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Bernard Dunn

Publications and source records attributed to Bernard Dunn.

At least 19 recordsLinked to original sources
USGS1981

Hydraulic analysis of Chenango River, Broome County, New York in relation to state highway plan

Hydraulic analyses of the 50- and 100-year floods in a 3.2 mile reach of the Chenango River in the towns of Fenton and Chenango in New York were made to determine the effects of two alternative bridge designs on flood levels. Neither design would cause more than a 0.1-foot increase in water level of the 50-year flood nor more than a 0.2-foot increase in water level of the 100-year flood above levels that would occur during these floods under present channel conditions. The discharges used in the analyses were 55,200 cubic feet per second for the 50-year flood and 63,000 cubic feet per second for the 100-year flood. Mean flow velocities and water-surface elevations at 17 cross sections are given for both bridge designs and are compared with those that would occur under present conditions. (USGS)

Open-File Report↗
USGS1979

Floodflow characteristics of Butternut Creek and Jamesville Reservoir, Jamesville, Onondaga County, New York

A hydrologic study of Butternut Creek, near Jamesville, Onondaga County, N.Y., was done to develop inflow and outflow hydrographs of the ' probable maximum flood ' and the ' standard project flood ' of Jamesville Reservoir, as defined by the U.S. Army Corps of Engineers. The inflow and outflow discharges of the probable maximum flood were computed to be 23,600 and 23,100 cubic feet per second, respectively, and of the standard project flood, 9,400 and 8,800 cubic feet per second, respectively. A rating curve computed for the dam spillway indicates that water-surface elevations produced at the dam by runoff from both the standard project flood and the maximum probable flood would be above the top of the spillway abutments. The 10- and 100-year peak discharges at the Butternut Creek gaging station were computed by the HEC-1 program of the Corps of Engineers to be 2 ,160 and 3,450 cubic feet, respectively, as compared to 1,680 and 2,810 cubic feet per second computed by a log-Pearson type III analysis of the station data. The HEC-1 values are within the 5- and 95-percent confidence limits of the log-Pearson type III values. (Kosco-USGS)

New York↗
USGS1979

Techniques for estimating magnitude and frequency of floods on rural unregulated streams in New York State excluding Long Island

Techniques are presented for estimating the magnitude and frequency of floods at ungaged sites on unregulated rural streams in New York, excluding Long Island. The discharge-frequency data and basin characteristics of 220 stream-gaging stations in New York and adjacent States were used in developing multiple linear regression equations for floods ranging in recurrence interval from 2 to 100 years. Separate equations were developed for northern, southeastern, and western New York. Standard errors of estimate of the 100-year flood range from 32.9 percent in the southeastern region to 42.8 percent in the western region. Drainage area is the independent variable needed in all equations; other variables needed, depending on region, are main-channel slope, storage index, and mean annual precipitation. A method is given for obtaining improved discharge-frequency relationships at gaged sites by weighting log-Pearson type III and regression estimates according to their variances. Basin characteristics, log-Pearson type III statistics, and regression and weighted estimates of the frequency-discharge relationship, are tabulated for the gaging stations used in the regression analyses. (Kosco-USGS)

Water-Resources Investigations Report↗
USGS1978

Dye-dispersion study at proposed pumped-storage project on Hudson River at Cornwall, New York

Data were collected during a dye-dispersion study on a 6-mile, tide-affected reach of the Hudson River near the proposed Cornwall Pumped Storage Project on September 21-22, 1977. The results indicated that complete mixing did not occur during the first tidal cycle but was complete after two or more cycles. The fluorometric dye-tracing procedure was used to determine the dispersion characteristics of the water mass. Rhodamine WT dye, 20-percent solution, was continuously injected on the west side of the river throughout an ebb tide, and its movement was monitored during a 30-hour period. Samples were collected both individually and continuously. Automatic dye samplers were used at selected cross sections near each bank. Bathymetric measurements were made at eight cross sections between Newburgh and West Point to determine the depths. (Woodard-USGS)

Open-File Report↗
USGS1978

Floodflow analysis of Ninemile Creek, Onondaga County, New York

A flood-stage and discharge analysis was made for a 3.61 mile reach of Ninemile Creek between Amboy and Camillus. Water-surface profiles were developed for 50-year, 100-year, and September 26, 1975 flood discharges at Camillus for four different channel conditions: (1) with four culverts at Camillus bypass and a bridge at County Road 36 (present conditions); (2) with only the culverts removed; (3) with only County Road 36 bridge removed; and (4) with the culverts and County Road 36 bridge removed (preconstruction conditions) The 50- and 100-year flood discharges at the Camillus gaging station were determined to be 4,700 and 5,500 cubic feet per second, respectively, and the September 1975 flood discharge was measured to be 2,120 cubic feet per second. If the four culverts are removed, peak water-surface elevations at the gaging station in Camillus during the 50- and 100-year flood would be decreased by 0.7 and 0.3 foot, respectively, relative to those calculated for present conditions. If only County Road 36 bridge is removed, water-surface elevations during the 50- and 100-year flood would be decreased by 0.2 and 0.3 foot, respectively. If both structures are removed, water-surface elevations during the 50- and 10--year floods would be decreased y 0.8 and 0.6 foot, respectively. None of the channel variations would have altered the water-surface elevation at the gage using the September 1975 flood discharge.

