FRINK Linked Data Fragments server

Matches in SemOpenAlex for { <https://semopenalex.org/work/W90645350> ?p ?o ?g. }

• W90645350 abstract "This report provides the results of a detailed Level II analysis of scour potential at structure MANCUS00070024 on U.S. Route 7 crossing Lye Brook, Manchester, Vermont (figures 1–8). A Level II study is a basic engineering analysis of the site, including a quantitative analysis of stream stability and scour (U.S. Department of Transportation, 1993). Results of a Level I scour investigation also are included in Appendix E of this report. A Level I investigation provides a qualitative geomorphic characterization of the study site. Information on the bridge, gleaned from Vermont Agency of Transportation (VTAOT) files, was compiled prior to conducting Level I and Level II analyses and is found in Appendix D. The site is in the Taconic section of the New England physiographic province in southwestern Vermont. The 8.13-mi2 drainage area is in a predominantly rural and forested basin. In the vicinity of the study site, the primary surface cover consists of brush and trees. In the study area, Lye Brook has an incised, sinuous channel with a slope of approximately 0.03 ft/ft, an average channel top width of 66 ft and an average bank height of 11 ft. The channel bed material ranges from gravel to boulder with a median grain size (D50) of 90.0 mm (0.295 ft). The geomorphic assessment at the time of the Level I and Level II site visit on August 6, 1996, indicated that the reach was stable. Although, the immediate reach is considered stable, upstream of the bridge the Lye Brook valley is very steep (0.05 ft/ft). Extreme events in a valley this steep may quickly reveal the instability of the channel. In the Flood Insurance Study for the Town of Manchester (Federal Emergency Management Agency, January, 1985), Lye Brook’s overbanks were described as “boulder strewn” after the August 1976 flood. The U.S. Route 7 crossing of Lye Brook is a 28-ft-long, two-lane bridge consisting of one 25-foot concrete span (Vermont Agency of Transportation, written communication, September 28, 1995). The bridge is supported by vertical, concrete abutments with wingwalls. The channel is skewed approximately 45 degrees to the opening while the opening-skew-to-roadway is 55 degrees. At the time of construction, the downstream channel was relocated (written communication, Dan Landry, VTAOT, January 2, 1997). A levee on the downstream right bank was also constructed and is protected by type-4 stone-fill (less than 60 inches diameter) extending from the bridge to more than 300 feet downstream. Type-2 stone fill (less than 36 inches diameter) covers the downstream right bank from the bridge to more than 300 feet downstream. Type-2 stone-fill also extends from the bridge to 220 feet upstream on both upstream banks. Additional details describing conditions at the site are included in the Level II Summary and Appendices D and E. Scour depths and recommended rock rip-rap sizes were computed using the general guidelines described in Hydraulic Engineering Circular 18 (Richardson and others, 1995) for the 100- and 500-year discharges. In addition, the incipient roadway-overtopping discharge is analyzed since it has the potential of being the worst-case scour scenario. Total scour at a highway crossing is comprised of three components: 1) long-term streambed degradation; 2) contraction scour (due to accelerated flow caused by a reduction in flow area at a bridge) and; 3) local scour (caused by accelerated flow around piers and abutments). Total scour is the sum of the three components. Equations are available to compute depths for contraction and local scour and a summary of the results of these computations follows. Contraction scour for all modelled flows ranged from 1.0 to 1.6 ft. The worst-case contraction scour occurred at the 500-year discharge. Abutment scour computations for the left abutment ranged from 14.5 to 16.1 ft. with the worst-case occurring at the 100-year discharge. Abutment scour computations for the right abutment ranged from 6.9 to 10.4 ft. with the worst-case occurring at the 500-year discharge. Additional information on scour depths and depths to armoring are included in the section titled “Scour Results”. Scoured-streambed elevations, based on the calculated scour depths, are presented in tables 1 and 2. A cross-section of the scour computed at the bridge is presented in figure 8. Scour depths were calculated assuming an infinite depth of erosive material and a homogeneous particle-size distribution. It is generally accepted that the Froehlich equation (abutment scour) gives “excessively conservative estimates of scour depths” (Richardson and others, 1995, p. 47). Usually, computed scour depths are evaluated in combination with other information including (but not limited to) historical performance during flood events, the geomorphic stability assessment, existing scour protection measures, and the results of the hydraulic analyses. Therefore, scour depths adopted by VTAOT may differ from the computed values documented herein." @default.
• W90645350 created "2016-06-24" @default.
• W90645350 creator A5068329935 @default.
• W90645350 date "1997-01-01" @default.
• W90645350 modified "2023-09-27" @default.
• W90645350 title "Level II scour analysis for Bridge 24 (MANCUS00070024) on U.S. Route 7, crossing Lye Brook, Manchester, Vermont" @default.
• W90645350 doi "https://doi.org/10.3133/ofr97390" @default.
• W90645350 hasPublicationYear "1997" @default.
• W90645350 type Work @default.
• W90645350 sameAs 90645350 @default.
• W90645350 citedByCount "0" @default.
• W90645350 crossrefType "journal-article" @default.
• W90645350 hasAuthorship W90645350A5068329935 @default.
• W90645350 hasBestOaLocation W906453501 @default.
• W90645350 hasConcept C100776233 @default.
• W90645350 hasConcept C109007969 @default.
• W90645350 hasConcept C114793014 @default.
• W90645350 hasConcept C119599485 @default.
• W90645350 hasConcept C126322002 @default.
• W90645350 hasConcept C127162648 @default.
• W90645350 hasConcept C127313418 @default.
• W90645350 hasConcept C127413603 @default.
• W90645350 hasConcept C166957645 @default.
• W90645350 hasConcept C187320778 @default.
• W90645350 hasConcept C205649164 @default.
• W90645350 hasConcept C71924100 @default.
• W90645350 hasConcept C76886044 @default.
• W90645350 hasConceptScore W90645350C100776233 @default.
• W90645350 hasConceptScore W90645350C109007969 @default.
• W90645350 hasConceptScore W90645350C114793014 @default.
• W90645350 hasConceptScore W90645350C119599485 @default.
• W90645350 hasConceptScore W90645350C126322002 @default.
• W90645350 hasConceptScore W90645350C127162648 @default.
• W90645350 hasConceptScore W90645350C127313418 @default.
• W90645350 hasConceptScore W90645350C127413603 @default.
• W90645350 hasConceptScore W90645350C166957645 @default.
• W90645350 hasConceptScore W90645350C187320778 @default.
• W90645350 hasConceptScore W90645350C205649164 @default.
• W90645350 hasConceptScore W90645350C71924100 @default.
• W90645350 hasConceptScore W90645350C76886044 @default.
• W90645350 hasLocation W906453501 @default.
• W90645350 hasOpenAccess W90645350 @default.
• W90645350 hasPrimaryLocation W906453501 @default.
• W90645350 hasRelatedWork W1966358673 @default.
• W90645350 hasRelatedWork W1997810280 @default.
• W90645350 hasRelatedWork W2000417941 @default.
• W90645350 hasRelatedWork W2088421233 @default.
• W90645350 hasRelatedWork W2131260438 @default.
• W90645350 hasRelatedWork W2362747183 @default.
• W90645350 hasRelatedWork W2375252854 @default.
• W90645350 hasRelatedWork W2379707404 @default.
• W90645350 hasRelatedWork W2466520517 @default.
• W90645350 hasRelatedWork W3084163497 @default.
• W90645350 isParatext "false" @default.
• W90645350 isRetracted "false" @default.
• W90645350 magId "90645350" @default.
• W90645350 workType "article" @default.