Information from seismic-reflection profiles, outcrops, boreholes, and potential field surveys is used to interpret the structure and history of the southern Whidbey Island fault in the Puget Lowland of western Washington. This northwest-trending fault comprises a broad (as wide as 6–11 km), steep, northeast-dipping zone that includes several splays with inferred strike-slip, reverse, and thrust displacement. Transpressional deformation along the southern Whidbey Island fault is indicated by along-strike variations in structural style and geometry, positive flower structure, local unconformities, out-of-plane displacements, and juxtaposition of correlative sedimentary units with different histories.
The southern Whidbey Island fault represents a segment of a boundary between two major crustal blocks. The Cascade block to the northeast is floored by diverse assemblages of pre-Tertiary rocks; the Coast Range block to the southwest is floored by lower Eocene marine basaltic rocks of the Crescent Formation. The fault probably originated during the early Eocene as a dextral strike-slip fault along the eastern side of a continental-margin rift. Bending of the fault and transpressional deformation began during the late middle Eocene and continues to the present. Oblique convergence and clockwise rotation along the continental margin are the inferred driving forces for ongoing deformation.
Evidence for Quaternary movement on the southern Whidbey Island fault includes (1) offset and disrupted upper Quaternary strata imaged on seismic-reflection profiles; (2) borehole data that suggests as much as 420 m of structural relief on the Tertiary-Quaternary boundary in the fault zone; (3) several meters of displacement along exposed faults in upper Quaternary sediments; (4) late Quaternary folds with limb dips of as much as ≈9°; (5) large-scale liquefaction features in upper Quaternary sediments within the fault zone; and (6) minor historical seismicity. The southern Whidbey Island fault should be considered capable of generating large earthquakes (Ms ≥7) and represents a potential seismic hazard to residents of the Puget Lowland.
","language":"English","publisher":"Geological Society of America","doi":"10.1130/0016-7606(1996)108<0334:TSWIFA>2.3.CO;2","issn":"00167606","usgsCitation":"Johnson, S.Y., Potter, C., Armentrout, J., Miller, J.J., Finn, C.A., and Weaver, C., 1996, The southern Whidbey Island fault: An active structure in the Puget Lowland, Washington: Geological Society of America Bulletin, v. 108, no. 3, p. 334-354, https://doi.org/10.1130/0016-7606(1996)108<0334:TSWIFA>2.3.CO;2.","productDescription":"21 p.","startPage":"334","endPage":"354","costCenters":[],"links":[{"id":227029,"rank":1,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"}],"country":"United States","state":"Washington","otherGeospatial":"Southern Whidbey Island Fault","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"coordinates\": [\n [\n [\n -123.06525828676914,\n 48.43268440330638\n ],\n [\n -123.06525828676914,\n 47.816407388473664\n ],\n [\n -122.18715952639644,\n 47.816407388473664\n ],\n [\n -122.18715952639644,\n 48.43268440330638\n ],\n [\n -123.06525828676914,\n 48.43268440330638\n ]\n ]\n ],\n \"type\": \"Polygon\"\n }\n }\n ]\n}","volume":"108","issue":"3","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"505bb053e4b08c986b324dae","contributors":{"authors":[{"text":"Johnson, S. Y.","contributorId":48572,"corporation":false,"usgs":true,"family":"Johnson","given":"S.","email":"","middleInitial":"Y.","affiliations":[],"preferred":false,"id":379647,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Potter, C. J. 0000-0002-2300-6670","orcid":"https://orcid.org/0000-0002-2300-6670","contributorId":89925,"corporation":false,"usgs":true,"family":"Potter","given":"C. J.","affiliations":[{"id":164,"text":"Central Energy Resources Science Center","active":true,"usgs":true}],"preferred":false,"id":379651,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Armentrout, J.M.","contributorId":16176,"corporation":false,"usgs":true,"family":"Armentrout","given":"J.M.","email":"","affiliations":[],"preferred":false,"id":379646,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Miller, J. J.","contributorId":54588,"corporation":false,"usgs":true,"family":"Miller","given":"J.","email":"","middleInitial":"J.","affiliations":[],"preferred":false,"id":379648,"contributorType":{"id":1,"text":"Authors"},"rank":4},{"text":"Finn, Carol A. 0000-0002-6178-0405 cfinn@usgs.gov","orcid":"https://orcid.org/0000-0002-6178-0405","contributorId":1326,"corporation":false,"usgs":true,"family":"Finn","given":"Carol","email":"cfinn@usgs.gov","middleInitial":"A.","affiliations":[{"id":211,"text":"Crustal Geophysics and Geochemistry Science Center","active":true,"usgs":true}],"preferred":true,"id":379650,"contributorType":{"id":1,"text":"Authors"},"rank":5},{"text":"Weaver, C.S.","contributorId":57874,"corporation":false,"usgs":true,"family":"Weaver","given":"C.S.","email":"","affiliations":[],"preferred":false,"id":379649,"contributorType":{"id":1,"text":"Authors"},"rank":6}]}} ,{"id":70018394,"text":"70018394 - 1996 - Taxonomic reassessment of the ichnogenus Beaconichnus and additional examples from the Carboniferous of Kansas, U.S.A.","interactions":[],"lastModifiedDate":"2019-06-03T09:10:25","indexId":"70018394","displayToPublicDate":"1996-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":2,"text":"Article"},"publicationSubtype":{"id":10,"text":"Journal Article"},"seriesTitle":{"id":1965,"text":"Ichnos: An International Journal for Plant and Animal Traces","onlineIssn":"1563-5236","printIssn":"1042-0940","active":true,"publicationSubtype":{"id":10}},"displayTitle":"Taxonomic reassessment of the ichnogenus Beaconichnus and additional examples from the Carboniferous of Kansas, U.S.A.","title":"Taxonomic reassessment of the ichnogenus Beaconichnus and additional examples from the Carboniferous of Kansas, U.S.A.","docAbstract":"The ichnogenus Beaconichnus (Gevers 1973), an arthropod trace fossil, includes very different forms that comprise five ichnospecies, namely B. darwi‐nunt (Gevers 1971), B. gouldi (Gevers 1971), B. ahtarcticum(Gevers 1971), B. giganteum Gevers and Twomey 1982, and B. wrrighti Gevers and Twomey 1982. The original diagnosis of Beaconichnus is rather vague and potentially may accommodate virtually every arthropod trackway described from the fossil record. In view of these problems, the validity of Beaconichnus is reassessed and each of its ichnospecies is reviewed. We conclude that B. darwinum is a junior synonym of Diplopodichnus biformis Brady 1947; B. antarcticum should be regarded as Palmich‐niunt antarcticum; and B. wrighti is a nomen nudum. Additionally, we agree with previous proposals in considering B. gouldi as the senior synonym of B. giganteum, and including it in Diplichnites Dawson 1873. Therefore, we suggest that the ichnogenus Beaconichnus is best disregarded. Additionally, we describe specimens collected from the Late Carboniferous Tonganoxie Sandstone Member (Stranger Formation) of eastern Kansas, ascribed herein to Diplopodichnus biformis and Diplichnites gouldi, which include examples of intergradations between both ichnotaxa, and provide synonymy lists for both ichnospecies.
","language":"English","publisher":"Taylor & Francis","doi":"10.1080/10420949809386427","usgsCitation":"Buatois, L.A., Mángano, M., Maples, C.G., and Lanier, W.P., 1996, Taxonomic reassessment of the ichnogenus Beaconichnus and additional examples from the Carboniferous of Kansas, U.S.A.: Ichnos: An International Journal for Plant and Animal Traces, v. 5, no. 4, p. 287-302, https://doi.org/10.1080/10420949809386427.","productDescription":"16 p.","startPage":"287","endPage":"302","costCenters":[],"links":[{"id":227422,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"}],"country":"United 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\"}}]}","volume":"5","issue":"4","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"505ba3ebe4b08c986b31ffa2","contributors":{"authors":[{"text":"Buatois, Luis A. 0000-0001-9523-750X","orcid":"https://orcid.org/0000-0001-9523-750X","contributorId":195823,"corporation":false,"usgs":false,"family":"Buatois","given":"Luis","email":"","middleInitial":"A.","affiliations":[{"id":35641,"text":"Kansas Geological Survey","active":true,"usgs":false}],"preferred":false,"id":379427,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Mángano, M. Gabriela","contributorId":57619,"corporation":false,"usgs":false,"family":"Mángano","given":"M. Gabriela","affiliations":[{"id":35641,"text":"Kansas Geological Survey","active":true,"usgs":false}],"preferred":false,"id":379425,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Maples, Christopher G.","contributorId":87396,"corporation":false,"usgs":false,"family":"Maples","given":"Christopher","email":"","middleInitial":"G.","affiliations":[{"id":35641,"text":"Kansas Geological Survey","active":true,"usgs":false}],"preferred":false,"id":379424,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Lanier, William P.","contributorId":73672,"corporation":false,"usgs":true,"family":"Lanier","given":"William","email":"","middleInitial":"P.","affiliations":[],"preferred":false,"id":379426,"contributorType":{"id":1,"text":"Authors"},"rank":4}]}} ,{"id":70018201,"text":"70018201 - 1996 - Identifying water-quality trends in the Trinity River, Texas, USA, 1969-1992, using sediment cores from Lake Livingston","interactions":[],"lastModifiedDate":"2023-10-25T14:48:37.099571","indexId":"70018201","displayToPublicDate":"1996-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":2,"text":"Article"},"publicationSubtype":{"id":10,"text":"Journal Article"},"seriesTitle":{"id":1539,"text":"Environmental Geology","active":true,"publicationSubtype":{"id":10}},"title":"Identifying water-quality trends in the Trinity River, Texas, USA, 1969-1992, using sediment cores from Lake Livingston","docAbstract":"Chemical analyses were done on cores of bottom sediment from three locations in Lake Livingston, a reservoir on the Trinity River in east Texas to identify trends in water quality in the Trinity River using the chemical record preserved in bottom sediments trapped by the reservoir. Sediment cores spanned the period from 1969, when the reservoir was impounded, to 1992, when the cores were collected. Chemical concentrations in reservoir sediment samples were compared to concentrations for 14 streambed sediment samples from the Trinity River Basin and to reported concentrations for soils in the eastern United States and shale. These comparisons indicate that sediments deposited in Lake Livingston are representative of the environmental setting of Lake Livingston within the Trinity River Basin. Vertical changes in concentrations within sediment cores indicate temporal trends of decreasing concentrations of lead, sodium, barium, and total DDT (DDT plus its metabolites DDD and DDE) in the Trinity River. Possible increasing temporal trends are indicated for chlordane and dieldrin. Each sediment-derived trend is related to trends in water quality in the Trinity River or known changes in environmental factors in its drainage basin or both.
","language":"English","publisher":"Springer Link","doi":"10.1007/s002540050093","usgsCitation":"Van Metre, P., and Callender, E., 1996, Identifying water-quality trends in the Trinity River, Texas, USA, 1969-1992, using sediment cores from Lake Livingston: Environmental Geology, v. 28, no. 4, p. 190-200, https://doi.org/10.1007/s002540050093.","productDescription":"11 p.","startPage":"190","endPage":"200","numberOfPages":"11","costCenters":[],"links":[{"id":227369,"rank":1,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"}],"country":"United States","state":"Texas","otherGeospatial":"Lake Livington, Trinity River basin","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"coordinates\": [\n [\n [\n -94.28880085646635,\n 29.627392076789917\n ],\n [\n -96.20653031185886,\n 33.77052674928851\n ],\n [\n -98.40319808697573,\n 33.588196456146136\n ],\n [\n -96.21412735441417,\n 31.10174712503047\n ],\n [\n -95.87724430726398,\n 30.11411914907775\n ],\n [\n -95.09389249157088,\n 29.127543787851735\n ],\n [\n -94.28880085646635,\n 29.627392076789917\n ]\n ]\n ],\n \"type\": \"Polygon\"\n }\n }\n ]\n}","volume":"28","issue":"4","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"505a385ee4b0c8380cd61548","contributors":{"authors":[{"text":"Van Metre, P. C.","contributorId":92999,"corporation":false,"usgs":true,"family":"Van Metre","given":"P. C.","affiliations":[],"preferred":false,"id":378861,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Callender, E.","contributorId":72528,"corporation":false,"usgs":true,"family":"Callender","given":"E.","email":"","affiliations":[],"preferred":false,"id":378860,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":70018192,"text":"70018192 - 1996 - Magnetic properties and emplacement of the Bishop tuff, California","interactions":[],"lastModifiedDate":"2023-11-08T01:37:03.162425","indexId":"70018192","displayToPublicDate":"1996-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":2,"text":"Article"},"publicationSubtype":{"id":10,"text":"Journal Article"},"seriesTitle":{"id":1109,"text":"Bulletin of Volcanology","active":true,"publicationSubtype":{"id":10}},"title":"Magnetic properties and emplacement of the Bishop tuff, California","docAbstract":"Anisotropy of magnetic susceptibility (AMS) and characteristic remanence were measured for 45 sites in the 0.76 Ma Bishop tuff, eastern California. Thirty-three sites were sampled in three stratigraphic sections, two in Owens gorge south of Long Valley caldera, and the third in the Adobe lobe north of Long Valley. The remaining 12 sites are widely distributed, but of limited stratigraphic extent. Weakly indurated, highly porous to dense, welded ash-flow tuffs were sampled. Saturation magnetization vs temperature experiments indicate two principal iron oxide phases: low Ti magnetites with 525–570 °C Curie temperatures, and maghemite with 610°–640 °C Curie temperatures. AF demagnetization spectra of isothermal remanent magnetizations are indicative of magnetite/maghemite predominantly in the multidomain to pseudo-single domain size ranges. Remeasurement of AMS after application of saturating direct fields indicates that randomly oriented single-domain grains are also present. The degree of anisotropy is only a few percent, typical of tuffs. The AMS ellipsoids are oblate with Kmin axes normal to subhorizontal foliation and Kmax axes regionally aligned with published source vents. For 12 of 16 locality means, Kmax axes plunge sourceward, confirming previous observations regarding flow sense. Topographic control on flow emplacement is indicated by the distribution of tuff deposits and by flow directions inferred from Kmax axes. Deposition east of the Benton range occurred by flow around the south end of the range and through two gaps (Benton notch and Chidago gap). Flow down Mammoth pass of the Sierra Nevada is also evident. At least some of the Adobe lobe in the northeast flowed around the west end of Glass mountain. Eastward flow directions in the upper Owens gorge and southeast directions in the lower Owens gorge are parallel to the present canyon, suggesting that the present drainage has been established along the pre-Bishop paleodrainage. Characteristic remanence directions from 45 sites (267 samples) yield an overall mean of D=348°, I=53° for the Bishop tuff. A correlation is found in two of the three profiles between density and remanence inclination. A mean remanence direction based on 13 localities together with data from uncompacted xenoliths and data from the ash-fall tuff at Lake Tecopa is: D=353°, I=54°, k=172, α95=2.9°, N=15.
