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Determination of Curve Number and Estimation of Runoff Using Indian Experimental Rainfall and Runoff Data
Journal of Spatial Hydrology Volume 13 Number 1 Article 2 2017 Determination of curve number and estimation of runoff using Indian experimental rainfall and runoff data Follow this and additional works at: https://scholarsarchive.byu.edu/josh BYU ScholarsArchive Citation (2017) "Determination of curve number and estimation of runoff using Indian experimental rainfall and runoff data," Journal of Spatial Hydrology: Vol. 13 : No. 1 , Article 2. Available at: https://scholarsarchive.byu.edu/josh/vol13/iss1/2 This Article is brought to you for free and open access by the Journals at BYU ScholarsArchive. It has been accepted for inclusion in Journal of Spatial Hydrology by an authorized editor of BYU ScholarsArchive. For more information, please contact [email protected], [email protected]. Journal of Spatial Hydrology Vol.13, No.1 Fall 2017 Determination of curve number and estimation of runoff using Indian experimental rainfall and runoff data Pushpendra Singh*, National Institute of Hydrology, Roorkee, Uttarakhand, India; email: [email protected] S. K. Mishra, Dept. of Water Resources Development & Management, IIT Roorkee, Uttarakhand; email: [email protected] *Corresponding author Abstract The Curve Number (CN) method has been widely used to estimate runoff from rainfall runoff events. In this study, experimental plots in Roorkee, India have been used to measure natural rainfall-driven rates of runoff under the main crops found in the region and derive associated CN values from the measured data using five different statistical methods. CNs obtained from the standard United States Department of Agriculture - Natural Resources Conservation Service (USDA-NRCS) table were suitable to estimate runoff for bare soil, soybeans and sugarcane. -
Riparian Buffer
Riparian Buffer A Technical Primer on Assessing Potential Water Quality Improvements for the Quantifying Benefits of Miyun Reservoir in Beijing, China Watershed Interventions September 2016 Prepared by: “Andrew” Feng Fang, Ph.D. Work supported by: Mark S. Kieser 536 E. Michigan Ave, Suite 300 Kalamazoo, MI 49007 USA The China Mega-City Water Fund (CMWF) was launched in August of 2015 in cooperation with the Beijing Forestry Society (BFS), China Biodiversity Conservation and Green Development Foundation (CBCGDF), International Union for Conservation of Nature (IUCN), and Forest Trends. Once fully operating, the CMWF will identify, fund, and help implement watershed improvement projects (“interventions”) to benefit water quality and water quantity in the Miyun Reservoir. The City of Beijing relies in part on this reservoir as a critical drinking water supply. A notable challenge facing the CMWF, and other water funds throughout the world, is the ability to reasonably estimate water quality and/or water quantity benefits associated with specific interventions. Recent 2016 efforts have established an operating framework for the CMWF that will evaluate various watershed interventions in the context of relatively simple, established performance metrics for water quality and water quantity benefits. Coupled with projected costs for such interventions, the CMWF will be able to assess, compare and optimize benefits associated with its investments in watershed improvements with this framework. This Technical Primer1 represents an initial examination of quantification methods that the CMWF and others may use to reliably estimate water resource benefits derived from particular land management interventions in the watershed of the Miyun Reservoir. This approach relies upon existing studies from both the Miyun Reservoir watershed and other basins in China. -
Mitchell Creek Watershed Hydrologic Study 12/18/2007 Page 1
