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US Army Corps of Engineers Hydrologic Engineering Center Probable Maximum Flood Estimation - Eastern United States September 1984 Approved for Public Release. Distribution Unlimited. TP-100 Form Approved OMB No. 0704-0188 REPORT DOCUMENTATION PAGE The public reporting burden for this collection of information is estimated to average 1 hour per response, including the time for reviewing instructions, searching existing data sources, gathering and maintaining the data needed, and completing and reviewing the collection of information. Send comments regarding this burden estimate or any other aspect of this collection of information, including suggestions for reducing this burden, to the Department of Defense, Executive Services and Communications Directorate (0704-0188). Respondents should be aware that notwithstanding any other provision of law, no person shall be subject to any penalty for failing to comply with a collection of information if it does not display a currently valid OMB control number. PLEASE DO NOT RETURN YOUR FORM TO THE ABOVE ORGANIZATION. 1. REPORT DATE (DD-MM-YYYY) 2. REPORT TYPE September 1984 Technical Paper 3. DATES COVERED (From - To) 4. TITLE AND SUBTITLE 5a. CONTRACT NUMBER Probable Maximum Flood Estimation - Eastern United States 5b. GRANT NUMBER 5c. PROGRAM ELEMENT NUMBER 6. AUTHOR(S) 5d. PROJECT NUMBER Paul B. Ely, John C. Peters 5e. TASK NUMBER 5F. WORK UNIT NUMBER 7. PERFORMING ORGANIZATION NAME(S) AND ADDRESS(ES) 8. PERFORMING ORGANIZATION REPORT NUMBER US Army Corps of Engineers Institute for Water Resources Hydrologic Engineering Center (HEC) 609 Second Street Davis, CA 95616-4687 TP-100 9. SPONSORING/MONITORING AGENCY NAME(S) AND ADDRESS(ES) 10. SPONSOR/ MONITOR'S ACRONYM(S) 11. SPONSOR/ MONITOR'S REPORT NUMBER(S) 12. DISTRIBUTION / AVAILABILITY STATEMENT Approved for public release; distribution is unlimited. 13. SUPPLEMENTARY NOTES This is Paper No. 84017, published in Vol. 20, No. 3 of the Water Resources Bulleting in June 1984. (American Water Resources Association) 14. ABSTRACT In 1982, the National Weather Service (NWS) published criteria for developing the spatial and temporal precipitation distribution characteristics of Probable Maximum Storms. The criteria, which are intended for use in the United States east of the 105th meridian, involve four variables: (1) location of the storm center, (2) storm-area size, (3) storm orientation, and (4) temporal arrangement of precipitation amounts. A computer program has been developed which applies the NWS criteria to produce hyetographs for spatially-averaged precipitation for a basin, or for each subbasin if the basin is subdivided. The basis and operational characteristics of the program are described, and an application if illustrated in which the program is used in conjunction with a precipitation-runoff simulation program (HEC-1) to compute a Probable Maximum Flow. 15. SUBJECT TERMS Probable Maximum Flood, PMF, design storm, National Weather Service, NWS, precipitation, distribution, temporal, spatial, 105th meridian, storm, hyetographs, basin, subbasin, United States, east, computer program, HEC-1, Probable Maximum Precipitation, PMP, Probable Maximum Storm, PMS, hydrograph, hydraulic 16. SECURITY CLASSIFICATION OF: a. REPORT b. ABSTRACT U U c. THIS PAGE U 17. LIMITATION OF ABSTRACT UU 18. NUMBER OF PAGES 14 19a. NAME OF RESPONSIBLE PERSON 19b. TELEPHONE NUMBER Standard Form 298 (Rev. 8/98) Prescribed by ANSI Std. Z39-18 Probable Maximum Flood Estimation - Eastern United States September 1984 US Army Corps of Engineers Institute for Water Resources Hydrologic Engineering Center 609 Second Street Davis, CA 95616 (530) 756-1104 (530) 756-8250 FAX www.hec.usace.army.mil TP-100 Papers in this series have resulted from technical activities of the Hydrologic Engineering Center. Versions of some of these have been published in technical journals or in conference proceedings. The purpose of this series is to make the information available for use in the Center's training program and for distribution with the Corps of Engineers. The findings in