Hydraulic Engineering Circular 18 (Richardson and Davis, 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. </p><p>Contraction scour for all modelled flows ranged from 3.2 to 4.1 ft. The worst-case contraction scour occurred at the 500-year discharge. Left abutment scour ranged from 4.4 to 7.5 ft. Right abutment scour ranged from 7.2 to 10.1 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. </p><p>It is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and Davis, 1995, p. 46). 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.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr98293","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Wild, E.C., 1998, Level II scour analysis for Bridge 28 (STRATH00020028) on Town Highway 2, crossing the West Branch Ompompanoosuc River, Strafford, Vermont: U.S. Geological Survey Open-File Report 98-293, iv, 51 p., https://doi.org/10.3133/ofr98293.","productDescription":"iv, 51 p.","costCenters":[],"links":[{"id":178629,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr98293.JPG"},{"id":279994,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1998/0293/report.pdf"}],"country":"United States","state":"Vermont","city":"Strafford","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b19e4b07f02db6a7f50","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":241057,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}}
,{"id":50267,"text":"ofr9813 - 1998 - Level II scour analysis for Bridge 32 (TUNBTH00600032) on Town Highway 60, crossing First Branch White River, Tunbridge, Vermont","interactions":[],"lastModifiedDate":"2016-08-25T13:55:42","indexId":"ofr9813","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1998","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":"98-13","title":"Level II scour analysis for Bridge 32 (TUNBTH00600032) on Town Highway 60, crossing First Branch White River, Tunbridge, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure TUNBTH00600032 on Town Highway 60 crossing the First Branch White River, Tunbridge, 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. </p><p>The site is in the New England Upland section of the New England physiographic province in central Vermont. The 92.9-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, while woody vegetation sparsely covers the immediate banks. </p><p>In the study area, the First Branch White River has a sinuous channel with a slope of approximately 0.001 ft/ft, an average channel top width of 82 ft and an average bank height of 7 ft. The channel bed material ranges from sand to gravel with a median grain size (D50) of 24.4 mm (0.08 ft). The geomorphic assessment at the time of the Level I and Level II site visit on October 18, 1995, indicated that the reach was laterally unstable, as a result of block failure of moderately eroded banks. </p><p>The Town Highway 60 crossing of the First Branch White River is a 74-ft-long, one-lane bridge consisting of a 71-foot timber thru-truss span (Vermont Agency of Transportation, written communication, August 24, 1994). The opening length of the structure parallel to the bridge face is 64 ft.The bridge is supported by vertical, laid-up stone abutments with upstream wingwalls. The channel is not skewed to the opening. The computed opening-skew-to-roadway is 5 degrees. </p><p>A scour hole 1.0 ft deeper than the mean thalweg depth was observed in the upstream reach during the Level I assessment. Scour countermeasures at the site includes type-1 stone fill (less than 12 inches diameter) along the upstream right bank. Type-2 stone fill (less than 36 inches diameter) is present along the upstream right wingwall, the left abutment and the right abutment. Additional details describing conditions at the site are included in the Level II Summary and appendices D and E. </p><p>Scour depths and recommended rock rip-rap sizes were computed using the general guidelines described in Hydraulic Engineering Circular 18 (Richardson and Davis, 1995) for the 100- and 500-year discharges. In addition, the maximum free-surface discharge was determined and analyzed as another potential worst-case scour scenarios. 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. </p><p>Contraction scour for all modelled flows ranged from 2.2 to 6.8 ft. The worst-case contraction scour occurred at the 500-year discharge. Left abutment scour ranged from 20.6 to 30.4 ft. Right abutment scour ranged from 9.7 to 19.5 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. </p><p>It is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and Davis, 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.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr9813","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Wild, E.C., 1998, Level II scour analysis for Bridge 32 (TUNBTH00600032) on Town Highway 60, crossing First Branch White River, Tunbridge, Vermont: U.S. Geological Survey Open-File Report 98-13, iv, 51 p., https://doi.org/10.3133/ofr9813.","productDescription":"iv, 51 p.","costCenters":[],"links":[{"id":178630,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr9813.JPG"},{"id":279993,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1998/0013/report.pdf"}],"country":"United States","state":"Vermont","city":"Tunbridge","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b19e4b07f02db6a777a","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":241058,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}}