Comparison of systematic variations in sediment magnetic properties to changes in pollen assemblages in middle Pleistocene lake sediments from Buck Lake indicates that the magnetic properties are sensitive to changes in climate. Buck Lake is located in southern Oregon just east of the crest of the Cascade Range. Lacustrine sediments, from 5.2 to 19.4 m in depth in core, contain tephra layers with ages of ≈300–400 ka at 9.5 m and ≈400–470 ka at 19.9 m. In these sediments magnetic properties reflect the absolute amount and relative abundances of detrital Fe-oxide minerals, titanomagnetite and hematite. The lacustrine section is divided into four zones on the basis of magnetic properties. Two zones (19.4–17.4 m and 14.5–10.3 m) of high magnetic susceptibility contain abundant Fe oxides and correspond closely to pollen zones that are indicative of cold, dry environments. Two low-susceptibility zones (17.4–14.5 m and 10.3–5.3 m) contain lesser amounts of Fe oxides and largely coincide with zones of warm-climate pollen. Transitions from cold to warm climate based on pollen are preceded by sharp changes in magnetic properties. This relation suggests that land-surface processes responded to these climate changes more rapidly than did changes in vegetation as indicated by pollen frequencies. Magnetic properties have been affected by three factors: (1) dissolution of Fe oxides, (2) variation in heavy-mineral content, and (3) variation in abundance of fresh volcanic rock fragments. Trace-element geochemistry, employing Fe and the immobile elements Ti and Zr, is utilized to detect postdepositional dissolution of magnetic minerals that has affected the magnitude of magnetic properties with little effect on the pattern of magnetic-property variation. Comparison of Ti and Zr values, proxies for heavy-mineral content, to magnetic properties demonstrates that part of the variation in the amount of magnetite and nearly all of the variation in the amount of hematite are due to changes in heavy-mineral content. Variation in the quantity of fresh volcanic rock fragments is the other source of change in magnetite content. Magnetic-property variations probably arise primarily from changes in peak runoff. At low to moderate flows magnetic properties reflect only the quantities of heavy minerals derived from soil and highly weathered rock in the catchment. At high flows, however, fresh volcanic rock fragments may be produced by breaking of pebbles and cobbles, and such fragments greatly increase the magnetite content of the resulting sediment. Climatically controlled factors that would affect peak runoff levels include the accumulation and subsequent melting of winter snow pack, the seasonality of precipitation, and the degree of vegetation cover of the land surface. Our results do not distinguish among the possible contributions of these disparate factors.
Proper documentation of the extent and age of crust in the western US is critical for constraining a variety of geologic problems ranging from the growth rate of continents to Precambrian continental reconstructions. The secondary isotopic systematics of granitoids have been one of the principal means used to characterize continental crust in areas where the basement is covered. In southwestern Montana and eastern Idaho a group of Late Mesozoic to Cenozoic, dioritic to quartz monzonitic batholiths (e.g., Tobacco Root, Idaho, Pioneer, Boulder, etc.) share a limited range of Paleoproterozoic Sm-Nd depleted mantle model ages. The Tobacco Root batholith (TRB) has a Nd isotopic composition (ϵNd = −17.9 to −19.1) and SmNd model age (TDM = 1.63 to 1.90 Ga) typical of this group. The TRB, however, intruded Archean crust (∼3.3 Ga, ϵNd = ∼ −35), rather than the presumed Proterozoic crust intruded by the other plutons. The Archean heritage of the TRB is confirmed by the presence of premagmatic zircons which range from 2.2 to 3.0 Ga. The combination of U-Pb zircon and Nd model ages suggest that the batholith was derived from both Archean and Proterozoic crustal sources, as well as an ∼80 Ma mantle component. This contrasts with a sample from the northern Idaho batholith which exhibits concordancy between its Sm-Nd and premagmatic zircon systems at ∼1.74 Ga. These data point to the difficulties that can occur if crustal age provinces are defined solely on the basis of Nd model ages of younger plutons, particularly in areas such as the northwestern US where Archean and Proterozoic crust is poorly exposed and dispersed over a large area.
","language":"English","publisher":"Elsevier","doi":"10.1016/S0040-1951(96)00151-5","issn":"00401951","usgsCitation":"Mueller, P., Heatherington, A., D’Arcy, K.A., Wooden, J.L., and Nutman, A., 1996, Contrasts between Sm-Nd whole-rock and U-Pb zircon systematics in the Tobacco Root batholith, Montana: Implications for the determination of crustal age provinces: Tectonophysics, v. 265, no. 1-2, p. 169-179, https://doi.org/10.1016/S0040-1951(96)00151-5.","productDescription":"11 p.","startPage":"169","endPage":"179","costCenters":[],"links":[{"id":227404,"rank":1,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"}],"country":"United States","state":"Idaho, Montana, Wyoming","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"coordinates\": [\n [\n [\n -115.06377085731225,\n 46.66227149504411\n ],\n [\n -115.06377085731225,\n 44.077720147519585\n ],\n [\n -110.28647031561087,\n 44.077720147519585\n ],\n [\n -110.28647031561087,\n 46.66227149504411\n ],\n [\n -115.06377085731225,\n 46.66227149504411\n ]\n ]\n ],\n \"type\": \"Polygon\"\n }\n }\n ]\n}","volume":"265","issue":"1-2","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"5059fa7de4b0c8380cd4db1a","contributors":{"authors":[{"text":"Mueller, P.A.","contributorId":86117,"corporation":false,"usgs":true,"family":"Mueller","given":"P.A.","email":"","affiliations":[],"preferred":false,"id":378582,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Heatherington, A.L.","contributorId":75708,"corporation":false,"usgs":true,"family":"Heatherington","given":"A.L.","affiliations":[],"preferred":false,"id":378581,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"D’Arcy, K. A.","contributorId":71707,"corporation":false,"usgs":true,"family":"D’Arcy","given":"K.","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":378580,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Wooden, J. L.","contributorId":58678,"corporation":false,"usgs":true,"family":"Wooden","given":"J.","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":378579,"contributorType":{"id":1,"text":"Authors"},"rank":4},{"text":"Nutman, A.P.","contributorId":16177,"corporation":false,"usgs":true,"family":"Nutman","given":"A.P.","affiliations":[],"preferred":false,"id":378578,"contributorType":{"id":1,"text":"Authors"},"rank":5}]}} ,{"id":70017788,"text":"70017788 - 1996 - Sediment distribution on a storm-dominated insular shelf, Luquillo, Puerto Rico, U.S.A.","interactions":[],"lastModifiedDate":"2018-04-09T13:25:21","indexId":"70017788","displayToPublicDate":"1996-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":2,"text":"Article"},"publicationSubtype":{"id":10,"text":"Journal Article"},"seriesTitle":{"id":2220,"text":"Journal of Coastal Research","active":true,"publicationSubtype":{"id":10}},"title":"Sediment distribution on a storm-dominated insular shelf, Luquillo, Puerto Rico, U.S.A.","docAbstract":"A sea-floor mapping investigation designed to assess the sediment distribution, the movement of the nearshore sand supply, and the fate of sediment eroded from the shoreline was conducted using high-resolution sidescan-sonar, seismic reflection, and sediment sampling techniques on the northern insular shelf of Puerto Rico, off the town of Luquillo. Sea-floor structures and the distribution of sediment texture and composition suggest that regional oceanographic processes result in a net offshore direction for cross-shelf sediment transport on the middle and outer shelf during storms. If these same processes are active on the inner shelf, mapping results indicate that this sediment is not transported seaward of a series of east-west trending Pleistocene-age eolianite ridges that outcrop on the middle shelf. The eolianite ridges may act as natural dams, preventing the removal of sediment from the nearshore area. Sand deposits behind the \"dams\" are up to 20 m thick on the shoreward flank of the ridges.","largerWorkTitle":"Journal of Coastal Research","language":"English","issn":"07490208","usgsCitation":"Schwab, W.C., Rodriguez, R.W., Danforth, W., and Gowen, M.H., 1996, Sediment distribution on a storm-dominated insular shelf, Luquillo, Puerto Rico, U.S.A.: Journal of Coastal Research, v. 12, no. 1, p. 147-159.","productDescription":"13 p.","startPage":"147","endPage":"159","costCenters":[{"id":678,"text":"Woods Hole Coastal and Marine Science Center","active":true,"usgs":true}],"links":[{"id":228948,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"},{"id":345914,"rank":1,"type":{"id":15,"text":"Index Page"},"url":"https://www.jstor.org/stable/4298469"}],"country":"United States","state":"Puerto Rico","city":"Luquillo","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"type\": \"Polygon\",\n \"coordinates\": [\n [\n [\n -66.14044189453124,\n 18.307595803753852\n ],\n [\n -65.53482055664062,\n 18.307595803753852\n ],\n [\n -65.53482055664062,\n 18.60460138845525\n ],\n [\n -66.14044189453124,\n 18.60460138845525\n ],\n [\n -66.14044189453124,\n 18.307595803753852\n ]\n ]\n ]\n }\n }\n ]\n}","volume":"12","issue":"1","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"505b8987e4b08c986b316e0c","contributors":{"authors":[{"text":"Schwab, W. C.","contributorId":78740,"corporation":false,"usgs":true,"family":"Schwab","given":"W.","email":"","middleInitial":"C.","affiliations":[],"preferred":false,"id":377567,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Rodriguez, R. W.","contributorId":61054,"corporation":false,"usgs":true,"family":"Rodriguez","given":"R.","email":"","middleInitial":"W.","affiliations":[],"preferred":false,"id":377565,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Danforth, W.W.","contributorId":31543,"corporation":false,"usgs":true,"family":"Danforth","given":"W.W.","email":"","affiliations":[],"preferred":false,"id":377564,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Gowen, M. H.","contributorId":76765,"corporation":false,"usgs":true,"family":"Gowen","given":"M.","email":"","middleInitial":"H.","affiliations":[],"preferred":false,"id":377566,"contributorType":{"id":1,"text":"Authors"},"rank":4}]}} ,{"id":70017759,"text":"70017759 - 1996 - Using hydrogeochemical methods to evaluate complex quaternary subsurface stratigraphy Block Island, Rhode Island, USA","interactions":[],"lastModifiedDate":"2020-03-25T10:59:22","indexId":"70017759","displayToPublicDate":"1996-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":2,"text":"Article"},"publicationSubtype":{"id":10,"text":"Journal Article"},"seriesTitle":{"id":1923,"text":"Hydrogeology Journal","active":true,"publicationSubtype":{"id":10}},"title":"Using hydrogeochemical methods to evaluate complex quaternary subsurface stratigraphy Block Island, Rhode Island, USA","docAbstract":"One of the major problems in hydrogeologic investigations of glaciated regions is the determination of complex stratigraphic relationships in the subsurface where insufficient information is available from drilling and geophysical records. In this paper, chemical characteristics of groundwater were used to identify stratigraphic changes in glacial deposits that were previously inferred on Block Island, Rhode Island, USA, an emergent remnant of the late Wisconsinan terminal moraine, located approximately 16 km south of the Rhode Island mainland. Two chemically distinct water types are recognized on the island: 1) high-iron, characterized by dissolved silica levels in excess of 20 mg/L, bicarbonate greater than 30 mg/L and dissolved iron ranging from 1-20 mg/L; and 2) low-iron, characterized by dissolved silica levels below 16 mg/L, bicarbonate less than 30 mg/L, and less than 0.3 mg/L dissolved iron. The spatial distribution of iron-bearing minerals and organic matter and the resulting redox conditions are believed to control the occurrence of highiron groundwater. The high-iron waters occur almost exclusively in the eastern half of the island and appear to coincide with the presence of allochthonous blocks of Cretaceous-age coastal-plain sediments that were incorporated into Pleistocene-age deposits derived from the Narragansett Bay-Buzzard's Bay lobe of the Late Wisconsinan Laurentide ice sheet. The low-iron waters occur in the western half of the island, where the occurrence of these Cretaceous-age blocks is rare and the sediments are attributed to a sublobe of the Hudson-Champlain lobe of the Late Wisconsinan ice sheet.