this report are not to be construed as an official Department of the Army position unless so designated by other authorized documents. The contents of this report are not to be used for advertising, publication, or promotional purposes. Citation of trade names does not constitute an official endorsement or approval of the use of such commercial products. PROBABLE MAXIMUM FLOOD ESTIMATION - EASTERN UNITED STATES1 Paul B. Ely and John C peters2 ABSTRACT: In 1982, the National Weather Service (NWS) published criteria for developing the spatial and temporal precipitation distribution characteristics of Probable Maximum Storms The criteria, which are intended for use in the United States east of the 105th me~idian,involve four variables: (1) location of the storm center, (2) storm-area size, (3) storm orientation, and (4) temporal arrangement of precipitation amounts A computer propam has been developed which applies the NWS criteria to produce hyetographs of spatially-averaged precipitation for a basin, or for each subbasin if the basin is subdivided. The basis and operational characteristics of the pIogram are described, and an application is illustrated in which the progam is used in conjunction with a precipitation-runoff simulation program (HEC-1) to compute a Probable Maximum Flood (KEY TERMS: Probable Maximum Flood; design storm ) INTRODUCTION In 1978, the United States National Weather Service (NWS) published estimates for Probable Maximum Precipitation (PMP) for the eastern part of the country, east of the 105th meridian (NWS, 1978). The estimates apply to areas of' 10 to 10,000 sq. mi. and durations of' 6 to 72 hours. The National Weather Service has also published applications criteria (NWS, 1982) that can be used with the PMP estimates to develop spatial and temporal characteristics of' a Probable Maximum Storm (PMS). A PMS thus developed can be used with a precipitation-runoff simulation model to calculate a Probable Maximum Flood (PMF) hydrograph. The PMF is used in the hydraulic design of project components for which virtually complete security fiom flood-induced Mlure is desired; for example, the spillway of' a major dam or protection works for a nuclear power plant. The NWS criteria for defining a PMS require that the magnitude of' four variables be established: (1) location of the storm center, (2) storm-area size, (3) s t o ~ morientation, and (4) temporal arrangement of' precipitation amounts. Additional va~iablesthat influence the magnitude of'a PMF include antecedent moisture conditions and the initial state of'a reservoir or reservoir system The four PMS variables are generally chosen to produce the maximum peak discharge or runoff volume at the point of interest It is therefore necessary t o calculate runoff as a part of the trial and error process of establishing the magnitude of the PMS vaxiables. A computer program has been developed (HEC, 1983b) for applying the NWS procedure for defining a PMS The program, called HMR52, has an optional capability to pass calculated hyetographs to a data storage system for subsequent retrieval by computer program HEC-1 (HEC, 1981), with which runoff is calculated This paper describes the basis for the new program and describes its application in conjunction with HEC-1. COMPUTER PROGRAM HMR52 The NWS criteria define the PMS in terms of a set of elliptical isohyets for a series of 'standard' area sizes - 10,25, 50, 100, etc , up to 60,000 sq mi The basis for, and method of, assigning precipitation depths to the isohyets are provided in Hyd~ometeorologicalReport No 52 (NWS, 1982). For runoff determination, a watershed is generally divided into subbasins, and a hyetograph (i e., time distribution) of average precipitation for each subbasin is required. The output from HMR52 consists essentially of a set of subbasin hyetographs. The sequence of computations in HMR52 is first to calculate a PMS for the total watershed and then to determine the corresponding subbasin hyetographs Input items for HMR52 include the following: 1. X-Y coordinates for the total watershed and for each subbasin. These could be obtained with a digitizer. 