Geology topics

J. M. Sherwood

Publications and source records attributed to J. M. Sherwood.

6 recordsLinked to original sources

USGS1999

Factors related to probability of joint flooding on paired streams in Ohio

Factors related to the probability of joint flooding on paired streams were investigated. Stream pairs were considered to have flooded jointly at the design-year flood threshold (corresponding to the 2-, 10-, 25-, or 50-year instantaneous peak stream flow) if peak stream flows at both streams in the pair were observed or predicted to have equaled or exceeded the threshold on a given calendar day. Daily mean stream-flow data were used as a surrogate for instantaneous peak stream-flow data to determine which flood thresholds were equaled or exceeded on any given day. Instantaneous peak stream-flow data, when available, were used preferentially to assess when the flood threshold was exceeded. Observed probabilities of joint flooding were computed as the ratios of the number of days when stream flows at both streams concurrently equaled or exceeded their flood thresholds (events) to the number of days when stream flows at either stream equaled or exceeded its flood threshold (trials). Logistic regression equations for estimating the probability of joint flooding at the 2-year flood threshold were developed on the basis of event-trial ratio and basin characteristic data. Distance between drainage area centroids, the ratio of the smaller drainage area to the larger drainage area, mean drainage area, and the centroid angle adjusted 30 degrees were the characteristics most closely associated with the probability of joint flooding on paired streams in Ohio. In general, the probability of joint flooding decreased with an increase in centroid distance and increased with increases in drainage area ratio, mean drainage area, and centroid angle adjusted 30 degrees.

Ohio↗

USGS1998

Factors related to the joint probability of flooding on paired streams

The factors related to the joint probabilty of flooding on paired streams were investigated and quantified to provide information to aid in the design of hydraulic structures where the joint probabilty of flooding is an element of the design criteria. Stream pairs were considered to have flooded jointly at the design-year flood threshold (corresponding to the 2-, 10-, 25-, or 50-year instantaneous peak streamflow) if peak streamflows at both streams in the pair were observed or predicted to have equaled or exceeded the threshold on a given calendar day. Daily mean streamflow data were used as a substitute for instantaneous peak streamflow data to determine which flood thresholds were equaled or exceeded on any given day. Instantaneous peak streamflow data, when available, were used preferentially to assess flood-threshold exceedance. Daily mean streamflow data for each stream were paired with concurrent daily mean streamflow data at the other streams. Observed probabilities of joint flooding, determined for the 2-, 10-, 25-, and 50-year flood thresholds, were computed as the ratios of the total number of days when streamflows at both streams concurrently equaled or exceeded their flood thresholds (events) to the total number of days where streamflows at either stream equaled or exceeded its flood threshold (trials). A combination of correlation analyses, graphical analyses, and logistic-regression analyses were used to identify and quantify factors associated with the observed probabilities of joint flooding (event-trial ratios). The analyses indicated that the distance between drainage area centroids, the ratio of the smaller to larger drainage area, the mean drainage area, and the centroid angle adjusted 30 degrees were the basin characteristics most closely associated with the joint probabilty of flooding on paired streams in Ohio. In general, the analyses indicated that the joint probabilty of flooding decreases with an increase in centroid distance and increases with increases in drainage area ratio, mean drainage area, and centroid angle adjusted 30 degrees. Logistic-regression equations were developed, which can be used to estimate the probability that streamflows at two streams jointly equal or exceed the 2-year flood threshold given that the streamflow at one of the two streams equals or exceeds the 2-year flood threshold. The logistic-regression equations are applicable to stream pairs in Ohio (and border areas of adjacent states) that are unregulated, free of significant urban influences, and have characteristics similar to those of the 304 gaged stream pairs used in the logistic-regression analyses. Contingency tables were constructed and analyzed to provide information about the bivariate distribution of floods on paired streams. The contingency tables showed that the percentage of trials in which both streams in the pair concurrently flood at identical recurrence-interval ranges generally increased as centroid distances decreased and was greatest for stream pairs with adjusted centroid angles greater than or equal to 60 degrees and drainage area ratios greater than or equal to 0.01. Also, as centroid distance increased, streamflow at one stream in the pair was more likely to be in a less than 2-year recurrence-interval range when streamflow at the second stream was in a 2-year or greater recurrence-interval range.