","language":"English","publisher":"Springer","doi":"10.1007/s100400050093","usgsCitation":"Veeger, A., and Stone, B., 1996, Using hydrogeochemical methods to evaluate complex quaternary subsurface stratigraphy Block Island, Rhode Island, USA: Hydrogeology Journal, v. 4, no. 4, p. 69-82, https://doi.org/10.1007/s100400050093.","productDescription":"14 p.","startPage":"69","endPage":"82","numberOfPages":"14","costCenters":[{"id":40020,"text":"Florence Bascom Geoscience Center","active":true,"usgs":true}],"links":[{"id":488745,"rank":1,"type":{"id":41,"text":"Open Access External Repository Page"},"url":"https://digitalcommons.uri.edu/geo_facpubs/178","text":"External Repository"},{"id":228484,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"}],"country":"United States","state":"Rhode Island","otherGeospatial":"Block Island","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"type\": \"Polygon\",\n \"coordinates\": [\n [\n [\n -71.61918640136719,\n 41.14531119462475\n ],\n [\n -71.54090881347656,\n 41.14531119462475\n ],\n [\n -71.54090881347656,\n 41.233800286547435\n ],\n [\n -71.61918640136719,\n 41.233800286547435\n ],\n [\n -71.61918640136719,\n 41.14531119462475\n ]\n ]\n ]\n }\n }\n ]\n}","volume":"4","issue":"4","noUsgsAuthors":false,"publicationDate":"2012-11-20","publicationStatus":"PW","scienceBaseUri":"505bc05ee4b08c986b32a0ad","contributors":{"authors":[{"text":"Veeger, A.I.","contributorId":100031,"corporation":false,"usgs":true,"family":"Veeger","given":"A.I.","email":"","affiliations":[],"preferred":false,"id":377485,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Stone, B. D. 0000-0001-6092-0798","orcid":"https://orcid.org/0000-0001-6092-0798","contributorId":50919,"corporation":false,"usgs":true,"family":"Stone","given":"B. D.","affiliations":[],"preferred":false,"id":377484,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":70017702,"text":"70017702 - 1996 - Late Pennsylvanian climate changes and palynomorph extinctions","interactions":[],"lastModifiedDate":"2013-03-20T15:42:55","indexId":"70017702","displayToPublicDate":"1996-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":2,"text":"Article"},"publicationSubtype":{"id":10,"text":"Journal Article"},"seriesTitle":{"id":3275,"text":"Review of Palaeobotany and Palynology","active":true,"publicationSubtype":{"id":10}},"title":"Late Pennsylvanian climate changes and palynomorph extinctions","docAbstract":"A major floral change occurs in the Upper Pennsylvanian strata in the Midcontinent, Illinois basin, and in the northern Appalachian basin of eastern United States. Lycospora spp. (derived from arborescent lycopsids) became extinct along with some other palynomorph taxa. This investigation is concerned with the importance of this major floral change. Samples were studied from western Pennsylvania, eastern Ohio, and West Virginia (from a previous study) cover the stratigraphic interval from the Upper Freeport coal bed, uppermost part of the Allegheny Formation, to the Mahoning, Mason, Brush Creek, Wilgus, and Anderson coal beds in the lower part of the Conemaugh Formation. The floral change occurs either at or below the accepted Desmoinesian-Missourian boundary in the Midcontinent and Illinois basin, whereas in the northern Appalachians this change occurs in the lower part of the Conemaugh Formation, between the Mahoning and Brush Creek coal beds, or when the Mason is present, between the Mahoning and Mason coal beds. With the advent of late Middle Pennsylvanian time, the climate began to change from wet tropical to seasonal tropical. The Middle-Upper Pennsylvanian boundary is the culmination of this drying trend, which was marked by reduction of available water. The peat swamps are interpreted as having changed from the domed type of bog to the planar type under these circumstances. Thus, in general, the coals of the Conemaugh Formation are characteristically much thinner than those of the Allegheny Formation. This was caused by a number of factors including reduced or more seasonal rainfall, decline of arborescent lycopsids, and the increased dominance of herbaceous and fern plants. As a result, there are fewer minable coal beds in the Conemaugh Formation. The first coal bed above the extinction of Lycospora spp. is dominated by the palynomorph taxon Endosporites globiformis which is derived from a heterosporous, herbaceous lycopsid. However, Sigillaria, another arborescent lycopsid, did not become extinct at this time as evidenced by the presence of the palynomorph genus Crassispora which is derived from Sigillaria. The reason for the survival of Sigillaria is not known, but it may have been able to adapt, in a limited fashion, to some sort of specialized microenvironment. The ferns, based on palynomorph occurrence, become numerically more important throughout the balance of the Conemaugh Formation, and dominate the Pittsburgh No. 8 and Pomeroy coal beds in the overlying Monogahela Formation.","largerWorkType":{"id":2,"text":"Article"},"largerWorkTitle":"Review of Palaeobotany and Palynology","largerWorkSubtype":{"id":10,"text":"Journal Article"},"language":"English","doi":"10.1016/0034-6667(95)00027-5","issn":"00346667","usgsCitation":"Kosanke, R., and Cecil, C.B., 1996, Late Pennsylvanian climate changes and palynomorph extinctions: Review of Palaeobotany and Palynology, v. 90, no. 1-2, p. 113-140, https://doi.org/10.1016/0034-6667(95)00027-5.","startPage":"113","endPage":"140","numberOfPages":"28","costCenters":[],"links":[{"id":228389,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"},{"id":269785,"type":{"id":10,"text":"Digital Object Identifier"},"url":"https://dx.doi.org/10.1016/0034-6667(95)00027-5"}],"volume":"90","issue":"1-2","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"505a4506e4b0c8380cd66f83","contributors":{"authors":[{"text":"Kosanke, R.M.","contributorId":97517,"corporation":false,"usgs":true,"family":"Kosanke","given":"R.M.","email":"","affiliations":[],"preferred":false,"id":377307,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Cecil, C. B. 0000-0002-9032-1689","orcid":"https://orcid.org/0000-0002-9032-1689","contributorId":62204,"corporation":false,"usgs":true,"family":"Cecil","given":"C.","email":"","middleInitial":"B.","affiliations":[],"preferred":false,"id":377306,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":70017682,"text":"70017682 - 1996 - Loess stratigraphy of the Lower Mississippi Valley","interactions":[],"lastModifiedDate":"2023-12-16T13:31:52.283109","indexId":"70017682","displayToPublicDate":"1996-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":2,"text":"Article"},"publicationSubtype":{"id":10,"text":"Journal Article"},"seriesTitle":{"id":1517,"text":"Engineering Geology","active":true,"publicationSubtype":{"id":10}},"title":"Loess stratigraphy of the Lower Mississippi Valley","docAbstract":"Loesses of the Lower Mississippi Valley (LMV) are world-famous. Sir Charles Lyell (1847), Hilgard (1860), Stafford (1869), Call (1891) and Mabry (1898), thought the LMV loess was a single water deposit although \"double submergence\" was noted by Call (1891) and Salisbury (1891). Shimek (1902) and Emerson (1918) recognized LMV loess as a wind deposit which came from the valley. Although wind-deposited loess gained wide acceptance, Russell (1944a) published his controversial theory of \"loessification\" which entailed weathering of backswamp deposits, downslope movement and recharge by carbonates to form loess. Wascher et al. (1947) identified three LMV loesses, mapped distributions and strongly supported eolian deposition. Leighton and Willman (1950), identified four loesses and supported eolian deposition as did Krinitzsky and Turnbull (1967) and Snowden and Priddy (1968), but Krinitzsky and Turnbull questioned the deepest loess. Daniels and Young (1968) and Touchet and Daniels (1970) studied the distribution of loesses in south-central Louisiana. West et al. (1980) and Rutledge et al. (1985) studied the source areas and wind directions which deposited the loesses on and adjoining Crowley's Ridge. B.J. Miller and co-workers (Miller et al., 1985, 1986, Miller and Alford, 1985) proposed that the Loveland Silt was Early Wisconsin rather than Illinoian age and advanced the name Sicily Island loess. They proposed the underlying loess was Illinoian and advanced the name Crowley's Ridge. We termed the loesses, from the surface downward, Peoria Loess, Roxana Silt, Loveland/Sicily Island loess, Crowley's Ridge Loess and Marianna loess. Researchers agree that the surfical Peoria Loess is Late Wisconsin and the Roxana Silt is Late to Middle Wisconsin, but little agreement exists on the age of the older loesses. Pye and Johnson (1988) proposed Early Wisconsin for the Loveland/Sicily Island. McKay and Follmer (1985) suggested this loess correlated with a loess under Illinoian till. Clark et al. (1989) agreed on Crowley's Ridge, but suggested the Loveland/Sicily Island loess on Sicily Island was older. Mirecki and Miller (1994) and Millard and Maat (1994) suggested an Illinoian age for the Loveland/Sicily Island loess. Miller and co-workers suggested, as did Pye and Johnson (1988), an Illinoian age for the Crowley's Ridge loess. McKay and Follmer (1985) suggested it correlated with a loess under \"Kansan\" till. Stratigraphy indicates the Marianna is the older of the five loesses. Researchers identified loess on both the east and west side of the LMV as well as on higher terraces within the valley. Many researchers assumed unaltered loesses were commonly yellowish brown, and silts or silt loams (West et al., 1980; Miller et al., 1986). The nonclay fraction of unweathered LMV loesses was dominated by quartz followed by carbonates, mainly dolomites, followed by feldspars, and micas. Clays were dominated by montmorillonite followed by micaceous minerals, kaolinite and vermiculite (Miller et al., 1986). Soils in the Crowley's Ridge loess are most developed, followed by the soils in the Loveland/Sicily Island which are more developed than the modern soils in the Peoria Loess. Soils in the Roxana and Marianna loesses are least developed and the Farmdale Soil of the Roxana is the weaker of the two (Miller et al., 1986). There is certainly overlapping range in the degree of soil development in the various loesses.","language":"English","publisher":"Elsevier","doi":"10.1016/S0013-7952(96)00012-9","issn":"00137952","usgsCitation":"Rutledge, E., Guccione, M.J., Markewich, H.W., Wysocki, D., and Ward, L., 1996, Loess stratigraphy of the Lower Mississippi Valley: Engineering Geology, v. 45, no. 1-4, p. 167-183, https://doi.org/10.1016/S0013-7952(96)00012-9.","productDescription":"17 p.","startPage":"167","endPage":"183","numberOfPages":"17","costCenters":[],"links":[{"id":228767,"rank":1,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"}],"country":"United States","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"coordinates\": [\n [\n [\n -92.02102543648246,\n 37.9878733964605\n ],\n [\n -92.02102543648246,\n 29.066182142377983\n ],\n [\n -88.24172856148272,\n 29.066182142377983\n ],\n [\n -88.24172856148272,\n 37.9878733964605\n ],\n [\n -92.02102543648246,\n 37.9878733964605\n ]\n ]\n ],\n \"type\": \"Polygon\"\n }\n }\n ]\n}","volume":"45","issue":"1-4","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"505a493de4b0c8380cd6844f","contributors":{"authors":[{"text":"Rutledge, E.M.","contributorId":47819,"corporation":false,"usgs":true,"family":"Rutledge","given":"E.M.","email":"","affiliations":[],"preferred":false,"id":377256,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Guccione, Margaret J.","contributorId":24935,"corporation":false,"usgs":false,"family":"Guccione","given":"Margaret","email":"","middleInitial":"J.","affiliations":[],"preferred":false,"id":377254,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Markewich, H. W.","contributorId":31426,"corporation":false,"usgs":true,"family":"Markewich","given":"H.","email":"","middleInitial":"W.","affiliations":[],"preferred":false,"id":377255,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Wysocki, D.A.","contributorId":11678,"corporation":false,"usgs":true,"family":"Wysocki","given":"D.A.","email":"","affiliations":[],"preferred":false,"id":377253,"contributorType":{"id":1,"text":"Authors"},"rank":4},{"text":"Ward, L.B.","contributorId":97942,"corporation":false,"usgs":true,"family":"Ward","given":"L.B.","email":"","affiliations":[],"preferred":false,"id":377257,"contributorType":{"id":1,"text":"Authors"},"rank":5}]}} ,{"id":70134316,"text":"70134316 - 1996 - U.S. East Coast EEZ: Part II","interactions":[],"lastModifiedDate":"2018-03-13T16:55:17","indexId":"70134316","displayToPublicDate":"1995-12-31T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":5,"text":"Book chapter"},"publicationSubtype":{"id":24,"text":"Book Chapter"},"title":"U.S. East Coast EEZ: Part II","docAbstract":"No abstract available.