2 Depth-area-duration PMP data from Hydrometeorological Report No 51 (NWS, 1978). 3 Preferred storm orientation from Hydrometeorological Report No 52 (NWS, 1982) 4 . X-Y coordinates of the storm center. 5. Storm-area size. 6. Storm orientation. '7. Temporal arrangement of six-hour depths. 8. Time interval for hyetographs Although PMS variables are generally based on the production of peak discharge or maximum runoff volume, maximization of the average depth of precipitation over the watershed is, in many cases, a virtually equivalent criterion. The HMR52 program contains an option by which storm area size 'paper No 84017 of the Water Resources Bulletin. ~ ~ d r a u lEngineen, ic Hydrologic Engineering Center, 609 Second Street, Davis, Califo~nia95616. and/or orientation can be optimized with maximization of average depth as an objective firnction. Although the program does not have capability to optimize the location of'the storm center, the program will locate the storm center at the basin centroid if location of the storm center is not specified. The programmed optimization procedure is as follows: 1. The major axis of' the storm is oriented such that the moment of' inertia (second moment of'the basin area about this axis is a minimum. The depth of basin-average precipitation is determined for an array of storms corresponding to the standard storm-area sizes.. The storm-area size which produces the maximum average depth is selected as the critical stormarea size (i.e., see Table la). 2. Using the critical storm-area size, the depth of basinaverage precipitation is determined for an array of storms for which storm orientation varies in 10-degree increments over the range of possible orientations. The orientation producing the maximum average depth is determined and two additional storms, with orientations of' 55' from this orientation, are developed.. The orientation that produces the maximum average depth is selected as the critical orientation (i..e.., see Table lb). Six-hour incremental precipitation amounts for each storm identified in the optimization process are arranged in order of decreasing magnitude, as illustrated in T a b 6 l a and lb. The time interval for incremental precipitation used for definition of the optimized (or user-specified) storm is selected by the user in the range of' five minutes to six hours. Precipitation is assumed to occur with unifbrm intensity during each sixhour period outside of the 24-hour period of maximum precipitation. The user can specify the arrangement of six-hour increments throughout the storm or just the position of the maximum six-hour increment, which may occur in any position after the first 24 hours of the storm. If' the position of' the largest six-hour increment is not specified, it is placed in the seventh position (hours 37-42) by default. Figure 1 illustrates a program-generated hyetograph fbr which At is one hour. Criteria and guidelines for determining the temporal arrangement of precipitation are given in Hydrometeorological Report No. 52 (NWS, 1982). RUNOFF SIMULATION The HMR52 program has capability to write subbasin hyetogsaphs to a disk fie, or to a special Data Storage System (HEC, 1982), for subsequent runoff simulation with computer program HEC-1 (HEC, 1981). An advantage of using the Data Storage System is that a graphics program called DSPLAY (HEC, 1983a) can be used to plot the precipitation hyetographs as well as hydrographs calculated with HEC-1. The HEC-1 program can be used to simulate the runoff' generation, routing and combining operations required for complex multi-subbasin watersheds.. Generally the unit hydrograph approach to runoff simulation is employed, although capability to calculate runoff' with kinematic wave methodology is also available (HEC, 1979). In addition to the subbasin hyetographs, input items for HEC-1 would include: 1. Subbasin areas. 2. Unit hydrograph, loss rate, and base flow parameters for each subbasin. 3.'~treamflowrouting parameters fbr each routing reach. 