New York↗
USGS1976

Floodflow characteristics at proposed bridge site on Mohawk River in towns of Frankfort and Schuyler, Herkimer County, New York

An evaluation of floodflow characteristics at a proposed bridge site on Mohawk River in the towns of Frankfort and Schuyler, Herkimer County,N.Y. revealed that: The 100-year design discharge is 22,500 cubic feet per second (637 cubic metres per second), of which 21,200 cubic feet per second (600 cubic metres per second) flows in the Mohawk River and 1,300 cubic feet per second (37 cubic metres per second) flows in the Erie (Barge) Canal. The existing bridge and road would be submerged and would cause no backwater during the 100-year flood. The normal elevation for the 100-year flood at the approach section is 406.3 feet (123.8 metres) referred to mean sea level, datum of 1929. Three alternate bridge designs, 1, 2, and 3, would cause a 2.1-, 0.5-, and 0.3-foot (0.64-, 0.15-, and 0.09-metre) increase in water level, respectively, at the approach section during the 100-year flood. The combination of alternate bridge design 2 and three overflow culverts would cause a 0.4-foot (0.12-metre) increase in water level at the approach section during the 100-year flood.

New York↗
USGS1976

Floodflow characteristics at proposed bridge site on Fishkill Creek, Fishkill, New York

An evaluation of floodflow characteristics of Fishkill Creek at the proposed bridge site at Fishkill, N.Y., was made for the 50- and 100-year floods. The flood-frequency analysis revealed that the magnitude of the 50- and 100-year floods are 8,000 cubic feet per second (cfs) and 10,000 cfs, respectively. The normal water-surface elevation at the approach cross section was determined by the slope-conveyance method to be 209.8 feet during a 50-year flood and 210.8 feet during a 100-year flood. Also included is an analysis of the effect of the existing bridge and of two alternative bridge designs on the profiles of floods having recurrence intervals of 50 and 100 years. (Woodard-USGS)

Open-File Report↗
USGS1976

Floodflow characteristics at proposed bridge site above Sherwood Road on West Branch Delaware River, Delhi, New York

An evaluation of floodflow characteristics for a 50- and 100-year flood was made for a proposed bridge site across West Branch Delaware River in Delaware County, N.Y. Several design conditions were analyzed for their effect on the 100-year profile. Analyses were made to determine the effect of both removal and retention of the existing Sherwood Road bridge and roadway embankment 750 feet downstream from the proposed site. The normal water-surface elevation (without the bridge) at the proposed site would be 1,345.2 feet for the 50-year flood and 1 ,345.6 feet for the 100-year flood if the existing Sherwood Road bridge and embankment were retained, and would be 1,344.8 feet and 1,345.1 feet for the 50- and 100-year flood, respectively, if the bridge and roadway embankment were removed. The magnitudes of the 50- and 100-year floods at the proposed site would be 8,300 cubic feet per second and 9,300 cubic feet per second, respectively. (Woodard-USGS)

Open-File Report↗
USGS1975

Time-of-travel study: Lake Erie-Niagara River basins

Time of travel was determined for 80.54 stream miles on Cattaraugus, Cayuga, Ellicott, Murder, and Tonawanda Creeks; Cazenovia Creek basin; and the Buffalo River. Two or three runs at different discharge rates were made in 13 subreaches on the 7 streams except for a subreach of Ellicott ·creek. In the Ellicott Creek subreach from the Lehigh Valley Railroad bridge (above the Tonawanda Sewer District No. 3 sewage treatment plant) to the mouth, only one time-of-travel run could be made because of the unexpected shutdown of the treatment plant. On Cattaraugus Creek, the reach was extended to Versailles after the first run. To complete the three runs, a partial run was made on November 16, 1964. On Ellicott Creek, in the subreach between Amherst sewage treatment plant and Sweet Home Road, a partial run was made to check a previous run. Time-of-travel data for several subreaches are depicted in a series of graphs that show time-distance relationships for several discharge rates. Flow-duration curves and minimum average consecutive 7-day discharges for a 10-year return period were dete'rmined for one site each on Cattaraugus, Cayuga, and Murder Creeks, and for two sites on Tonawanda and Ellicott Creeks. The 7-day frequency data were also developed for a site on Buffalo River. Effluent discharge was measured at nine treatment plants. Considerable fluctuation in discharge was recorded at some of the plants. In the Cazenovia Creek basin, time of travel was determined on the East Branch for 16.45 miles, on the West Branch for 13.8 miles, and on Cazenovia Creek for 16.62 miles. Three runs at different discharge rates were made at most subreaches. On those subreaches where less than three runs were made, a comparison of the relationship with other sites was made to determine the shape of the curves. Time-of-travel data are shown in graphic form depicting the timedistance relationships for the three major reaches in the Cazenovia Creek basin for several discharge rates. The discharge shown is that at the gaging station on Cazenovia Creek at Ebenezer for which a value of minimum average consecutive ?-day discharge for a 10-year return period was determined.

New York↗
USGS1975

Floodflow characteristics at proposed bridge sites on Mohawk River, Whitesboro, New York

An evaluation of floodflow characteristics at the proposed bridge site revealed that: 1.The design-flood discharge for the proposed bridge site would be 18,200 cubic feet per second (515 cubic metres per second), which is about equal to the discharge for the 100-year flood. 2.The elevation at the bridge site for the flood of October 2, 1945, was 411.8 feet (125.5 metres). 3.Alternate-bridge designs 1 and 2 would cause 0.2 foot (0.06 metre) increase in water level.

New York↗