","largerWorkType":{"id":4,"text":"Book"},"largerWorkTitle":"Geology of the United States seafloor: the view from GLORIA","language":"English","publisher":"Cambridge University Press","usgsCitation":"Robb, J.M., Dillon, W.P., O'Leary, D., and Popenoe, P., 1996, U.S. East Coast EEZ: Part II, chap. of Geology of the United States seafloor: the view from GLORIA, p. 43-46.","productDescription":"4 p.","startPage":"43","endPage":"46","onlineOnly":"N","additionalOnlineFiles":"N","costCenters":[{"id":186,"text":"Coastal and Marine Geology Program","active":true,"usgs":true}],"links":[{"id":296297,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/outside_thumb.jpg"}],"country":"United States","otherGeospatial":"East Coast","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"5475a844e4b0825061420525","contributors":{"editors":[{"text":"Gardner, James V.","contributorId":61769,"corporation":false,"usgs":true,"family":"Gardner","given":"James V.","affiliations":[],"preferred":false,"id":525876,"contributorType":{"id":2,"text":"Editors"},"rank":1},{"text":"Field, Michael E. mfield@usgs.gov","contributorId":2101,"corporation":false,"usgs":true,"family":"Field","given":"Michael","email":"mfield@usgs.gov","middleInitial":"E.","affiliations":[{"id":520,"text":"Pacific Coastal and Marine Science Center","active":true,"usgs":true}],"preferred":true,"id":525877,"contributorType":{"id":2,"text":"Editors"},"rank":2},{"text":"Twichell, David C.","contributorId":37730,"corporation":false,"usgs":true,"family":"Twichell","given":"David","email":"","middleInitial":"C.","affiliations":[{"id":678,"text":"Woods Hole Coastal and Marine Science Center","active":true,"usgs":true}],"preferred":false,"id":525878,"contributorType":{"id":2,"text":"Editors"},"rank":3}],"authors":[{"text":"Robb, James M.","contributorId":73272,"corporation":false,"usgs":true,"family":"Robb","given":"James","email":"","middleInitial":"M.","affiliations":[{"id":678,"text":"Woods Hole Coastal and Marine Science Center","active":true,"usgs":true}],"preferred":false,"id":525872,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Dillon, William P. bdillon@usgs.gov","contributorId":79820,"corporation":false,"usgs":true,"family":"Dillon","given":"William","email":"bdillon@usgs.gov","middleInitial":"P.","affiliations":[{"id":678,"text":"Woods Hole Coastal and Marine Science Center","active":true,"usgs":true}],"preferred":false,"id":525873,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"O'Leary, Dennis W.","contributorId":66793,"corporation":false,"usgs":true,"family":"O'Leary","given":"Dennis W.","affiliations":[],"preferred":false,"id":525874,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Popenoe, Peter","contributorId":62206,"corporation":false,"usgs":true,"family":"Popenoe","given":"Peter","email":"","affiliations":[{"id":678,"text":"Woods Hole Coastal and Marine Science Center","active":true,"usgs":true}],"preferred":false,"id":525875,"contributorType":{"id":1,"text":"Authors"},"rank":4}]}} ,{"id":49867,"text":"ofr96238 - 1996 - Level II scour analysis for Bridge 24 (WODSTH00190024) on Town Highway 19, crossing North Bridgewater Brook, Woodstock, Vermont","interactions":[],"lastModifiedDate":"2013-12-20T15:09:31","indexId":"ofr96238","displayToPublicDate":"1994-01-01T07:00:00","publicationYear":"1996","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":"96-238","title":"Level II scour analysis for Bridge 24 (WODSTH00190024) on Town Highway 19, crossing North Bridgewater Brook, Woodstock, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nWODSTH00190024 on Town Highway 19 crossing North Bridgewater Brook, Woodstock, \nVermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including \na quantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). A Level I study is included in Appendix E of this report. A Level I study provides \na qualitative geomorphic characterization of the study site. Information on the bridge \navailable from VTAOT files was compiled prior to conducting Level I and Level II \nanalyses and can be found in Appendix D.\nThe site is in the Green Mountain physiographic province of east-central Vermont in the \ntown of Woodstock. The 3.6-mi2\n drainage area is in a predominantly rural and forested\nbasin. In the vicinity of the study site, the left and right banks are covered by moderate tree \ncover along the immediate banks with some pasture/ grassland beyond.\nIn the study area, the North Bridgewater Brook has a sinuous channel with a slope of \napproximately 0.03 ft/ft, an average channel top width of 44 ft and an average channel \ndepth of 4 ft. The channel bed materials ranges from sand to boulders with a D50 (median \ndiameter)of 70.1 mm or 0.229 ft. The geomorphic assessment at the time of the Level I and \nLevel II site visits on August 17, 1994 and December 13, 1994, indicated that the reach was \nstable. Localized bank cutting existed at the immediate downstream left bank.\nThe Town Highway 19 crossing of the North Bridgewater Brook is a 26-ft-long, one-lane\nbridge consisting of one 23-ft steel-beam span (Vermont Agency of Transportation, written \ncommun., August 3, 1994). The bridge is supported by vertical, concrete abutments with \nwingwalls. Type-2 (less than 3 ft diameter) stone fill protects the upstream left wingwall \nwhich is impacted by flow. The channel bed under the bridge is constructed of wood. This \nconstruction is preventing channel degradation along the impacted left abutment.The \nchannel is skewed approximately 40 degrees to the opening; the opening-skew-to-roadway \nis 10 degrees. Additional details describing conditions at the site are included in the Level II \nSummary and Appendices D and E.\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1993). Total scour at a \nhighway crossing is comprised of three components: 1) long-term streambed degradation; \n2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) \nand; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is \nthe sum of the three components. Equations are available to compute depths for contraction \nand local scour and a summary of the results of these computations follows.\nContraction scour for all modelled flows ranged from 0.0 to 0.8 ft. Abutment scour ranged \nfrom 6.6 to 14.9 ft. with the worst-case scenario occurring at the 500-year discharge. \nAdditional information on scour depths and depths to armoring are included in the section \ntitled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, \nare presented in tables 1 and 2. A cross-section of the scour computed at the bridge is \npresented in figure 8. Scour depths were calculated assuming an infinite depth of erosive \nmaterial and a homogeneous particle-size distribution. \n It is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1993, p. 48). Many factors, \nincluding historical performance during flood events, the geomorphic assessment, scour \nprotection measures, and the results of the hydraulic analyses, must be considered to \nproperly assess the validity of abutment scour results. Therefore, scour depths adopted by \nVTAOT may differ from the computed values documented herein, based on the \nconsideration of additional contributing factors and experienced engineering judgement.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96238","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., and Song, D.L., 1996, Level II scour analysis for Bridge 24 (WODSTH00190024) on Town Highway 19, crossing North Bridgewater Brook, Woodstock, Vermont: U.S. Geological Survey Open-File Report 96-238, iv, 53 p., https://doi.org/10.3133/ofr96238.","productDescription":"iv, 53 p.","numberOfPages":"57","costCenters":[],"links":[{"id":169496,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96238.PNG"},{"id":279834,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0238/report.pdf"}],"country":"United States","state":"Vermont","city":"Woodstock","otherGeospatial":"North Bridgewater Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.577893,43.646059 ], [ -72.577893,43.648843 ], [ -72.557282,43.648843 ], [ -72.557282,43.646059 ], [ -72.577893,43.646059 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a8091","contributors":{"authors":[{"text":"Olson, Scott A. 0000-0002-1064-2125 solson@usgs.gov","orcid":"https://orcid.org/0000-0002-1064-2125","contributorId":2059,"corporation":false,"usgs":true,"family":"Olson","given":"Scott","email":"solson@usgs.gov","middleInitial":"A.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240387,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Song, Donald L.","contributorId":107335,"corporation":false,"usgs":true,"family":"Song","given":"Donald","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":240388,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49832,"text":"ofr96566 - 1996 - Level II scour analysis for Bridge 96 (BLOOVT01050096) on Vermont Route 105, crossing Nulhegan River, Bloomfield, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T13:38:00","indexId":"ofr96566","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","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":"96-566","title":"Level II scour analysis for Bridge 96 (BLOOVT01050096) on Vermont Route 105, crossing Nulhegan River, Bloomfield, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure BLOOVT01050096 on Vermont Route 105 crossing the Nulhegan River, Bloomfield, 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.
\nThe site is in the White Mountain section of the New England physiographic province of north-east Vermont in the town of Bloomfield. The 103-mi2 drainage area is in a predominantly rural and forested basin. In the vicinity of the study site, the surface cover is shrub and brushland upstream. Downstream of the bridge, the surface cover is forest.
\nIn the study area, the Nulhegan River has an incised, sinuous channel with a slope of approximately 0.015 ft/ft, an average channel top width of 78 ft and an average channel depth of 5 ft. The predominant channel bed material is cobble with a median grain size (D50) of 133 mm (0.435 ft). About 100 feet upstream, the streambed and bank materials abruptly change predominantly to sand. The geomorphic assessment at the time of the Level I and Level II site visit on July 6, 1995, indicated that the upstream reach, which is experiencing channel scour and severe bank cutting into the alluvial channel boundaries, is not stable. The downstream reach is semi- to non-alluvial and is assessed as stable.
\nThe Vermont Route 105 crossing of the Nulhegan River is a 74-ft-long, two-lane bridge consisting of one 71-foot steel stringer type superstructure with a concrete deck (Vermont Agency of Transportation, written communication, August 5, 1994). The bridge is supported by vertical, concrete abutments with wingwalls. The channel is skewed approximately 10 degrees to the opening while the opening-skew-to-roadway is 25 degrees.
\nA scour hole 4.0 ft deeper than the mean thalweg depth was observed along the upstream channel during the Level I assessment. Scour protection measures at the site consist of type-2 stone fill (less than 24 inches diameter) along the entire base length of both abutments and all wingwalls. Additional details describing conditions at the site are included in the Level II Summary and Appendices D\nand E.
\nScour depths and rock rip-rap sizes were computed using the general guidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995). Total scour at a highway crossing is comprised of three components: 1) long-term streambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is the sum of the three components. Equations are available to compute depths for contraction and local scour and a summary of the results of these computations follows.
\nContraction scour for all modelled flows ranged from 0.5 to 1.1 ft. The worst-case contraction scour occurred at the 500-year discharge. Abutment scour ranged from 10.5 to 16.2 ft. The worst-case abutment 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.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, computed scour depths are evaluated in combination with other information including (but not limited to) historical performance during flood events, the geomorphic stability assessment, existing scour protection measures, and the results of the hydraulic analyses. Therefore, scour depths adopted by VTAOT may differ from the computed values documented herein.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96566","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ayotte, J., and Ivanoff, M.A., 1996, Level II scour analysis for Bridge 96 (BLOOVT01050096) on Vermont Route 105, crossing Nulhegan River, Bloomfield, Vermont: U.S. Geological Survey Open-File Report 96-566, iv, 48 p., https://doi.org/10.3133/ofr96566.","productDescription":"iv, 48 p.","numberOfPages":"53","costCenters":[],"links":[{"id":162556,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96566.PNG"},{"id":279295,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0566/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Bloomfield","otherGeospatial":"Nulhegan River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -71.75,44.75 ], [ -71.75,44.875 ], [ -71.625,44.875 ], [ -71.625,44.75 ], [ -71.75,44.75 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b16e4b07f02db6a559d","contributors":{"authors":[{"text":"Ayotte, Joseph D. jayotte@usgs.gov","contributorId":1802,"corporation":false,"usgs":true,"family":"Ayotte","given":"Joseph D.","email":"jayotte@usgs.gov","affiliations":[{"id":466,"text":"New England Water Science Center","active":true,"usgs":true}],"preferred":false,"id":240336,"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":240337,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49833,"text":"ofr96567 - 1996 - Level II scour analysis for Bridge 41 (WODSTH00750041) on Town Highway 75, crossing Happy Valley Brook, Woodstock, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T13:34:43","indexId":"ofr96567","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","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":"96-567","title":"Level II scour analysis for Bridge 41 (WODSTH00750041) on Town Highway 75, crossing Happy Valley Brook, Woodstock, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure WODSTH00750041 on town highway 75 crossing Happy Valley Brook, Woodstock, 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.
\nThe site is in the New England Upland section of the New England physiographic province of east-central Vermont. The 3.45-mi2 drainage area is in a predominantly rural and forested basin. In the vicinity of the study site, the surface cover is brush with scattered trees.
\nIn the study area, Happy Valley Brook has an incised, sinuous channel with a slope of approximately 0.03 ft/ft, an average channel top width of 23 ft and an average channel depth of 5 ft. The predominant channel bed materials are gravel and cobble with a median grain size (D50) of 82.8 mm (0.272 ft). The geomorphic assessment at the time of the Level II site visits on September 13, 1994 and December 14, 1994, indicated that the reach was degrading. Five logs are embedded across the channel under the bridge in an attempt to prevent further degradation (see Figures 5 and 6).
\nThe town highway 75 crossing of Happy Valley Brook is a 27-ft-long, two-lane bridge consisting of one 25-foot steel-beam span. The clear span is 17 ft. (Vermont Agency of Transportation, written communication, August 3, 1994). The bridge is supported by vertical, stone abutments with wingwalls. The channel is skewed approximately 40 degrees to the opening and the opening-skew-to-roadway is also 40 degrees. Additional details describing conditions at the site are included in the Level II Summary and Appendices D and E.
\nScour depths and rock rip-rap sizes were computed using the general guidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995). Total scour at a highway crossing is comprised of three components: 1) long-term streambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is the sum of the three components. Equations are available to compute depths for contraction and local scour and a summary of the results of these computations follows.