4. Storage-outflow criteria and an initial storage for reservoirs, if reservoir routing is to be performed. ILLUSTRATION The joint use of' HMR52 and HEC-1 for PMF estimation is illustrated in the following hypothetical example. Figure 2 shows the 288 sq. mi. watershed above Jones Reservoir. HMR52 is used to develop PMS hyetographs for the four subbasins shown in Figure 2, and HEC-1 is used to calculate a PMF inflow hydrograph to the reservoir and to route the PMF through the reservoir. For this illustration, no values are specified for storm center, storm-area size, o~ientation,and temporal arrangement. The program therefore places the storm center at the basin centroid and obtains storm-area size and orientation by maximizing the depth of' precipitation. A default two-hour temporal distribution is used. Table l a is HMR52 output that summarizes storm depths for various storm-area sizes and fbr a storm orientation that minimizes the moment of inertia of the basin area about the major axis of the elliptical storm pattern. As may be seen from the table, a storm-area size of 300 sq. mi. produces the largest depth. Table l b summarizes depths obtained by varying storm orientation in 10' increments and a storm-a~easize of 300 sq. mi. The last two storms in the table have orientations which are 5' to either side of the best previous orientation. By coincidence, the best previous orientation is 285', so the last two storms (280' and 290' orientations) are repeats of storms calculated previously. With PMS variables thus defined, hyetographs are calculated for the four subbasins. Table 2 shows precipitation amounts for Subbasin 1. The fbur hyetographs, runoff' and routing parameters, etc., are used as input to HEC-1, which calculates discharge hydrographs for locations of' interest.. Table 3 shows HEC-1 summary output resulting from the storm generated by HMR52. Peak discharge and maximum average discharges for durations of 6, 24, and 72 hours are tabulated for each location. The objective in calculating a PMF is to obtain the largest flood that can reasonably occur.. Because of' hydrologic characteristics of a watershed, the largest flood may not result from the storm that produces the greatest average depth of' precipitation. Results fiom several trials that were made in calculating the PMF for Jones Reservoir are shown in Table 4. These trials represent a sensitivity analysis with respect to position of' the peak six-hour interval, storm area, storm TABLE la. Selection of Storm-Area Size - Varying Storm Area Size and Fixed Orientation. Storm Area (sq. mites) Orientation (degrees) Basin-Averaged Incremental Depths fox Six-Hour Periods (inches) Sum of Depths for Three Peak Six-Hour Periods (inches) TABLE lb. Selection of Storm Orientation - Fixed Storm Acea Size and Varying Orientation. Storm Area (sq. miles) Orientation (degrees) Basin-Averaged Incremental Depths for Six-Hour Periods (inches) Sum of Depths for Three Peak Six-Hour Periods (inches) orientation and storm-center location. A sensitivity analysis of this kind should be perfbrmed when using the HMR52/ HEC-1 PMF estimation procedure. Characteristics of the t~ials are as fbllows: Trial 2 - Same as T~ialI , except a temporal distribution is used in which the peak six-hour interval is shifted to the 10th position (hours 54-60). This change increased the peak flow slightly and was used for subsequent trials. Trial 1 - Storm center, area size, o~ientation,and temporal distribution were selected by the program. Figure 3 shows the storm pattern used for T~ials1 and 2. Trial 3 - Same as T1ial2, except the isohyetal pattern was manually centered on the watershed. Trial 4 - Same as Trial 3, except that a storm-area size of' 175 sq. mi..was specified. Trial 5 - A storm center was determined considering only Subbasins 1,2, and 3. The centering was chosen because these subbasins produce most of the runoff. TABLE 2 Precipitation for Subbasin 1. - - Time Six-Hour Increment Two-Hour Increment Cumulative - Ib 1 10th 1 M b I T T T Slb 1 T 4lb 1. T Z d t F n t z t z 3 t 7 * b 9lb 11- 4 - Precipitation (inches) Day 1 S-- -- 0.33 0.40 0.13 0.13 0.13 0 46 0.59 0.72 0.51 0.17 0.17 0.17 0.89 1.06 1.23 0.70 0.23 0.23 0.23 1.46 1 70 1.93 1.15 0.34 0.38 0.43 2 28 2.66 3.09 3.24 0 82 1.05 1.37 3 91 4.95 6.32 15.51 3.94 8.99 2.57 10.27 19.26 21.83 2000 2200 2400 1.69 0.67 0.55 0.48 22.50 23.05 23.53 0200 0400 0600 0.87 0800 1000 1200 0.59 1400 1600 1800 Day 2 Figure 1. Example One-Hour Distribution of PMS Rainfall. 