,{"id":50268,"text":"ofr9823 - 1998 - Level II scour analysis for Bridge 46 (LINCTH00060046) on Town Highway 6, crossing the New Haven River, Lincoln, Vermont","interactions":[],"lastModifiedDate":"2016-08-25T13:59:57","indexId":"ofr9823","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1998","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":"98-23","title":"Level II scour analysis for Bridge 46 (LINCTH00060046) on Town Highway 6, crossing the New Haven River, Lincoln, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure LINCTH00060046 on Town Highway 6 crossing the New Haven River, Lincoln, 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 (FHWA, 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. </p><p>The site is in the Green Mountain section of the New England physiographic province in west-central Vermont. The 45.9-mi<sup>2</sup> drainage area is in a predominantly suburban and forested basin. In the vicinity of the study site, the surface cover is forest upstream of the bridge. The downstream right overbank near the bridge is suburban with buildings, homes, lawns, and pavement (less than fifty percent). The downstream left overbank is brushland while the immediate banks have dense woody vegetation. </p><p>In the study area, the New Haven River has an incised, sinuous channel with a slope of approximately 0.01 ft/ft, an average channel top width of 95 ft and an average bank height of 7 ft. The channel bed material ranges from sand to bedrock with a median grain size (D<sub>50</sub>) of 120.7 mm (0.396 ft). The geomorphic assessment at the time of the Level I and Level II site visit on June 13, 1996, indicated that the reach was stable. </p><p>The Town Highway 34 crossing of the New Haven River is a 85-ft-long, two-lane bridge consisting of an 80-foot steel arch truss (Vermont Agency of Transportation, written communication, December 14, 1995). The opening length of the structure parallel to the bridge face is 69 feet. The bridge is supported by vertical, concrete abutments with wingwalls. The channel is skewed approximately 25 degrees to the opening while the opening-skew-to-roadway is 5 degrees. </p><p>A scour hole 2.0 ft deeper than the mean thalweg depth was observed in the downstream channel during the Level I assessment. Protection measures at the site include type-1 stone fill (less than 12 inches diameter) at the upstream left wingwall, type-2 stone fill (less than 36 inches diameter) at the downstream end of the downstream left wingwall, and type-3 stone fill (less than 48 inches diameter) at the upstream right wingwall and the downstream end of the downstream right wingwall. Additional details describing conditions at the site are included in the Level II Summary and appendices D and E. </p><p>Scour depths and recommended rock rip-rap sizes were computed using the general guidelines described in Hydraulic Engineering Circular 18 (Richardson and Davis, 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. </p><p>Contraction scour for all modelled flows ranged from 0.0 to 1.7 ft. The worst-case contraction scour occurred at the incipient roadway-overtopping discharge. Left abutment scour ranged from 12.9 to 17.8 ft. Right abutment scour ranged from 5.9 to 11.9 ft. The worst-case abutment scour occurred at the incipient roadway-overtopping 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. </p><p>It is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and Davis, 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.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr9823","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Wild, E.C., 1998, Level II scour analysis for Bridge 46 (LINCTH00060046) on Town Highway 6, crossing the New Haven River, Lincoln, Vermont: U.S. Geological Survey Open-File Report 98-23, iv, 51 p., https://doi.org/10.3133/ofr9823.","productDescription":"iv, 51 p.","costCenters":[],"links":[{"id":178631,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr9823.JPG"},{"id":279992,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1998/0023/report.pdf"}],"country":"United States","state":"Vermont","city":"Lincoln","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a6077","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":241059,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}}
,{"id":50269,"text":"ofr9889 - 1998 - Level II scour analysis for Bridge 51 (JERITH00590051) on Town Highway 59, crossing The Creek, Jericho, Vermont","interactions":[],"lastModifiedDate":"2016-08-25T14:13:32","indexId":"ofr9889","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1998","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":"98-89","title":"Level II scour analysis for Bridge 51 (JERITH00590051) on Town Highway 59, crossing The Creek, Jericho, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure JERITH00590051 on Town Highway 59 crossing The Creek, Jericho, 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 (Federal Highway Administration, 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. </p><p>The site is in the Green Mountain section of the New England physiographic province and the Champlain section of the St. Lawrence physiographic province in northwestern Vermont. The 10.9-mi<sup>2</sup> drainage area is in a predominantly rural and forested basin. In the vicinity of the study site, the surface cover is pasture on the left and right overbanks, upstream and downstream of the bridge while the immediate banks have dense woody vegetation. </p><p>In the study area, The Creek has a sinuous channel with a slope of approximately 0.004 ft/ft, an average channel top width of 45 ft and an average bank height of 6 ft. The channel bed material ranges from silt to cobble with a median grain size (D<sub>50</sub>) of 58.6 mm (0.192 ft). The geomorphic assessment at the time of the Level I and Level II site visit on July 3, 1996, indicated that the reach was stable. </p><p>The Town Highway 59 crossing of The Creek is a 33-ft-long, two-lane bridge consisting of a 28-foot steel-stringer span (Vermont Agency of Transportation, written communication, December 11, 1995). The opening length of the structure parallel to the bridge face is 26 ft. The bridge is supported by vertical, concrete abutments with wingwalls. The channel is skewed approximately 10 degrees to the opening while the computed opening-skew-toroadway is 5 degrees.