\nContraction scour for all modelled flows ranged from 1.3 to 2.2 ft. The worst-case contraction scour occurred at the 500-year discharge. Abutment scour ranged from 7.2 to 12.0 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.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, computed scour depths are evaluated in combination with other information including (but not limited to) historical performance during flood events, the geomorphic stability assessment, existing scour protection measures, and the results of the hydraulic analyses. Therefore, scour depths adopted by VTAOT may differ from the computed values documented herein.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96567","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., 1996, Level II scour analysis for Bridge 41 (WODSTH00750041) on Town Highway 75, crossing Happy Valley Brook, Woodstock, Vermont: U.S. Geological Survey Open-File Report 96-567, iv, 48 p., https://doi.org/10.3133/ofr96567.","productDescription":"iv, 48 p.","numberOfPages":"53","costCenters":[],"links":[{"id":162557,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96567.PNG"},{"id":279294,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0567/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Woodstock","otherGeospatial":"Happy Valley Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.5,43.625 ], [ -72.5,43.75 ], [ -72.375,43.75 ], [ -72.375,43.625 ], [ -72.5,43.625 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a619d","contributors":{"authors":[{"text":"Olson, Scott A. 0000-0002-1064-2125 solson@usgs.gov","orcid":"https://orcid.org/0000-0002-1064-2125","contributorId":2059,"corporation":false,"usgs":true,"family":"Olson","given":"Scott","email":"solson@usgs.gov","middleInitial":"A.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240338,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49849,"text":"ofr96639 - 1996 - Level II scour analysis for Bridge 49 (WODSTH00990049) on Town Highway 99, crossing Gulf Brook, Woodstock, Vermont","interactions":[],"lastModifiedDate":"2013-12-05T14:25:44","indexId":"ofr96639","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","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":"96-639","title":"Level II scour analysis for Bridge 49 (WODSTH00990049) on Town Highway 99, crossing Gulf Brook, Woodstock, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nWODSTH00990049 on Town Highway 99 crossing the Gulf Brook, Woodstock, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I investigation provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, gleaned from Vermont Agency of Transportation \n(VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is \nfound in Appendix D.\nThe site is in the New England Upland section of the New England physiographic province \nin east-central Vermont. The 16.8-mi2\n drainage area is in a predominantly rural and forested \nbasin. In the vicinity of the study site, the primary surface cover is pasture except for \nupstream right of the bridge which is cover by trees and brush. The immediate banks \nthroughout the reach have scattered woody vegetation.\nIn the study area, the Gulf Brook has an incised, sinuous channel with a slope of \napproximately 0.01 ft/ft, an average channel top width of 91 ft and an average channel \ndepth of 6 ft. The channel bed materials range from sand to cobble with a median grain size \n(D50) of 85.3 mm (0.280 ft). The geomorphic assessment at the time of the Level I site visits \non September 15, 1994 and December 14, 1994, indicated that the reach was stable.\nThe Town Highway 99 crossing of the Gulf Brook is a 56-ft-long, one-lane bridge \nconsisting of one 55-foot steel-beam span (Vermont Agency of Transportation, written \ncommunication, April 4, 1995). The bridge is supported by vertical, concrete abutments \nwith a spill-through slope constructed of large quarried stone. The channel is skewed \napproximately 20 degrees to the opening while the opening-skew-to-roadway is 0 degrees. \nErosion at the right abutment has undermined the toe of the spill-through slope by nearly a \nfoot. Material has been removed from under the stone spill-through slope so that 0.5 feet of \nhorizontal penetration was possible at the time of the visits. Additional details describing \nconditions at the site are included in the Level II Summary and Appendices D and E.\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1995). Total scour at a \nhighway crossing is comprised of three components: 1) long-term streambed degradation; \n2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) \nand; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is \nthe sum of the three components. Equations are available to compute depths for contraction \nand local scour and a summary of the results of these computations follows.\nContraction scour for all modelled flows ranged from 0.0 to 0.9 ft. The worst-case \ncontraction scour occurred at the 500-year discharge. Abutment scour at the left abutment \nranged from 3.1 to 10.3 ft. with the worst-case occurring at the 500-year discharge. \nAbutment scour at the right abutment ranged from 6.4 to 10.4 ft. with the worst-case \noccurring at the 100-year discharge.Additional information on scour depths and depths to \narmoring are included in the section titled “Scour Results”. Scoured-streambed elevations, \nbased on the calculated scour depths, are presented in tables 1 and 2. A cross-section of the \nscour computed at the bridge is presented in figure 8. Scour depths were calculated \nassuming an infinite depth of erosive material and a homogeneous particle-size distribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr96639","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., and Hammond, R.E., 1996, Level II scour analysis for Bridge 49 (WODSTH00990049) on Town Highway 99, crossing Gulf Brook, Woodstock, Vermont: U.S. Geological Survey Open-File Report 96-639, iv, 50 p., https://doi.org/10.3133/ofr96639.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":162728,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96639.PNG"},{"id":279277,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0639/report.pdf"}],"country":"United States","state":"Vermont","city":"Woodstock","otherGeospatial":"Gulf Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.637941,43.533341 ], [ -72.637941,43.661214 ], [ -72.46644,43.661214 ], [ -72.46644,43.533341 ], [ -72.637941,43.533341 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a610d","contributors":{"authors":[{"text":"Olson, Scott A. 0000-0002-1064-2125 solson@usgs.gov","orcid":"https://orcid.org/0000-0002-1064-2125","contributorId":2059,"corporation":false,"usgs":true,"family":"Olson","given":"Scott","email":"solson@usgs.gov","middleInitial":"A.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240361,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Hammond, Robert E.","contributorId":61862,"corporation":false,"usgs":true,"family":"Hammond","given":"Robert","email":"","middleInitial":"E.","affiliations":[],"preferred":false,"id":240362,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":49840,"text":"ofr96583 - 1996 - Level II scour analysis for Bridge 13 (POMFTH00020013) on Town Highway 2, crossing Barnard Brook, Pomfret, Vermont","interactions":[],"lastModifiedDate":"2013-12-05T15:30:34","indexId":"ofr96583","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","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":"96-583","title":"Level II scour analysis for Bridge 13 (POMFTH00020013) on Town Highway 2, crossing Barnard Brook, Pomfret, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nPOMFTH00020013 on town highway 2 crossing Barnard Brook, Pomfret, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). Results of a Level I scour investigation also are included in Appendix E of this \nreport. A Level I study provides a qualitative geomorphic characterization of the study site. \nInformation on the bridge, gleaned from Vermont Agency of Transportation (VTAOT) \nfiles, was compiled prior to conducting Level I and Level II analyses and can be found in \nAppendix D.\nThe site is in the New England Upland section of the New England physiographic province \nof east-central Vermont in the town of Pomfret. The 7.98-mi2\n drainage area is in a \npredominantly rural and forested basin. In the vicinity of the study site, the surface cover is \nprimarily field grasses with some brush on the immediate banks.\nIn the study area, Barnard Brook has an incised, sinuous channel with a slope of \napproximately 0.006 ft/ft, an average channel top width of 32 ft and an average channel \ndepth of 4 ft. The predominant channel bed materials are gravel and cobbles with a median \ngrain size (D50) of 51.0 mm (0.167 ft). The geomorphic assessment at the time of the Level \nI and Level II site visit on September 15, 1994, indicated that the reach was stable.\nThe town highway 2 crossing of Barnard Brook is a 23-ft-long, two-lane bridge consisting \nof one 20-foot concrete span (Vermont Agency of Transportation, written communication, \nAugust 22, 1994). The bridge is supported by vertical, concrete abutments with wingwalls. \nThe channel is skewed approximately 30 degrees to the opening while the opening-skew-toroadway is 0 degrees. \nScour, 2.5 ft deeper than the mean thalweg depth, was observed along the left abutment \nduring the Level I assessment. The only scour protection measure at the site was type-2 \nstone fill (less than 36 inches diameter) along the base and upstream of the upstream left \nwingwall. Additional details describing conditions at the site are included in the Level II \nSummary and Appendices D and E.\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1995). Total scour at a \nhighway crossing is comprised of three components: 1) long-term streambed degradation; \n2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) \nand; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is \nthe sum of the three components. Equations are available to compute depths for contraction \nand local scour and a summary of the results of these computations follows.\nContraction scour for all modelled flows ranged from 0.0 to 1.5 ft. The worst-case \ncontraction scour occurred at the 100-year discharge. Abutment scour ranged from 7.2 to \n12.6 ft. The worst-case abutment scour occurred at the 500-year discharge. Additional \ninformation on scour depths and depths to armoring are included in the section titled “Scour \nResults”. Scoured-streambed elevations, based on the calculated scour depths, are presented \nin tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure \n8. Scour depths were calculated assuming an infinite depth of erosive material and a \nhomogeneous particle-size distribution. \nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr96583","collaboration":"Prepared cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ivanoff, M.A., 1996, Level II scour analysis for Bridge 13 (POMFTH00020013) on Town Highway 2, crossing Barnard Brook, Pomfret, Vermont: U.S. Geological Survey Open-File Report 96-583, iv, 50 p., https://doi.org/10.3133/ofr96583.","productDescription":"iv, 50 p.","numberOfPages":"55","costCenters":[],"links":[{"id":162640,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96583.PNG"},{"id":279286,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0583/report.pdf"}],"country":"United States","state":"Vermont","city":"Pomfret","otherGeospatial":"Barnard Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.588101,43.63863 ], [ -72.588101,43.758075 ], [ -72.426329,43.758075 ], [ -72.426329,43.63863 ], [ -72.588101,43.63863 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a832a","contributors":{"authors":[{"text":"Ivanoff, Michael A.","contributorId":27105,"corporation":false,"usgs":true,"family":"Ivanoff","given":"Michael","email":"","middleInitial":"A.","affiliations":[],"preferred":false,"id":240348,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49787,"text":"ofr96197 - 1996 - Level II scour analysis for Bridge 23 (WODSTH00180023) on Town Highway 18, crossing North Bridgewater Brook, Woodstock, Vermont","interactions":[],"lastModifiedDate":"2013-12-06T14:15:30","indexId":"ofr96197","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","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":"96-197","title":"Level II scour analysis for Bridge 23 (WODSTH00180023) on Town Highway 18, crossing North Bridgewater Brook, Woodstock, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nWODSTH00180023 on town highway 18 crossing North Bridgewater Brook, Woodstock, \nVermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including \na quantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). A Level I study is included in Appendix E of this report. A Level I study provides \na qualitative geomorphic characterization of the study site. Information on the bridge, \navailable from VTAOT files, was compiled prior to conducting Level I and Level II \nanalyses and can be found in Appendix D.\nThe site is in the New England Upland physiographic division of east-central Vermont. The \n4.26-mi2 drainage area is in a predominantly rural and forested basin. In the vicinity of the \nstudy site, the left and right banks are covered by moderate tree cover.\nIn the study area, North Bridgewater Brook has a sinuous channel with a slope of \napproximately 0.03 ft/ft, an average channel top width of 38 ft and an average channel \ndepth of 5 ft. The predominant channel bed materials are gravel and cobbles (D50 is 63.3 \nmm or 0.208 ft). The geomorphic assessment at the time of the Level I site visit on \nDecember 9, 1994 indicated that the reach was laterally unstable. Evidence of the instability \nincluded anabranching and extensive stone fill on channel bends.\nThe town highway 18 crossing of North Bridgewater Brook is a 25-ft-long, one-lane bridge \nconsisting of one 22-ft steel-beam span (Vermont Agency of Transportation, written \ncommun., August 3, 1994). The bridge is supported by vertical, concrete abutments with no \nwingwalls. Type-2 stone fill (less than 36 inches) was noted at the ends of the right \nabutment and type-1 stone fill (less than 12 inches) was noted at the ends of the left \nabutment. A stone wall of type-2 and -3 stone fill (less than 36 inches and 48 inches, \nrespectively), carefully placed, protects the upstream right channel bank extending from the \nbridge to more than 50 feet upstream. Although significant protection has been placed, both \nabutments are experiencing undermining. The channel is skewed approximately 15 degrees \nto the opening while the opening-skew-to-roadway is 5 degrees. Additional details \ndescribing conditions at the site are included in the Level II Summary and Appendices D\nand E.\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1993). Scour depths were \ncalculated assuming an infinite depth of erosive material and a homogeneous particle-size \ndistribution. The scour analysis results are presented in tables 1 and 2 and a graph of the \nscour depths is presented in figure 8.","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr96197","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., and Weber, M.A., 1996, Level II scour analysis for Bridge 23 (WODSTH00180023) on Town Highway 18, crossing North Bridgewater Brook, Woodstock, Vermont: U.S. Geological Survey Open-File Report 96-197, iv, 31 p., https://doi.org/10.3133/ofr96197.","productDescription":"iv, 31 p.","numberOfPages":"36","costCenters":[],"links":[{"id":178612,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96197.png"},{"id":279404,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0197/report.pdf"}],"country":"United States","state":"Vermont","city":"Woodstock","otherGeospatial":"North Bridgewater Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.637941,43.533341 ], [ -72.637941,43.661214 ], [ -72.46644,43.661214 ], [ -72.46644,43.533341 ], [ -72.637941,43.533341 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a80d7","contributors":{"authors":[{"text":"Olson, Scott A. 0000-0002-1064-2125 solson@usgs.gov","orcid":"https://orcid.org/0000-0002-1064-2125","contributorId":2059,"corporation":false,"usgs":true,"family":"Olson","given":"Scott","email":"solson@usgs.gov","middleInitial":"A.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240258,"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":240259,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":68027,"text":"ha730E - 1996 - Ground Water Atlas of the United States: Segment 4, Oklahoma, Texas","interactions":[{"subject":{"id":68027,"text":"ha730E - 1996 - Ground Water Atlas of the United States: Segment 4, Oklahoma, Texas","indexId":"ha730E","publicationYear":"1996","noYear":false,"chapter":"E","title":"Ground Water Atlas of the United States: Segment 4, Oklahoma, Texas"},"predicate":"IS_PART_OF","object":{"id":68687,"text":"ha730 - 2000 - Ground Water Atlas of the United States","indexId":"ha730","publicationYear":"2000","noYear":false,"title":"Ground Water Atlas of the United States"},"id":1}],"isPartOf":{"id":68687,"text":"ha730 - 2000 - Ground Water Atlas of the United States","indexId":"ha730","publicationYear":"2000","noYear":false,"title":"Ground Water Atlas of the United States"},"lastModifiedDate":"2017-05-30T14:50:32","indexId":"ha730E","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":318,"text":"Hydrologic Atlas","code":"HA","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"730","chapter":"E","title":"Ground Water Atlas of the United States: Segment 4, Oklahoma, Texas","docAbstract":"The two States, Oklahoma and Texas, that compose Segment 4 of this Atlas are located in the south-central part of the Nation. These States are drained by numerous rivers and streams, the largest being the Arkansas, the Canadian, the Red, the Sabine, the Trinity, the Brazos, the Colorado, and the Pecos Rivers and the Rio Grande. Many of these rivers and their tributaries supply large amounts of water for human use, mostly in the eastern parts of the two States. The large perennial streams in the east with their many associated impoundments coincide with areas that have dense populations. Large metropolitan areas such as Oklahoma City and Tulsa, Okla., and Dallas, Fort Worth, Houston, and Austin, Tex., are supplied largely or entirely by surface water. However, in 1985 more than 7.5 million people, or about 42 percent of the population of the two States, depended on ground water as a source of water supply. The metropolitan areas of San Antonio and El Paso, Tex., and numerous smaller communities depend largely or entirely on ground water for their source of supply. The ground water is contained in aquifers that consist of unconsolidated deposits and consolidated sedimentary rocks. This chapter describes the geology and hydrology of each of the principal aquifers throughout the two-State area.