Indiana, Kentucky, Michigan, Ohio, Pennsylvania, W↗

USGS1993

Estimation of peak-frequency relations, flood hydrographs, and volume-duration-frequency relations of ungaged small urban streams in Ohio

Methods are presented to estimate peak-frequency relations, flood hydrographs, and volume-duration-frequency relations of urban streams in Ohio with drainage areas less than 6.5 square miles. The methods were developed to assist planners in the design of hydraulic structures for which hydrograph routing is required or where the temporary storage of water is an important element of the design criteria. Examples of how to use the methods also are presented. The data base for the analyses consisted of 5-minute rainfall-runoff data collected for a period of 5 to 8 years at 62 small drainage basins distributed throughout Ohio. The U.S. Geological Survey rainfall-runoff model A634 was used and was calibrated for each site. The calibrayed models were used in conjunction with long-term (66-87 years) rainfall and evaporation records to synthesize a long-term series of flood-hydrograph records at each site. A method was developed and used to increase the variance of the synthetic flood characterictics in order to make them more representative of observed flood characteristics. Multiple-regression equations were developed to estimate peak discharges having recurrence intervals of 2, 5, 10, 25, 50, and 100 years. The explanatory variables in the peak-discharge equations are drainage area, average annual precipitation, and basin development factor. Average standard errors of prediction for the peak-frequency equations range from ? 34 to ? 40 percent. A method is presented to estimate flood hydrographs by applying a specific peak discharge and basin lagtime to a dimensionless hydrograph. An equation was developed to estimate basin lagtime in which main-channel length divided by the square root of the main-channel slope (L/SL) and basin-development factor are the explanatory variables and the average standard error of prediction is ? 53 percent. A dimensional hydrograph originally developed by the U.S. Geological Survey for use in Georgia was verified for use in urban areas of Ohio. Multiple-regression equations were developed to estimate maximum flood volumes of d-hour duration and T-year recurrence interval (dVT). Annual maximum flood-volume data for all combinations of six durations (1, 2, 4, 8, 16, and 32 hours) and six recurrence intervals (2, 5, 10, 25, 50, and 100 years) were analyzed. The explanatory variables in the resulting 36 volume-duration-frequency equations are drainage area, average annual precipitation, and basin-development-factor. Average standard errors of prediction for the 36 dVT equations range from ? 28 percent to ? percent. Step-by-step examples show how to estimate (1) peak discharges for selected recurrence intervals, (2) flood hydrographs and compute their volumes, and (3) volume-duration-frequency relations of small ungaged urban streams in Ohio. Volumes estimated by use of the volume-duration-frequency equations were compared with volumes estimated by integrating under an estimated under an estimated hydrograph. Both methods yield similar results for volume estimates of short duration, which are applicable to convective-type storm runoff. The volume-duration-frequency equations can be used to compute volume estimates of long and short duration because to equations are based on maximum-annual-volume data of long and short duration. The dimensionless-hydrograph method is based on flood hydrographs of average duration and cannot be used to compute volume estimates of long duration. Volume estimates of long duration may be considerably greater than volume estimates of short duration and are applicable to runoff from frontal-type storms.

Open-File Report↗

USGS1993

Estimation of flood volumes and simulation of flood hydrographs for ungaged small rural streams in Ohio

Methods are presented for estimating flood volumes and simulating flood hydrographs of rural streams in Ohio whose drainage areas are less than 6.5 square miles. The methods were developed to assist engineers in the design of hydraulic structures for which the temporary storage of water is a critical element of the design criteria. Examples of how to use the methods also are presented. Multiple-regression equations were developed to estimate maximum flood volumes of d-hour duration and T-year recurrence interval (dVT). Flood-volume data for all combinations of six durations (1, 2, 4, 8, 16, and 32 hours) and six recurrence intervals (2, 5, 10, 25, 50, and 100 years) were analyzed. The significant independent variables in the resulting 36 equations are drainage area, average annual precipitation, main-channel slope, and forested area. Standard errors of prediction for the 36 dVT equations range from +28 percent to +44 percent. A method is described for simulating flood hydrographs by applying a peak discharge and an estimated basin lagtime to a dimensionless hydrograph. Peak discharge may be estimated from equations in which drainage area, main-channel slope, and storage area are the significant explanatory variables, and average standard errors of prediction range from +33 to +41 percent. An equation is developed for estimating basin lagtime in which main-channel slope, forested area, and storage area are the significant explanatory variables, and the average standard error of prediction is +37 percent. A dimensionless hydrograph developed for use in Georgia was verified for use in Ohio. Step-by-step examples show how to (1) simulate flood hydrographs and compute their volumes, and (2) estimate volume-duration-frequency relations of small ungaged rural streams in Ohio. The volumes estimated by the two methods are compared. Both methods yield similar results for volume estimates of short duration, which are applicable to convective-type storm runoff. The volume-duration-frequency equations can be used to compute volume estimates of long and short duration because the equations are based on maximum-annual-volume data of long and short duration. The dimensionless-hydrograph method is based on flood hydrographs of average duration and cannot be used to compute volume estimates of long duration. Volume estimates of long duration may be considerably greater than volume estimates of short duration and are applicable to runoff from frontal-type storms.