2000 2200 2400 0200 0400 0600 0800 1000 1200 1400 1600 1800 Day 3 - -0 11 0 11 0.11 0000 0200 0400 0600 0800 1000 1200 -- -- 0.11 0.22 0.33 Figure 2. Jones Reservoir Watershed. As may be noted from Table 4, there is very little difference in results for the five trials. Trial 2 produced the maximum peak inflow and outflow. However the results from Trial 1, using program defaults, could readily be adopted for the PMF, because the difference in peak inflow and outflow differed by only 0.4 percent and 0.7 percent, respectively, from the maximum values. Although this illustration is hypothetical, studies performed to date indicate that, in most cases, default values in HMR52 will suffice to develop the PMS. However, in the case of a highly unusual basin shape or of'a basin with marked spatially heterogeneous runoff characteristics, a number of trials may be warranted. SUMMARY The National Weather Service has published crite~iaand procedures for PMS development in the United States east of' the 105th meridian. A PMS can be input to a precipitationrunoff simulation program such as HEC 1 to develop PMF estimates. A computer program, HMR52, has been developed to facilitate PMS development.. The program contains capability to optimize storm-area size and orientation with maximization of average depth as an objective function. In many cases this capability will produce values fbr storm parameters that are appropriate for PMF development. TABLE 3. HEC-1 Summary Output for Trial 1 (Runoff Summary - flow in cubic feet per second, time in hours, area in square miles). -- -- -- - Average Flow for Maximum Period -Operation Hydrograph at Hydrograph at Two Combined at Hydrograph at Hydrograph at Two Combined at Two Combined at Routed to Station Peak Flow Time of Peak - 6-Hour 24-Hour -- 72-Hour Basin Area 1 4 1+4 2 3 2 +3 Inflow Jones TABLE 4. Summary of PMF Calculations. Trial Position of Peak 6-Hr. Interval Storm Area (sq. mi.) Orientation (degrees) Storm Center (x miles) Storm Center (y miles) Total Rainfall (inches) Peak Inflow (cfs) Peak Outflow (cfs) LITERATURE CITED Figure 3. Storm Pattern for T~ials1 and 2. Hydrologic Engineering Center, 1979. Introduction and Application of Kinematic Wave Routing Techniques Using HEC-1. Training Document 10. U.S. Army Co~psof Engineers, Davis, California. Hydrologic Engineering Center, 1981. HEC-1 Flood Hydrograph Package - Users Manual. U.S. Army Corps of Engineers, Davis, California. Hydrologic Engineering Center, 1982. The Hydrologic Engineering Center Data Storage System (HEC-DSS) - An Overview. U.S. Army Corps of Engineers, Davis, California. Hydrologic Engineering Center, 1983a. HEC-DSS Display Module Users Manual. U.S. Army Corps of Engineers, Davis, California. Hydrologic Engineering Center, 198313. HMR52 Probable Maximum Storm (Eastern United States) Users Manual - Draft. U.S. Army Corps of Engineers, Davis, California. National Weather Se~vice,1978. Probable Maximum Prescription Estimates, United States East of the 105th Me~idian. Hydrometeorological Report No. 51, National Oceanic and Atmospheric Administration, Washington, D.C. National Weather Service, 1982. Application of' Probable Maximum Precipitation Estimates - United States East of the 105th Meridim. Hydrometeorological Report No. 52, National Oceanic and Atmospheric Administration, Washington, D.C. - - - - Technical Paper Series TP-1 TP-2 TP-3 TP-4 TP-5 TP-6 TP-7 TP-8 TP-9 TP-10 TP-11 TP-12 TP-13 TP-14 TP-15 TP-16 TP-17 TP-18 TP-19 TP-20 TP-21 TP-22 TP-23 TP-24 TP-25 TP-26 TP-27 TP-28 TP-29 TP-30 TP-31 TP-32 TP-33 TP-34 TP-35 TP-36 TP-37 TP-38 Use of Interrelated Records to Simulate Streamflow Optimization Techniques for Hydrologic Engineering Methods of Determination of Safe Yield and Compensation Water from Storage Reservoirs Functional Evaluation of a Water Resources System Streamflow Synthesis for Ungaged Rivers Simulation of