Precipitation is the source of all the water in Oklahoma and Texas. Average annual precipitation ranges from about 8 inches per year in southwestern Texas to about 56 inches per year in southeastern Texas (fig. 1). In general, precipitation increases rather uniformly from west to east in the two States.
Much of the precipitation either flows directly into rivers and streams as overland runoff or indirectly as base flow that discharges from aquifers where the water has been stored for some time. Accordingly, the areal distribution of average annual runoff from 1951 to 1980 (fig. 2) reflects that of average annual precipitation. Average annual runoff in the two-State area ranges from about 0.2 inch in the western part of the Oklahoma panhandle and parts of west Texas to about 20 inches in southeastern Oklahoma.
Comparison of the precipitation and runoff maps shows that runoff is greater where precipitation is greater. However, precipitation is greater than runoff everywhere in the two-State area. Much of the precipitation that falls on the area is returned to the atmosphere by evapotranspiration, which is the combination of evaporation from surface-water bodies, such as lakes and marshes, and transpiration from plants. Part of the precipitation percolates downward through the soil and permeable rocks and is available for aquifer recharge throughout the area.
Oklahoma and Texas lie within six major physiographic provinces which are differentiated on the basis of differences in landforms and geology (fig. 3). The physiographic features vary greatly and range from the low, flat Coastal Plain Province through the high, gently rolling High Plains Province to mountain ranges in the Ouachita and the Basin and Range Provinces.
","largerWorkTitle":"Ground Water Atlas of the United States","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ha730E","isbn":"0607855428","usgsCitation":"Ryder, P.D., 1996, Ground Water Atlas of the United States: Segment 4, Oklahoma, Texas: U.S. Geological Survey Hydrologic Atlas 730, 30 p., https://doi.org/10.3133/ha730E.","productDescription":"30 p.","startPage":"E1","endPage":"E30","costCenters":[{"id":583,"text":"Texas Water Science Center","active":true,"usgs":true},{"id":595,"text":"U.S. Geological Survey","active":false,"usgs":true}],"links":[{"id":115247,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/ha/730e/report.pdf","text":"Report","size":"60.52 MB","linkFileType":{"id":1,"text":"pdf"},"description":"Report"},{"id":185633,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/ha/730e/report-thumb.jpg"},{"id":11482,"rank":100,"type":{"id":15,"text":"Index 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\"}}]}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4ab1e4b07f02db66de64","contributors":{"authors":[{"text":"Ryder, Paul D.","contributorId":60188,"corporation":false,"usgs":true,"family":"Ryder","given":"Paul","email":"","middleInitial":"D.","affiliations":[],"preferred":false,"id":277524,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":54862,"text":"wdrNY951 - 1996 - Water Resources Data, New York, Water Year 1995. Volume 1. Eastern New York, Excluding Long Island","interactions":[],"lastModifiedDate":"2019-05-14T11:01:58","indexId":"wdrNY951","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":340,"text":"Water Data Report","code":"WDR","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"NY-95-1","title":"Water Resources Data, New York, Water Year 1995. Volume 1. Eastern New York, Excluding Long Island","docAbstract":"Water resources data for the 1995 water year for New York consist of records of stage, discharge, and water quality of streams; stage, content, and water quality of lakes and reservoirs; and ground water levels. This volume contains records for water discharge at 119 gaging stations; stage only at 7 gaging stations; stage and contents at 4 gaging stations, and 19 other lakes and reservoirs; water quality at 34 gaging stations and 1 precipitation-quality station; and water levels at 22 observation wells. Also included are data for 31 crest-stage partial-record stations. Location of all these sites are shown on figure 8. Additional water data were collected at various sites not in the systematic data-collection program and are published as miscellaneous measurements and analyses. These data, together with the data in volumes 2 and 3, represent that part of the National Water Data System operated by the U.S. Geological Survey in cooperation with State, Municipal, and Federal agencies in New York.
","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/wdrNY951","collaboration":"Prepared in cooperation with the State of New York and with other agencies","usgsCitation":"Firda, G.D., Lumia, R., Murray, P.M., and Flanary, E., 1996, Water Resources Data, New York, Water Year 1995. Volume 1. Eastern New York, Excluding Long Island: U.S. Geological Survey Water Data Report NY-95-1, xiv, 434 p., https://doi.org/10.3133/wdrNY951.","productDescription":"xiv, 434 p.","costCenters":[],"links":[{"id":363754,"rank":2,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wdr/1995/ny-95-1/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":175225,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wdr/1995/ny-95-1/report-thumb.jpg"}],"country":"United States","state":"New York","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"type\": \"Polygon\",\n \"coordinates\": [\n [\n [\n -76.25,\n 41\n ],\n [\n -73.1,\n 41\n ],\n [\n -73.1,\n 45\n ],\n [\n -76.25,\n 45\n ],\n [\n -76.25,\n 41\n ]\n ]\n ]\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4a0ae4b07f02db5fb194","contributors":{"authors":[{"text":"Firda, Gary D. gfirda@usgs.gov","contributorId":1552,"corporation":false,"usgs":true,"family":"Firda","given":"Gary","email":"gfirda@usgs.gov","middleInitial":"D.","affiliations":[],"preferred":true,"id":251807,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Lumia, Richard rlumia@usgs.gov","contributorId":4579,"corporation":false,"usgs":true,"family":"Lumia","given":"Richard","email":"rlumia@usgs.gov","affiliations":[],"preferred":true,"id":251804,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Murray, Patricia M. pmurray@usgs.gov","contributorId":4863,"corporation":false,"usgs":true,"family":"Murray","given":"Patricia","email":"pmurray@usgs.gov","middleInitial":"M.","affiliations":[],"preferred":true,"id":251806,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Flanary, E.A.","contributorId":18052,"corporation":false,"usgs":true,"family":"Flanary","given":"E.A.","email":"","affiliations":[],"preferred":false,"id":251805,"contributorType":{"id":1,"text":"Authors"},"rank":4}]}} ,{"id":49825,"text":"ofr96408 - 1996 - Level II scour analysis for Bridge 1 (BLOOTH00020001) on Town Highway 2, crossing Mill Brook, Bloomfield, Vermont","interactions":[],"lastModifiedDate":"2013-12-10T14:17:04","indexId":"ofr96408","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","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":"96-408","title":"Level II scour analysis for Bridge 1 (BLOOTH00020001) on Town Highway 2, crossing Mill Brook, Bloomfield, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nBLOOTH00020001 on town highway 2 crossing Mill Brook, Bloomfield, Vermont (figures \n1–8). A Level II study is a basic engineering analysis of the site, including a quantitative \nanalysis of stream stability and scour (U.S. Department of Transportation, 1993). Results of \na Level I scour investigation also are included in Appendix E of this report. A Level I \ninvestigation provides a qualitative geomorphic characterization of the study site. \nInformation on the bridge, gleaned from Vermont Agency of Transportation (VTAOT) \nfiles, was compiled prior to conducting Level I and Level II analyses and is found in \nAppendix D.
\nThe site is in the White Mountain section of the New England Upland physiographic \nprovince of north-east Vermont in the town of Bloomfield. The 4.85-mi2\n drainage area is in \na predominantly rural and forested basin. In the vicinity of the study site, the banks have \ndense woody vegetation coverage.
\nIn the study area, Mill Brook has an incised, sinuous channel with a slope of approximately \n0.03 ft/ft, an average channel top width of 28 ft and an average channel depth of 4 ft. The \npredominant channel bed materials are gravel and cobbles (D50 is 57.3 mm or 0.188 ft). The \ngeomorphic assessment at the time of the Level I and Level II site visit on July 6, 1995,\nindicated that the reach was stable.
\nThe town highway 2 crossing of Mill Brook is a 26-ft-long, one-lane bridge consisting of \none 24-foot concrete span (Vermont Agency of Transportation, written commun., August 4, \n1994). The bridge is supported by vertical, concrete abutments with wingwalls. The channel \nis skewed approximately 30 degrees to the opening while the opening-skew-to-roadway is \n10 degrees.
\nNo scour was observed along the channel or at the bridge during the Level I assessment. \nType-2 stone fill (less than 24 inches diameter) was noted as present along all wingwalls.\nAdditional details describing conditions at the site are included in the Level II Summary \nand Appendices D and E.
\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1995). Total scour at a \nhighway crossing is comprised of three components: 1) long-term aggradation or \ndegradation; 2) contraction scour (due to reduction in flow area caused by a bridge) and; 3) \nlocal scour (caused by accelerated flow around piers and abutments). Total scour is the sum \nof the three components. Equations are available to compute scour depths for contraction \nand local scour and a summary of the results follows.
\nContraction scour for all modelled flows ranged from 0 to 1.0 feet and the worst-case \ncontraction scour occurred at the incipient overtopping discharge. Abutment scour ranged \nfrom 7.3 to 10.1 feet and the worst-case abutment scour occurred at the 500-year discharge. \nAdditional information on scour depths and depths to armoring are included in the section \ntitled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, \nare presented in tables 1 and 2. A cross-section of the scour computed at the bridge is \npresented in figure 8. Scour depths were calculated assuming an infinite depth of erosive \nmaterial and a homogeneous particle-size distribution.
\nIt is generally accepted that the Froehlich equation (abutment scour) gives “excessively \nconservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, \ncomputed scour depths are evaluated in combination with other information including (but \nnot limited to) historical performance during flood events, the geomorphic stability \nassessment, existing scour protection measures, and the results of the hydraulic analyses. \nTherefore, scour depths adopted by VTAOT may differ from the computed values \ndocumented herein.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96408","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ayotte, J., and Medalie, L., 1996, Level II scour analysis for Bridge 1 (BLOOTH00020001) on Town Highway 2, crossing Mill Brook, Bloomfield, Vermont: U.S. Geological Survey Open-File Report 96-408, iv, 53 p., https://doi.org/10.3133/ofr96408.","productDescription":"iv, 53 p.","numberOfPages":"58","costCenters":[],"links":[{"id":178736,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96408.PNG"},{"id":279340,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0408/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Bloomfield","otherGeospatial":"Mill Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -71.625,44.75 ], [ -71.625,44.875 ], [ -71.5,44.875 ], [ -71.5,44.75 ], [ -71.625,44.75 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b1ae4b07f02db6a8495","contributors":{"authors":[{"text":"Ayotte, Joseph D. jayotte@usgs.gov","contributorId":1802,"corporation":false,"usgs":true,"family":"Ayotte","given":"Joseph D.","email":"jayotte@usgs.gov","affiliations":[{"id":466,"text":"New England Water Science Center","active":true,"usgs":true}],"preferred":false,"id":240326,"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":240327,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":57169,"text":"ofr95539 - 1996 - Preliminary investigation of the distribution and resources of coal in the Kaiparowits Plateau, southern Utah ","interactions":[],"lastModifiedDate":"2018-08-28T16:22:00","indexId":"ofr95539","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":330,"text":"Open-File Report","code":"OFR","onlineIssn":"2331-1258","printIssn":"0196-1497","active":true,"publicationSubtype":{"id":5}},"seriesNumber":"95-539","title":" Preliminary investigation of the distribution and resources of coal in the Kaiparowits Plateau, southern Utah ","docAbstract":"This report on the coal resources of the Kaiparowits Plateau, Utah is a contribution to the U.S. Geological Survey's (USGS) 'National Coal Resource Assessment' (NCRA), a five year effort to identify and characterize the coal beds and coal zones that could potentially provide the fuel for the Nation's coal-derived energy during the first quarter of the twenty-first century. For purposes of the NCRA study, the Nation is divided into regions. Teams of geoscientists, knowledgeable about each region, are developing the data bases and assessing the coal within each region. The five major coal-producing regions of the United States under investigation are: (1) the Appalachian Basin; (2) the Illinois Basin; (3) the Gulf of Mexico Coastal Plain; (4) the Powder River Basin and the Northern Great Plains; and (5) the Rocky Mountains and the Colorado Plateau. Six areas containing coal deposits in the Rocky Mountain and Colorado Plateau Region have been designated as high priority because of their potential for development. This report on the coal resources of the Kaiparowits Plateau is the first of the six to be completed. The coal quantities reported in this study are entirely 'resources' and represent, as accurately as the data allow, all the coal in the ground in beds greater than one foot thick. These resources are qualified and subdivided by thickness of coal beds, depth to the coal, distance from known data points, and inclination (dip) of the beds. The USGS has not attempted to estimate coal 'reserves' for this region. Reserves are that subset of the resource that could be economically produced at the present time. The coal resources are differentiated into 'identified' and 'hypothetical' following the standard classification system of the USGS (Wood and others, 1983). Identified resources are those within three miles of a measured thickness value, and hypothetical resources are further than three miles from a data point. Coal beds in the Kaiparowits Plateau are laterally discontinuous relative to many other coal bearing regions of the United States. That is, they end more abruptly and are more likely to fragment or split into thinner beds. Because of these characteristics, the data from approximately 160 drill holes and 40 measured sections available for use in this study are not sufficient to determine what proportion of the resources is technologically and economically recoverable. The Kaiparowits Plateau contains an original resource of 62 billion short tons of coal in the ground. Original resource is defined to include all coal beds greater than one foot thick in the area studied. None of the resource is recoverable by surface mining. However, the total resource figure must be regarded with caution because it does not reflect geologic, technological, land-use, and environmental restrictions that may affect the availability and the recoverability of the coal. At least 32 billion tons of coal are unlikely to be mined in the foreseeable future because the coal beds are either too deep, too thin to mine, inclined at more than 12?, or in beds that are too thick to be completely recovered in underground mining. The estimated balance of 30 billion tons of coal resources does not reflect land use or environmental restrictions, does not account for coal that would be bypassed due to mining of adjacent coal beds, does not consider the amount of coal that must remain in the ground for roof support, and does not take into consideration the continuity of beds for mining. Although all of these factors will reduce the amount of coal that could be recovered, there is not sufficient data available to estimate recoverable coal resources. For purposes of comparison, studies of coal resources in the eastern United States have determined that less than 10 percent of the original coal resource, in the areas studied, could be mined economically at today's prices (Rohrbacher and others, 1994).