Mitchell Creek Watershed Hydrologic Study Dave Fongers Hydrologic Studies Unit Land and Water Management Division Michigan Department of Environmental Quality September 19, 2007 Table of Contents Summary......................................................................................................................... 1 Watershed Description .................................................................................................... 2 Hydrologic Analysis......................................................................................................... 8 General ........................................................................................................................ 8 Mitchell Creek Results.................................................................................................. 9 Tributary 1 Results ..................................................................................................... 11 Tributary 2 Results ..................................................................................................... 15 Recommendations ..................................................................................................... 18 Stormwater Management .............................................................................................. 19 Water Quality ............................................................................................................. 20 Stream Channel Protection ....................................................................................... -
North Branch of the Chicago River SCS Curve Number Generation
North Branch of the Chicago River SCS Curve Number Generation This technical memorandum describes HDR’s approach for generating SCS Curve Number data for the watersheds comprising the North Branch of the Chicago River (herein referred to as the “North Branch”). 1. Approach Previous approaches for Detailed Watershed Plan (DWP) SCS curve number generation are the “Calumet-Sag Watershed SCS Curve Number Generation” technical memorandum a authored by CH2M Hill (dated August 14, 2007 and herein referred to as the “CH2M Hill Memo”) and “Comments on CH2MHill Curve Numbers” b email authored by CTE (dated September 14, 2007 and herein referred to as the “CTE email”). HDR will incorporate these approaches, with the following changes or refinements: o The use of an additional Natural Resources Conservation Service (NRCS) soil survey for the City of Chicago; o Analysis of the affects of minor soil types; o Review and revisions of land use information; o Use of existing remote sensing datasets to estimate impervious areas; o GIS dataset preparation. 2. NRCS Soil Survey The CH2M Hill Memo noted that NRCS soils datasets covered portions of the watersheds but did not include the City of Chicago. In place of this, the CH2M Hill Memo recommended assuming a uniform hydrologic soil group (HSG) of “C”, representing moderately high runoff potential soils. The NRCS provides two types of soil datasets for the area. One type is the Soil Survey Geographic, or SSURGO, dataset c. The SSURGO dataset is available for select areas and is a detailed soil survey. The City of Chicago is not included in the SSURGO dataset, although portions of the North Branch upper basin are included. -
Assessment of Debris Flow Potential Alice Claim
Assessment of Debris Flow Potential Alice Claim Park City, Utah Date: July, 2017 Project No. 17014 Prepared By: Canyon Engineering Park City, Utah CANYON ENGINEERING SOLUTIONS FOR LAND August 7, 2017 Mr. Matt Cassel, PE, City Engineer Park City Municipal Corp. PO Box 1480 Park City, UT 84060 Subject: Woodside Gulch at Alice Claim Debris Flow Potential Dear Matt: Pursuant to your request, following is our professional opinion as to debris flow potential in Woodside Gulch, and its potential effect on the Alice Claim development. Also included herein is a 100-year floodplain analysis. EXECUTIVE SUMMARY Based on watershed recon, research, mapping, and computations, it is our professional opinion that the potential for hazardous debris flow at the Alice Claim development is quite limited. Is a debris flow event up valley possible? Yes, but in all likelihood, it would cover very little ground, with the potential for property damage at the Alice Claim development being exceedingly low. WATERSHED For the purposes of hydrologic analysis, our point of interest is the gulch thalweg at the north end of the Alice Claim project (King Road) at lat,long 40.6376,-111.4969. Tributary drainage area at this point is mapped at 290 acres (0.453 square miles). See Watershed Map in the Appendix. Ground elevation ranges from approximately 7,300 to 9,250 feet, with thalweg slope for the entire watershed length averaging almost 17%. For the most part, natural mountainsides slope at less than 45%, with a few steeper areas approaching 60%. The watershed is for the most part covered with mature vegetation, including oak and sagebrush, and aspen and fir forest. -