</p><p>A scour hole 3 ft deeper than the mean thalweg depth was observed along the right abutment during the Level I assessment. Scour countermeasures at the site included type-1 stone fill (less than 12 inches diameter) at the left and right upstream road embankments. Type-2 stone fill (less than 36 inches diameter) was along the upstream right bank and along the upstream right wingwall. Additional details describing conditions at the site are included in the Level II Summary and appendices D and E. </p><p>Scour depths and recommended rock rip-rap sizes were computed using the general guidelines described in Hydraulic Engineering Circular 18 (Richardson and Davis, 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. </p><p>Contraction scour for all modelled flows was zero ft. Left abutment scour ranged from 2.4 to 3.2 ft. Right abutment scour ranged from 4.1 to 4.5 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. </p><p>It is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and Davis, 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.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr9889","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Wild, E.C., 1998, Level II scour analysis for Bridge 51 (JERITH00590051) on Town Highway 59, crossing The Creek, Jericho, Vermont: U.S. Geological Survey Open-File Report 98-89, iv, 51 p., https://doi.org/10.3133/ofr9889.","productDescription":"iv, 51 p.","costCenters":[],"links":[{"id":178632,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr9889.JPG"},{"id":279991,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1998/0089/report.pdf"}],"country":"United States","state":"Vermont","city":"Jericho","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b16e4b07f02db6a588c","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":241060,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}}
,{"id":50271,"text":"ofr9815 - 1998 - Level II scour analysis for Bridge 17 (NEWHTH00200017) on Town Highway 20, crossing Little Otter Creek, New Haven, Vermont","interactions":[],"lastModifiedDate":"2016-10-13T15:50:54","indexId":"ofr9815","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1998","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":"98-15","title":"Level II scour analysis for Bridge 17 (NEWHTH00200017) on Town Highway 20, crossing Little Otter Creek, New Haven, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure NEWHTH00200017 on Town Highway 20 crossing Little Otter Creek, New Haven, 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. </p><p>The site is in the Champlain section of the St. Lawrence Valley physiographic province in west-central Vermont. The 10.8-mi<sup>2</sup> drainage area is in a predominantly rural and wetland basin. In the vicinity of the study site, the surface cover is shrubland on the downstream right overbank. The surface cover of the downstream left overbank, the upstream right overbank and the upstream left overbank is wetland and pasture. </p><p>In the study area, Little Otter Creek has a meandering channel with a slope of approximately 0.0007 ft/ft, an average channel top width of 97 ft and an average bank height of 5 ft. The channel bed material ranges from silt and clay to cobble. Medium sized silt and clay is the channel material upstream of the approach cross-section and downstream of the exit cross-section. The median grain size (D<sub>50</sub>) of the silt and clay channel bed material is 1.52 mm (0.005 ft), which was used for contraction and abutment scour computations. From the approach cross-section, under the bridge, and to the exit cross-section, stone fill is the channel bed material. The median grain size (D<sub>50</sub>) of the stone fill channel bed material is 95.7 mm (0.314 ft). The stone fill median grain size was used solely for armoring computations. The geomorphic assessment at the time of the Level I and Level II site visit on June 11, 1996, indicated that the reach was stable.</p><p>The Town Highway 20 crossing of Little Otter Creek is a 32-ft-long, two-lane bridge consisting of a 28-ft steel-beam span (Vermont Agency of Transportation, written communication, December 15, 1995). The opening length of the structure parallel to the bridge face is 24.9 ft. The bridge is supported by almost vertical, concrete abutments. The channel is skewed approximately 15 degrees to the opening while the opening-skew-toroadway is zero degrees. </p><p>The scour countermeasures at the site consisted of type-1 stone fill (less than 12 inches diameter) along the left and right abutments, as well as along the upstream left and right banks. Type-2 stone fill (less than 36 inches diameter) was present along the downstream right bank. Additional details describing conditions at the site are included in the Level II Summary and appendices D and E. </p><p>Scour depths and recommended rock rip-rap sizes were computed using the general guidelines described in Hydraulic Engineering Circular 18 (Richardson and Davis, 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. </p><p>Contraction scour for all modelled flows ranged from 9.7 to 13.8 ft. The worst-case contraction scour occurred at the 500-year discharge. Left abutment scour ranged from 6.9 to 7.9 ft. Right abutment scour ranged from 10.5 to 11.8 ft. The worst-case left and right 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. </p><p>It is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and Davis, 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.