","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ofr95539","usgsCitation":"Hettinger, R.D., Roberts, L.N., Biewick, L.R., and Kirschbaum, M., 1996, Preliminary investigation of the distribution and resources of coal in the Kaiparowits Plateau, southern Utah : U.S. Geological Survey Open-File Report 95-539, Report: iii, 72 p.; Plate: 45 x 36 inches, https://doi.org/10.3133/ofr95539.","productDescription":"Report: iii, 72 p.; Plate: 45 x 36 inches","additionalOnlineFiles":"Y","costCenters":[{"id":164,"text":"Central Energy Resources Science Center","active":true,"usgs":true}],"links":[{"id":180691,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/usgs_thumb.jpg"},{"id":10014,"rank":100,"type":{"id":15,"text":"Index Page"},"url":"https://pubs.usgs.gov/of/1996/OF96-539/","linkFileType":{"id":5,"text":"html"}}],"scale":"500000","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -112,37 ], [ -112,38 ], [ -111,38 ], [ -111,37 ], [ -112,37 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4ae0e4b07f02db6884c8","contributors":{"authors":[{"text":"Hettinger, Robert D.","contributorId":102486,"corporation":false,"usgs":true,"family":"Hettinger","given":"Robert","email":"","middleInitial":"D.","affiliations":[],"preferred":false,"id":256305,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Roberts, L. N. R.","contributorId":53419,"corporation":false,"usgs":true,"family":"Roberts","given":"L.","email":"","middleInitial":"N. R.","affiliations":[],"preferred":false,"id":256303,"contributorType":{"id":1,"text":"Authors"},"rank":2},{"text":"Biewick, L. R. H.","contributorId":41034,"corporation":false,"usgs":true,"family":"Biewick","given":"L.","email":"","middleInitial":"R. H.","affiliations":[],"preferred":false,"id":256302,"contributorType":{"id":1,"text":"Authors"},"rank":3},{"text":"Kirschbaum, M.A.","contributorId":79471,"corporation":false,"usgs":true,"family":"Kirschbaum","given":"M.A.","email":"","affiliations":[],"preferred":false,"id":256304,"contributorType":{"id":1,"text":"Authors"},"rank":4}]}} ,{"id":49775,"text":"ofr96160 - 1996 - Level II scour analysis for Bridge 46 (NORWTH00030046) Town Highway 3 (VT132) crossing the Ompompanoosuc River, Norwich, Vermont","interactions":[],"lastModifiedDate":"2013-12-12T11:32:20","indexId":"ofr96160","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","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":"96-160","title":"Level II scour analysis for Bridge 46 (NORWTH00030046) Town Highway 3 (VT132) crossing the Ompompanoosuc River, Norwich, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nNORWTH00030046 on town highway 3, which is also Vermont State Route 132 crossing \nthe Ompompanoosuc River, Norwich, Vermont (figures 1–8). A Level II study is a basic \nengineering analysis of the site, including a quantitative analysis of stream stability and \nscour (U.S. Department of Transportation, 1993). A Level I study is included in Appendix \nE of this report. A Level I study provides a qualitative geomorphic characterization of the \nstudy site. Information on the bridge, available from VTAOT files, was compiled prior to \nconducting Level I and Level II analyses and can be found in Appendix D.\nThe site is in the New England Upland physiographic province of east-central Vermont. \nThe 135-mi2\n drainage area is a predominantly rural basin. A flood-control reservoir located \napproximately 2 mi upstream has 1.66 billion cubic feet of usable storage. In the vicinity of \nthe study site, the left bank is forested and the right bank is covered by shrubs and brush, \nadjacent to woods. The Ompompanoosuc River is parallel to Town Highway 3.\nIn the study area, the Ompompanoosuc River has a sinuous channel with a slope of \napproximately 0.003 ft/ft, an average channel top width of 166 ft and an average channel \ndepth of 6 ft. The predominant channel bed material is sand (D50 is 0.744 mm or 0.00244\nft). The geomorphic assessment at the time of the Level I and Level II site visit on August \n19, 1994, indicated that the reach was stable.\nThe town highway 3 crossing of the Ompompanoosuc Riveris a 100-ft-long, two-lane\nbridge consisting of two steel-beam spans (Vermont Agency of Transportation, written \ncommun., July 29, 1994). The bridge is supported by vertical, concrete abutments with \nwingwalls. The channel is skewed approximately 25 degrees to the opening while the \nopening-skew-to-roadway is 12 degrees. Additional details describing conditions at the site \nare included in the Level II Summary and Appendices D \nand E.\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1993). Scour depths were \ncalculated assuming an infinite depth of erosive material and a homogeneous particle-size \ndistribution. The scour analysis results are presented in tables 1 and 2 and a graph of the \nscour depths is presented in figure 8.","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96160","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Olson, S.A., and Song, D.L., 1996, Level II scour analysis for Bridge 46 (NORWTH00030046) Town Highway 3 (VT132) crossing the Ompompanoosuc River, Norwich, Vermont: U.S. Geological Survey Open-File Report 96-160, iv, 28 p., https://doi.org/10.3133/ofr96160.","productDescription":"iv, 28 p.","numberOfPages":"33","costCenters":[],"links":[{"id":179330,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96160.PNG"},{"id":279421,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0160/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Norwich","otherGeospatial":"Ompompanoosuc River","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.25,43.75 ], [ -72.25,43.875 ], [ -72.125,43.875 ], [ -72.125,43.75 ], [ -72.25,43.75 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a607a","contributors":{"authors":[{"text":"Olson, Scott A. 0000-0002-1064-2125 solson@usgs.gov","orcid":"https://orcid.org/0000-0002-1064-2125","contributorId":2059,"corporation":false,"usgs":true,"family":"Olson","given":"Scott","email":"solson@usgs.gov","middleInitial":"A.","affiliations":[{"id":405,"text":"NH/VT office of New England Water Science Center","active":true,"usgs":true}],"preferred":true,"id":240241,"contributorType":{"id":1,"text":"Authors"},"rank":1},{"text":"Song, Donald L.","contributorId":107335,"corporation":false,"usgs":true,"family":"Song","given":"Donald","email":"","middleInitial":"L.","affiliations":[],"preferred":false,"id":240242,"contributorType":{"id":1,"text":"Authors"},"rank":2}]}} ,{"id":67935,"text":"ha730I - 1996 - Ground Water Atlas of the United States: Segment 8, Montana, North Dakota, South Dakota, Wyoming","interactions":[{"subject":{"id":67935,"text":"ha730I - 1996 - Ground Water Atlas of the United States: Segment 8, Montana, North Dakota, South Dakota, Wyoming","indexId":"ha730I","publicationYear":"1996","noYear":false,"chapter":"I","title":"Ground Water Atlas of the United States: Segment 8, Montana, North Dakota, South Dakota, Wyoming"},"predicate":"IS_PART_OF","object":{"id":68687,"text":"ha730 - 2000 - Ground Water Atlas of the United States","indexId":"ha730","publicationYear":"2000","noYear":false,"title":"Ground Water Atlas of the United States"},"id":1}],"isPartOf":{"id":68687,"text":"ha730 - 2000 - Ground Water Atlas of the United States","indexId":"ha730","publicationYear":"2000","noYear":false,"title":"Ground Water Atlas of the United States"},"lastModifiedDate":"2017-05-30T16:00:40","indexId":"ha730I","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","noYear":false,"publicationType":{"id":18,"text":"Report"},"publicationSubtype":{"id":5,"text":"USGS Numbered Series"},"seriesTitle":{"id":318,"text":"Hydrologic Atlas","code":"HA","active":false,"publicationSubtype":{"id":5}},"seriesNumber":"730","chapter":"I","title":"Ground Water Atlas of the United States: Segment 8, Montana, North Dakota, South Dakota, Wyoming","docAbstract":"The States of Montana, North Dakota, South Dakota, and Wyoming compose the 392,764-square-mile area of Segment 8, which is in the north-central part of the continental United States. The area varies topographically from the high rugged mountain ranges of the Rocky Mountains in western Montana and Wyoming to the gently undulating surface of the Central Lowland in eastern North Dakota and South Dakota (fig. 1). The Black Hills in southwestern South Dakota and northeastern Wyoming interrupt the uniformity of the intervening Great Plains. Segment 8 spans the Continental Divide, which is the drainage divide that separates streams that generally flow westward from those that generally flow eastward. The area of Segment 8 is drained by the following major rivers or river systems: the Green River drains southward to join the Colorado River, which ultimately discharges to the Gulf of California; the Clark Fork and the Kootenai Rivers drain generally westward by way of the Columbia River to discharge to the Pacific Ocean; the Missouri River system and the North Platte River drain eastward and southeastward to the Mississippi River, which discharges to the Gulf of Mexico; and the Red River of the North and the Souris River drain northward through Lake Winnipeg to ultimately discharge to Hudson Bay in Canada.
These rivers and their tributaries are an important source of water for public-supply, domestic and commercial, agricultural, and industrial uses. Much of the surface water has long been appropriated for agricultural use, primarily irrigation, and for compliance with downstream water pacts. Reservoirs store some of the surface water for flood control, irrigation, power generation, and recreational purposes. Surface water is not always available when and where it is needed, and ground water is the only other source of supply. Ground water is obtained primarily from wells completed in unconsolidated-deposit aquifers that consist mostly of sand and gravel, and from wells completed in semi-consolidated- and consolidated-rock aquifers, chiefly sandstone and limestone. Some wells withdraw water from volcanic rocks, igneous and metamorphic rocks, or fractured fine-grained sedimentary rocks, such as shale; however, wells completed in these types of rocks generally yield only small volumes of water.
Most wells in the four-State area of Segment 8 are on privately owned land (fig. 2). Agriculture, primarily irrigation, is one of the largest uses of ground water. The irrigation generally is on lowlands close to streams (fig. 3). Lowlands within a few miles of major streams usually are irrigated with surface water that is diverted by gravity flow from the main stream or a reservoir and transported through a canal system. Surface water also is pumped to irrigate land that gravity systems cannot supply. In addition, ground water is pumped from large-capacity wells to supplement surface water during times of drought or during seasons of the year when surface water is in short supply. Ground water is the only source of water for irrigation in much of the segment. The thickness and permeability of aquifers in the area of Segment 8 vary considerably, as do yields of wells completed in the aquifers. Ground-water levels and artesian pressures (hydraulic head) have declined significantly in some places as a result of excessive withdrawals by wells. State governments have taken steps to control the declines by enacting programs that either limit the number of additional wells that can be completed in a particular aquifer or prevent further ground-water development altogether.
The demand for water is directly related to the distribution of people. In 1990, Montana had a population of 799,065; North Dakota, 638,800; South Dakota, 696,004; and Wyoming, 453,588. The more densely populated areas are on lowlands near major streams. Many of the mountain, desert, and upland areas lack major population centers, particularly in Montana and Wyoming, where use of much of the land is controlled by the Federal Government and withdrawal of ground water is restricted.
Average annual precipitation (1951-80) in Segment 8 ranges from less than 8 inches in parts of Montana and Wyoming to more than 40 inches in some of the mountainous areas (fig. 4). Most storms move eastward through Segment 8 and are particularly common during the winter months. Moisture that evaporates from the Pacific Ocean is absorbed by eastward- moving air. As the moisture-laden air masses move eastward, they rise and cool as they encounter mountain ranges and lose some of their moisture to condensation. Consequently, the western sides of mountain ranges receive the most precipitation, much of it as snow during the winter months. In contrast, the eastern sides of some of the higher mountain ranges are in rain shadows and receive little precipitation. East of the Continental Divide, precipitation that falls during many summer storms results from northward-moving, moisture-laden air masses from the Gulf of Mexico. These air masses move northward when the polar front recedes; accordingly, a major part of the annual precipitation falls on the plains during the growing season. Average annual precipitation minus the total of average annual runoff plus evapotranspiration (the combination of evaporation and transpiration by plants) is the amount of water potentially available for recharge to the aquifers.