James City County Perennial Stream Protocol Guidance Manual
James City County Perennial Stream Protocol Guidance Manual Purpose This protocol defines the procedure for making field determinations of the presence and the origin of a perennial stream. The procedure was developed to meet the requirement of James City County’s Chesapeake Bay Preservation Ordinance, Section 23-8, to perform site-specific field evaluations to determine the boundaries of Resource Protection Areas (RPA) and Section 23-10(2) to identify water bodies with perennial flow. Development of the protocol was finalized using funds from the Chesapeake Bay Implementation Grant #BAY-2007-14-PT awarded to the County by the Department of Conservation and Recreation (DCR). Introduction This protocol describes the process of determining whether a stream in James City County has perennial flow, and if necessary, determining the origin of the perennial stream. The origin of the perennial reach may occur as a transition from an ephemeral or intermittent reach or may occur at a spring with no upslope stream channel. The field identification of a perennial stream is based on the combination of hydrological, physical and biological characteristics of a stream. In the protocol, the field indicators of these characteristics are classified as primary or secondary and ranked using a weighted, four-tiered scoring system similar to the current system developed by the North Carolina Division of Water Quality (NCDWQ 2005) as modified to address conditions in James City County. A stream reach is classified as perennial based on the overall score but with consideration of other supporting information such as long term monitoring or historic information in certain situations. -
SCS-CN Parameter Determination Using Rainfall-Runoff Data in Heterogeneous Watersheds – the Two-CN System Approach
Hydrol. Earth Syst. Sci., 16, 1001–1015, 2012 www.hydrol-earth-syst-sci.net/16/1001/2012/ Hydrology and doi:10.5194/hess-16-1001-2012 Earth System © Author(s) 2012. CC Attribution 3.0 License. Sciences SCS-CN parameter determination using rainfall-runoff data in heterogeneous watersheds – the two-CN system approach K. X. Soulis and J. D. Valiantzas Agricultural University of Athens, Department of Natural Resources Management and Agricultural Engineering, Division of Water Resources Management, Athens, Greece Correspondence to: K. X. Soulis ([email protected]) Received: 5 September 2011 – Published in Hydrol. Earth Syst. Sci. Discuss.: 5 October 2011 Revised: 1 February 2012 – Accepted: 16 March 2012 – Published: 28 March 2012 Abstract. The Soil Conservation Service Curve Number 1 Introduction (SCS-CN) approach is widely used as a simple method for predicting direct runoff volume for a given rainfall event. Simple methods for predicting runoff from watersheds are The CN parameter values corresponding to various soil, land particularly important in hydrologic engineering and hydro- cover, and land management conditions can be selected from logical modelling and they are used in many hydrologic ap- tables, but it is preferable to estimate the CN value from mea- plications, such as flood design and water balance calcula- sured rainfall-runoff data if available. However, previous re- tion models (Abon et al., 2011; Steenhuis et al., 1995; van searchers indicated that the CN values calculated from mea- Dijk, 2010). The Soil Conservation Service Curve Num- sured rainfall-runoff data vary systematically with the rain- ber (SCS-CN) method was originally developed by the SCS fall depth. -
Creek, Stream, Or Branch