Ohio↗

USGS1986

Estimating peak discharges, flood volumes, and hydrograph shapes of small ungaged urban streams in Ohio

Methods are presented for estimating peak discharges, flood volumes and hydrograph shapes of small (less than 5 sq mi) urban streams in Ohio. Examples of how to use the various regression equations and estimating techniques also are presented. Multiple-regression equations were developed for estimating peak discharges having recurrence intervals of 2, 5, 10, 25, 50, and 100 years. The significant independent variables affecting peak discharge are drainage area, main-channel slope, average basin-elevation index, and basin-development factor. Standard errors of regression and prediction for the peak discharge equations range from +/-37% to +/-41%. An equation also was developed to estimate the flood volume of a given peak discharge. Peak discharge, drainage area, main-channel slope, and basin-development factor were found to be the significant independent variables affecting flood volumes for given peak discharges. The standard error of regression for the volume equation is +/-52%. A technique is described for estimating the shape of a runoff hydrograph by applying a specific peak discharge and the estimated lagtime to a dimensionless hydrograph. An equation for estimating the lagtime of a basin was developed. Two variables--main-channel length divided by the square root of the main-channel slope and basin-development factor--have a significant effect on basin lagtime. The standard error of regression for the lagtime equation is +/-48%. The data base for the study was established by collecting rainfall-runoff data at 30 basins distributed throughout several metropolitan areas of Ohio. Five to eight years of data were collected at a 5-min record interval. The USGS rainfall-runoff model A634 was calibrated for each site. The calibrated models were used in conjunction with long-term rainfall records to generate a long-term streamflow record for each site. Each annual peak-discharge record was fitted to a Log-Pearson Type III frequency curve. Multiple-regression techniques were then used to analyze the peak discharge data as a function of the basin characteristics of the 30 sites. (Author 's abstract)

Water-Resources Investigations Report↗

USGS1985

Preliminary report on a study to estimate flood volumes of small rural streams in Ohio: Methods, site selection, and data base

In 1981, the U.S. Geological Survey, in cooperation with the Ohio Department of Transportation and the Federal Highway Administration, began a 7-year flood-volume study of small rural basins in Ohio. This report summarizes the methods of study and describes reconnaissance and site-selection procedures, locations and characteristics of the stations, instrumentation, and methods of collecting and storing data. The first phase of this study involved an intensive field reconnaissance of about 7,000 sites, of which 32 basins were selected for detailed analysis. Drainage areas for the basins varied from 0.13 to 6.45 square miles, and main-channel slopes ranged from 7.6 to 276 feet per mile. Five years of 5-minute rainfall-runoff data will be colledted for each study site. These data will be used to calibrate and verify a rainfall-runoff model for each basin. The calibrated model will be used in conjunction with 80 years of National Weather Service 5-minute precipitation data to synthesize a representative 80-year streamflow record at each site. A Log-Pearson Type III frequency distribution will be applied to each record to define the magnitudes and frequencies of flood volumes at each site. These data will be used to develop regionalized multiple regression models for estimating flood-volume magnitudes and frequencies at small rural ungaged sites in Ohio. The report also summarizes rainfall-runoff data collected from July 1981 through September 1983, but does not interpret the data. An average of eleven event periods per site were monitored where maximum 5-minute rainfall intensities varied from 0.02 to .067 inches and maximum peak discharges varied from 1 to 1,130 cubic feet per second.

Ohio↗