Average annual runoff (1951-80) in the area of Segment 8 varies greatly, and the distribution of runoff (fig. 5) generally parallels that of precipitation. In arid and semiarid areas of the segment, most precipitation replenishes soil moisture, evaporates, or is transpired by vegetation, and only a small part of the precipitation is left to maintain streamflow or recharge aquifers. In wetter areas of the segment, much of the precipitation runs off the land surface directly to perennial streams. Because a smaller percentage of precipitation in wet areas usually is lost to evapotranspiration than in dry areas, more water is, therefore, available to recharge aquifers where more precipitation falls. Precipitation that falls as snow generally does not become runoff until spring thaws begin. Runoff is affected in some areas by reservoirs that have been constructed on major streams to mitigate flooding and to store water for irrigation, electrical power generation, and recreation. Water stored in reservoirs during times when runoff is great is subsequently released during drier periods to maintain downstream flow.
","largerWorkTitle":"Ground Water Atlas of the United States","language":"English","publisher":"U.S. Geological Survey","doi":"10.3133/ha730I","isbn":"0607859741","usgsCitation":"Whitehead, R., 1996, Ground Water Atlas of the United States: Segment 8, Montana, North Dakota, South Dakota, Wyoming: U.S. Geological Survey Hydrologic Atlas 730, 24 p., https://doi.org/10.3133/ha730I.","productDescription":"24 p.","startPage":"I1","endPage":"I24","costCenters":[{"id":595,"text":"U.S. Geological Survey","active":false,"usgs":true}],"links":[{"id":11486,"rank":100,"type":{"id":15,"text":"Index Page"},"url":"https://pubs.usgs.gov/ha/ha730/ch_i/index.html","linkFileType":{"id":5,"text":"html"}},{"id":115245,"rank":300,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/ha/730i/report.pdf","text":"Report","size":"54.91 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\"}}]}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4ab0e4b07f02db66dd82","contributors":{"authors":[{"text":"Whitehead, R.L.","contributorId":34891,"corporation":false,"usgs":true,"family":"Whitehead","given":"R.L.","email":"","affiliations":[],"preferred":false,"id":277351,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":49776,"text":"ofr96161 - 1996 - Level II scour analysis for Bridge 10 (NORWTH00120010) Town Highway 012 Bloody Brook, Norwich, Vermont","interactions":[],"lastModifiedDate":"2013-12-11T13:21:05","indexId":"ofr96161","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","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":"96-161","title":"Level II scour analysis for Bridge 10 (NORWTH00120010) Town Highway 012 Bloody Brook, Norwich, Vermont","docAbstract":"This report provides the results of a detailed Level II analysis of scour potential at structure \nNORWTH00120010 on town highway 12 crossing Bloody Brook, Norwich, Vermont \n(figures 1–8). A Level II study is a basic engineering analysis of the site, including a \nquantitative analysis of stream stability and scour (U.S. Department of Transportation, \n1993). A Level I study is included in Appendix E of this report. A Level I study provides \na qualitative geomorphic characterization of the study site. Information on the bridge, \navailable from VTAOT files, was compiled prior to conducting the Level I and Level II \nanalyses and can be found in Appendix D.
\nThe site is in the New England Upland physiographic province in east-central Vermont. The \n8.98-mi2\n drainage area is in a predominantly rural and forested basin. In the vicinity of the \nstudy site, the left bank upstream and the left and right banks downstream are forested. The \nimmediate right bank upstream is covered by shrub and brush with pasture on the overbank. \nTown Highway 12 runs along the valley of Bloody Brook; however, at structure \nNORWTH00120010 the road crosses Bloody Brook at a 90-degree angle.
\nIn the study area, Bloody Brook has a sinuous channel with a slope of approximately 0.014 \nft/ft, an average channel top width of 41 ft and an average channel depth of 3 ft. The \npredominant channel bed materials are gravel and cobble (D50 is 51.0 mm or 0.167 ft). The \ngeomorphic assessment at the time of the Level I site visit on October 31, 1994, indicated \nthat the reach was unstable.
\nThe town highway 12 crossing of Bloody Brook is a 34-ft-long, two-lane bridge consisting \nof one 30-foot clear span (Vermont Agency of Transportation, written commun., July 29, \n1994). The bridge is supported by vertical, concrete abutments with wingwalls. The right \nabutment is protected by sparse type-2 stone fill (less than 24 inches diameter). The channel \nis skewed 0 degrees to the opening and the opening-skew-to-roadway is 0 degrees. \nAdditional details describing conditions at the site are included in the Level II Summary \nand Appendices D and E.
\nScour depths and rock rip-rap sizes were computed using the general guidelines described \nin Hydraulic Engineering Circular 18 (Richardson and others, 1993). Scour depths were \ncalculated assuming an infinite depth of erosive material and a homogeneous particle-size \ndistribution. The scour analysis results are presented in tables 1 and 2 and a graph of the \nscour depths is presented in figure 8.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Pembroke, NH","doi":"10.3133/ofr96161","collaboration":"Prepared in cooperation with Vermont Agency of Transportation and Federal Highway Administration","usgsCitation":"Ayotte, J., 1996, Level II scour analysis for Bridge 10 (NORWTH00120010) Town Highway 012 Bloody Brook, Norwich, Vermont: U.S. Geological Survey Open-File Report 96-161, iv, 31 p., https://doi.org/10.3133/ofr96161.","productDescription":"iv, 31 p.","numberOfPages":"36","costCenters":[],"links":[{"id":178503,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/thumbnails/ofr96161.GIF"},{"id":279420,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/of/1996/0161/report.pdf"}],"scale":"24000","country":"United States","state":"Vermont","city":"Norwich","otherGeospatial":"Bloody Brook","geographicExtents":"{ \"type\": \"FeatureCollection\", \"features\": [ { \"type\": \"Feature\", \"properties\": {}, \"geometry\": { \"type\": \"Polygon\", \"coordinates\": [ [ [ -72.375,43.625 ], [ -72.375,43.75 ], [ -72.25,43.75 ], [ -72.25,43.625 ], [ -72.375,43.625 ] ] ] } } ] }","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4b17e4b07f02db6a5ad9","contributors":{"authors":[{"text":"Ayotte, Joseph D. jayotte@usgs.gov","contributorId":1802,"corporation":false,"usgs":true,"family":"Ayotte","given":"Joseph D.","email":"jayotte@usgs.gov","affiliations":[{"id":466,"text":"New England Water Science Center","active":true,"usgs":true}],"preferred":false,"id":240243,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ,{"id":30617,"text":"wri944254 - 1996 - Analysis and simulation of ground-water flow in Lake Wales Ridge and adjacent areas of central Florida","interactions":[],"lastModifiedDate":"2021-03-04T00:13:26.108559","indexId":"wri944254","displayToPublicDate":"1994-01-01T00:00:00","publicationYear":"1996","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":"94-4254","title":"Analysis and simulation of ground-water flow in Lake Wales Ridge and adjacent areas of central Florida","docAbstract":"The Lake Wales Ridge is an uplands recharge area in central Florida that contains many sinkhole lakes. Below-normal rainfall and increased pumping of ground water have resulted in declines both in ground-water levels and in the water levels of many of the ridge lakes. A digital flow model was developed for a 3,526 square-mile area to help understand the current (1990) ground-water flow system and its response to future ground-water withdrawals.
The ground-water flow system in the Lake Wales Ridge and adjacent area of central Florida consists of a sequence of sedimentary aquifers and confining units. The uppermost water-bearing unit of the study area is the surficial aquifer. This aquifer is generally unconfined and is composed primarily of clastic deposits. The surficial aquifer is underlain by the confined intermediate aquifer and confining units which consists of up to three water-bearing units composed of interbedded clastics and carbonate rocks. The lowermost unit of the ground- water flow system, the confined Upper Floridan aquifer, consists of a thick, hydraulically connected sequence of carbonate rocks. The Upper Floridan aquifer is about 1,200 to 1,400 feet thick and is the primary source for ground-water withdrawals in the study area.
The generalized ground-water flow system of the Lake Wales Ridge is that water moves downward from the surficial aquifer to the intermediate aquifer and the Upper Floridan aquifer in the central area, primarily under the ridges, with minor amounts of water flow under the flatlands. The water flows laterally away from the central area, downgradient to discharge areas to the west, east, and south, and locally along valleys of major streams. Upward leakage occurs along valleys of major streams.
The model was initially calibrated to the steady-state conditions representing September 1989. The resulting calibrated hydrologic parameters were then tested by simulating transient conditions for the period October 1989 through 1990. A final test of model calibration was conducted by successfully simulating transient conditions for the period October 1988 through September 1989. Altitudes of the water table, base of the surficial aquifer, riverbed conductances, confining-unit leakances, aquifer transmissivities, and net recharge and discharge rates were determine during calibration.
Steady-state and transient simulations reasonably approximated measured aquifer heads and lake levels. Residuals were within the established calibration criteria that required 68 percent of all simulated heads to be within + - 2 feet of observed surficial aquifer heads and lake levels and + - 5 feet of observed intermediate and Upper Floridan aquifer heads. Simulation of streamflow was poor, probably due to the scale of the model and regulated streamflow conditions. Simulation indicates a marked difference between the ground-water flow rates of September 1989 (steady-state conditions, end of wet season) and May 1990 (large pumpage, end of dry season) in million gallons per day: September May 1989 1990 Pumping rate 126 486 Donward leakage (into 367 564 Upper Floridan aquifer) Streamflow 67 13 Net lateral boundary flow 218 115 Total discharge (excluding 479 626 evapotranspiration.
The calibrated flow model was used to simulate the short-term (one year) effects of 1990 water year pumpage (349 Mgal/d) on the September 1989 ground- water flow system in response to five different pumping schemes: (2) no pumpage, (2) no public supply pumpage, (3) no industrial pumpage, (4) no agricultural pumpage, and (5) no regional pumping outside the Water Use Caution Area. Simulation of no pumpage indicated maximum aquifer head rises of about 2 feet in the surficial aquifer and lakes, about 12 feet in the intermediate aquifer and about 16 feet in the Upper Floridan aquifer. The high rate recharge areas along the Lake Wales Ridge are most affected by pumping. Simulation of no agricultural pumpage resulted in a maximum recovery of about 2 feet in each aquifer. Simulation of no industrial or mining pumpage resulted in a maximum of less than one foot in the surficial aquifer and lakes, about 10 feet in the intermediate aquifer, and about 14 feet in the Upper Floridan aquifer. Simulation of no public supply pumpage indicated a maximum recovery of less than one foot in the surficial aquifer and lakes, about 4 feet in the intermediate aquifer, and about 10 feet in the Upper Floridan aquifer. Simulation of no regional pumping outside the Water Use Caution Area indicated recoveries of less than 2 feet within the Water Use Caution Area.
Simulations were used to investigate long-term aquifer changes in response to two development alternatives: (1) continuation of 1990 water year hydrologic conditions and pumping rates (349 Mgal/d), and (2) increased pumpage (506 Mgal/d). Simulation of continued 1990 water year hydrologic conditions and pumping for 20 years indicated that head decline of more than 10 feet might be expected in each aquifer in the northern part of the Water Use Caution Area. Simulation of increased pumpage (an additional 45 percent) for 20 years indicated head declines of more than 20 feet in each aquifer in the northern part of the Water Use Caution Area. Because lakes are hydraulically connected to the surficial aquifer, lake levels within the Water Use Caution Area could decline substantially as a result of present and future pumping and a continuation of 1990 hydrologic conditions. These relatively large head declines were accompanied by decreased simulated lateral boundary outflow of about 40 percent and decreased simulated streamflow of about 32 percent. Equilibrium conditions at the end of the two 20-year simulations had not been attained.
","language":"English","publisher":"U.S. Geological Survey","publisherLocation":"Reston, VA","doi":"10.3133/wri944254","usgsCitation":"Yobbi, D.K., 1996, Analysis and simulation of ground-water flow in Lake Wales Ridge and adjacent areas of central Florida: U.S. Geological Survey Water-Resources Investigations Report 94-4254, vi, 78 p., https://doi.org/10.3133/wri944254.","productDescription":"vi, 78 p.","costCenters":[],"links":[{"id":383778,"rank":2,"type":{"id":11,"text":"Document"},"url":"https://pubs.usgs.gov/wri/1994/4254/report.pdf","linkFileType":{"id":1,"text":"pdf"}},{"id":160031,"rank":0,"type":{"id":24,"text":"Thumbnail"},"url":"https://pubs.usgs.gov/wri/1994/4254/report-thumb.jpg"}],"country":"United States","state":"Florida","otherGeospatial":"Lake Wales Ridge","geographicExtents":"{\n \"type\": \"FeatureCollection\",\n \"features\": [\n {\n \"type\": \"Feature\",\n \"properties\": {},\n \"geometry\": {\n \"type\": \"Polygon\",\n \"coordinates\": [\n [\n [\n -81.61949157714844,\n 27.862753335235926\n ],\n [\n -81.50962829589844,\n 27.862753335235926\n ],\n [\n -81.50962829589844,\n 27.922833867526975\n ],\n [\n -81.61949157714844,\n 27.922833867526975\n ],\n [\n -81.61949157714844,\n 27.862753335235926\n ]\n ]\n ]\n }\n }\n ]\n}","noUsgsAuthors":false,"publicationStatus":"PW","scienceBaseUri":"4f4e4ad0e4b07f02db680bc5","contributors":{"authors":[{"text":"Yobbi, Dann K.","contributorId":15247,"corporation":false,"usgs":true,"family":"Yobbi","given":"Dann","email":"","middleInitial":"K.","affiliations":[],"preferred":false,"id":203548,"contributorType":{"id":1,"text":"Authors"},"rank":1}]}} ]}