Creek, Stream, or Branch What is the difference between a creek, stream or a branch, and when does a spring become one of them? Let me introduce you to the world of stream classification. To begin at the beginning, streams have their origin high up in their watershed. A watershed is that area in which precipitation falls and collects into water bodies. On a large scale, Mitchell, Yancey, and Avery Counties drain into the French Broad River Basin. Within these river basins are many sub-basins or smaller watersheds that drain into tributaries or creeks. When rainfall hits the earth it either infiltrates and recharges groundwater or it runs off and goes into a stream. Most infiltrating rainfall enters shallow groundwater which feeds year-round streams, which is why year-round, or perennial streams and rivers run with water even in dry weather. Old hand dug or bored (shallow) wells tap into shallow ground water, which is why shallow wells can dry- up during prolonged droughts. Of the approximately 40-55 inches of annual rainfall that Mitchell, Yancey, and Avery Counties receive in an average year, only one inch penetrates into the deep groundwater on which most drilled wells depend. If a stream runs wet only during rainfall events, it is called an ephemeral stream. Ephemeral steams depend upon stormwater runoff for water. These streams are perched above the shallow water table, so when rain stops falling, they dry up. The second level of stream is called an intermittent stream. Intermittent streams run with water only during part of the year, typically during winter and spring when shallow water tables are highest. -
Runoff Curve Number Variation with Drainage Area, Walnut Gulch, Arizona
Runoff Curve Number Variation with Drainage Area, Walnut Gulch, Arizona J. R. Simanton, R. H. Hawkins, M. Mohseni-Saravi, K. G. Renard Abstract. Runoff CurveNumbers (a measure ofa watershed's runoff response to a rainstorm) were determined using threedifferent methodsfor 18 semiarid watershedsin southeasternArizona.Each ofthe methodsproduced similar results. A relationship was then developed between optimum Curve Number and drainage area of the watershed used. Curve Numbers decreased with increasing drainage area. This response is a reflection of spatial variability in rainfall and infiltrationlosses in the coarse-textured material ofthe channels associated with larger drainage basins. Keywords. Runoff,CurveNumber. Hydrologists are frequently concerned with runoff Knowing the soils, the watershed surface cover, vegetative from rainstorms for purposes of structural design, cover, and rainfall depth, the corresponding runoff depth is for post-event appraisals, and for environmental calculated with equations 1 and 2. impact assessment. The most widely used Equation 1 can be solved for S in terms ofP and Q: technique is the "Curve Number" method, developed by the United States Department of Agriculture (USDA), Soil S - 5[P + 2Q - (4Q2+ 5PQ)1/2] (3) Conservation Service (SCS) — now the Natural Resource Conservation Service (NRCS). This model is explained in When specific values of P and Q are available, solution the SCS National Engineering Handbook, Section 4, for S and substitution into equation 2 gives the observed Hydrology, or "NEH-4" (USDA-SCS, 1985). The storm CN for the event. When storm variability is considered, a runoff depth is calculated from the expression: CN for application in a specific locality can be obtained. -
A Hydrological Framework for Persistent River Pools in Semi- Arid Environments
https://doi.org/10.5194/hess-2020-133 Preprint. Discussion started: 1 April 2020 c Author(s) 2020. CC BY 4.0 License. A hydrological framework for persistent river pools in semi- arid environments 1 Sarah A. Bourke , Margaret Shanafield2, Paul Hedley3, Shawan Dogramaci3 5 1School of Earth Sciences, University of Western Australia, Crawley WA 6009 Australia 2College of Science and Engineering, Flinders University, Bedford Park, SA 5042, Australia 3Rio Tinto Iron Ore, Perth, WA 6000 Australia Correspondence to: Sarah A. Bourke ([email protected]) Abstract 10 Persistent surface water pools along non-perennial rivers represent an important water resource for the plants, animals, and humans that inhabit semi-arid regions. While ecological studies of these features are not uncommon, these are rarely accompanied by a rigorous examination of the hydrological and hydrogeological characteristics that create or support the pools. Here we present an overarching framework for understanding the hydrology of persistent pools based