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr9815","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Wild, E.C., and Burns, R.L., 1998, Level II scour analysis for Bridge 17 (NEWHTH00200017) on Town Highway 20, crossing Little Otter Creek, New Haven, Vermont: U.S. Geological Survey Open-File Report 98-15, iv, 51 p., https://doi.org/10.3133/ofr9815.","productDescription":"iv, 51 p.","costCenters":[],"links":[{"id":162288,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":279989,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1998/0015/report.pdf"}],"country":"United States","state":"Vermont","city":"New Haven","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a8222","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":241064,"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":241063,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
,{"id":50272,"text":"ofr9890 - 1998 - Level II scour analysis for Bridge 8 (NEWFTH00010008) on Town Highway 1, crossing Wardsboro Brook, Newfane, Vermont","interactions":[],"lastModifiedDate":"2016-08-25T14:56:02","indexId":"ofr9890","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1998","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":"98-90","title":"Level II scour analysis for Bridge 8 (NEWFTH00010008) on Town Highway 1, crossing Wardsboro Brook, Newfane, Vermont","docAbstract":"<p>This report provides the results of a detailed Level II analysis of scour potential at structure NEWFTH00010008 on Town Highway 1 crossing Wardsboro Brook, Newfane, 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 (Federal Highway Administration, 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. </p><p>The site is in the New England Upland section of the New England physiographic province in southestern Vermont. The 6.91-mi<sup>2</sup> drainage area is in a predominantly rural and forested basin. In the vicinity of the study site, the surface cover is forest on the upstream right overbank and downstream left and right overbanks. The surface cover on the upstream left overbank is pasture. </p><p>In the study area, Wardsboro Brook has an incised, sinuous channel with a slope of approximately 0.02 ft/ft, an average channel top width of 63 ft and an average bank height of 9 ft. The channel bed material ranges from gravel to boulders with a median grain size (D<sub>50</sub>) of 95.4 mm (0.313 ft). The geomorphic assessment at the time of the Level I and Level II site visit on August 21, 1996, indicated that the reach was stable. </p><p>The Town Highway 1 crossing of the Wardsboro Brook is a 32-ft-long, two-lane bridge consisting of a 26-foot concrete tee-beam span (Vermont Agency of Transportation, written communication, April 6, 1995). The opening length of the structure parallel to the bridge face is 26.7 ft. The bridge is supported by vertical, concrete abutments with wingwalls. The channel is skewed approximately 45 degrees to the computed opening while the openingskew-to-roadway is 45 degrees. </p><p>A scour hole 1.0 ft deeper than the mean thalweg depth was observed along the right abutment during the Level I assessment. Scour protection measures at the site included type-1 stone fill (less than 12 inches diameter) along the upstream right bank, and type-2 stone fill (less than 36 inches diameter) along the upstream left bank and the upstream ends of the upstream left and right wingwalls. A stone wall extends along the downstream right bank from the end of the downstream right wingwall. Additional details describing conditions at the site are included in the Level II Summary and appendices D and E. </p><p>Scour depths and recommended rock rip-rap sizes were computed using the general guidelines described in Hydraulic Engineering Circular 18 (Richardson and Davis, 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. </p><p>Contraction scour for all modelled flows ranged from 0.1 to 3.9 ft. The worst-case contraction scour occurred at the 500-year discharge. Left abutment scour ranged from 11.1 to 12.9 ft. Right abutment scour ranged from 4.3 to 4.8 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. </p><p>It is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and Davis, 1995, p. 46). 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.</p>","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr9890","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Wild, E.C., and Degnan, J., 1998, Level II scour analysis for Bridge 8 (NEWFTH00010008) on Town Highway 1, crossing Wardsboro Brook, Newfane, Vermont: U.S. Geological Survey Open-File Report 98-90, iv, 51 p., https://doi.org/10.3133/ofr9890.","productDescription":"iv, 51 p.","costCenters":[],"links":[{"id":162362,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr9890.JPG"},{"id":279988,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1998/0090/report.pdf"}],"country":"United States","state":"Vermont","city":"Newfane","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b16e4b07f02db6a5664","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":241066,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Degnan, James","contributorId":20398,"corporation":false,"usgs":true,"family":"Degnan","given":"James","affiliations":[],"preferred":false,"id":241065,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}}
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