on data from 22 pools in the Hamersley Basin in Western Australia. Three dominant 15 mechanisms that control the occurrence of persistent pools have been identified; perched pools, through flow pools and groundwater discharge pools. Groundwater discharge pools are further categorized into those that are present because of a geological contact or barrier, and those that are controlled by topography. A suite of diagnostic tools (including geological mapping, hydraulic data and hydrochemical surveys) is generally required to identify the mechanism supporting persistent pools. Perched pools are sensitive to climate variability but their 20 persistence is largely independent of groundwater withdrawals. Water fluxes to pools from alluvial and bedrock aquifers can vary seasonally and resolving these inputs is generally non-trivial. -
Runoff Conditions for Converting Storm Rainfall to Runoff with SCS Curve
State Water Survey Division SURFACE WATER SECTION AT THE Illinois Department of UNIVERSITY OF ILLINOIS Energy and Natural Resources SWS Contract Report 288 RUNOFF CONDITIONS FOR CONVERTING STORM RAINFALL TO RUNOFF WITH SCS CURVE NUMBERS by Krishan P. Singh, Ph.D., Principal Scientist Champaign, Illinois April, 1982 CONTENTS Page Introduction 1 Objectives of This Study 2 Highlights of This Study 3 Acknowledgments 6 Derivation of Basin Curve Numbers 7 Soil Groups 7 Cover 8 Curve Numbers 9 Antecedent Moisture Condition, AMC 9 Basin Curve Number 12 AMC from 100-Year Floods and Storms 18 Runoff Factors, RF, with SCS Curve Numbers 18 100-Year Storms in Illinois 19 100-Year Floods 22 Ql00 with RF=1.0 and Runoff Factors 34 Estimated Basin AMCs 39 Effect of Updating AMC 39 Observed Floods and Associated Storms and AMCs 44 Observed High Floods and Antecedent Precipitation, AP 44 Observed Storm Rainfall, Surface Runoff, and AP 55 Summary and Conclusions 60 References 62 i INTRODUCTION In August 1972, the 92nd Congress of the United States authorized the National Dam Safety Program by legislating Public Law 92-367, or the National Dam Inspection Act. This Act authorized the Secretary of the Army, acting through the Chief of Engineers, to initiate an inventory program for all dams satisfying certain size criteria, and a safety inspection of all non-federal dams in the United States that are classified as having a high or significant hazard potential because of the existing dam conditions. The Corps of Engineers (1980) lists 920 federal and non• federal dams in Illinois meeting or exceeding the size criteria as set forth in the Act. -
Hydrology Is Generally Defined As a Science Dealing with the Interrelation- 7.2.2 Ship Between Water on and Under the Earth and in the Atmosphere
C H A P T E R 7 H Y D R O L O G Y Chapter Table of Contents October 2, 1995 7.1 -- Hydrologic Design Policies - 7.1.1 Introduction 7-4 - 7.1.2 Surveys 7-4 - 7.1.3 Flood Hazards 7-4 - 7.1.4 Coordination 7-4 - 7.1.5 Documentation 7-4 - 7.1.6 Factors Affecting Flood Runoff 7-4 - 7.1.7 Flood History 7-5 - 7.1.8 Hydrologic Method 7-5 - 7.1.9 Approved Methods 7-5 - 7.1.10 Design Frequency 7-6 - 7.1.11 Risk Assessment 7-7 - 7.1.12 Review Frequency 7-7 7.2 -- Overview - 7.2.1 Introduction 7-8 - 7.2.2 Definition 7-8 - 7.2.3 Factors Affecting Floods 7-8 - 7.2.4 Sources of Information 7-8 7.3 -- Symbols And Definitions 7-9 7.4 -- Hydrologic Analysis Procedure Flowchart 7-11 7.5 -- Concept Definitions 7-12 7.6 -- Design Frequency - 7.6.1 Overview 7-14 - 7.6.2 Design Frequency 7-14 - 7.6.3 Review Frequency 7-15 - 7.6.4 Frequency Table 7-15 - 7.6.5 Rainfall vs. Flood Frequency 7-15 - 7.6.6 Rainfall Curves 7-15 - 7.6.7 Discharge Determination 7-15 7.7 -- Hydrologic Procedure Selection - 7.7.1 Overview 7-16 - 7.7.2 Peak Flow Rates or Hydrographs 7-16 - 7.7.3 Hydrologic Procedures 7-16 7.8 -- Calibration - 7.8.1 Definition 7-18 - 7.8.2 Hydrologic Accuracy 7-18 - 7.8.3 Calibration Process 7-18 7–1 Chapter Table of Contents (continued) 7.9 -- Rational Method - 7.9.1 Introduction 7-20 - 7.9.2 Application 7-20 - 7.9.3 Characteristics 7-20 - 7.9.4 Equation 7-21 - 7.9.5 Infrequent Storm 7-22 - 7.9.6 Procedures 7-22 7.10 -- Example Problem - Rational Formula 7-33 7.11 -- USGS Rural Regression Equations - 7.11.1 Introduction 7-36 - 7.11.2 MDT Application 7-36