Daily Streamflow Pilot Study for Storage Requirements for Low Flow Augmentation Worth of Streamflow Data for Project Design - A Pilot Study Economic Evaluation of Reservoir System Accomplishments Hydrologic Simulation in Water-Yield Analysis Survey of Programs for Water Surface Profiles Hypothetical Flood Computation for a Stream System Maximum Utilization of Scarce Data in Hydrologic Design Techniques for Evaluating Long-Tem Reservoir Yields Hydrostatistics - Principles of Application A Hydrologic Water Resource System Modeling Techniques Hydrologic Engineering Techniques for Regional Water Resources Planning Estimating Monthly Streamflows Within a Region Suspended Sediment Discharge in Streams Computer Determination of Flow Through Bridges An Approach to Reservoir Temperature Analysis A Finite Difference Methods of Analyzing Liquid Flow in Variably Saturated Porous Media Uses of Simulation in River Basin Planning Hydroelectric Power Analysis in Reservoir Systems Status of Water Resource System Analysis System Relationships for Panama Canal Water Supply System Analysis of the Panama Canal Water Supply Digital Simulation of an Existing Water Resources System Computer Application in Continuing Education Drought Severity and Water Supply Dependability Development of System Operation Rules for an Existing System by Simulation Alternative Approaches to Water Resources System Simulation System Simulation of Integrated Use of Hydroelectric and Thermal Power Generation Optimizing flood Control Allocation for a Multipurpose Reservoir Computer Models for Rainfall-Runoff and River Hydraulic Analysis Evaluation of Drought Effects at Lake Atitlan Downstream Effects of the Levee Overtopping at Wilkes-Barre, PA, During Tropical Storm Agnes Water Quality Evaluation of Aquatic Systems TP-39 TP-40 TP-41 TP-42 TP-43 TP-44 TP-45 TP-46 TP-47 TP-48 TP-49 TP-50 TP-51 TP-52 TP-53 TP-54 TP-55 TP-56 TP-57 TP-58 TP-59 TP-60 TP-61 TP-62 TP-63 TP-64 TP-65 TP-66 TP-67 TP-68 TP-69 A Method for Analyzing Effects of Dam Failures in Design Studies Storm Drainage and Urban Region Flood Control Planning HEC-5C, A Simulation Model for System Formulation and Evaluation Optimal Sizing of Urban Flood Control Systems Hydrologic and Economic Simulation of Flood Control Aspects of Water Resources Systems Sizing Flood Control Reservoir Systems by System Analysis Techniques for Real-Time Operation of Flood Control Reservoirs in the Merrimack River Basin Spatial Data Analysis of Nonstructural Measures Comprehensive Flood Plain Studies Using Spatial Data Management Techniques Direct Runoff Hydrograph Parameters Versus Urbanization Experience of HEC in Disseminating Information on Hydrological Models Effects of Dam Removal: An Approach to Sedimentation Design of Flood Control Improvements by Systems Analysis: A Case Study Potential Use of Digital Computer Ground Water Models Development of Generalized Free Surface Flow Models Using Finite Element Techniques Adjustment of Peak Discharge Rates for Urbanization The Development and Servicing of Spatial Data Management Techniques in the Corps of Engineers Experiences of the Hydrologic Engineering Center in Maintaining Widely Used Hydrologic and Water Resource Computer Models Flood Damage Assessments Using Spatial Data Management Techniques A Model for Evaluating Runoff-Quality in Metropolitan Master Planning Testing of Several Runoff Models on an Urban Watershed Operational Simulation of a Reservoir System with Pumped Storage Technical Factors in Small Hydropower Planning Flood Hydrograph and Peak Flow Frequency Analysis HEC Contribution to Reservoir System Operation Determining Peak-Discharge Frequencies in an Urbanizing Watershed: A Case Study Feasibility Analysis in Small Hydropower Planning Reservoir Storage Determination by Computer Simulation of Flood Control and Conservation Systems Hydrologic Land Use Classification Using LANDSAT Interactive Nonstructural Flood-Control Planning Critical Water Surface by Minimum Specific Energy Using the Parabolic Method TP-70 TP-71 TP-72 TP-73 TP-74 TP-75 TP-76 TP-77 TP-78 TP-79 TP-80 TP-81 TP-82 TP-83 TP-84 TP-85 TP-86 TP-87 TP-88 TP-89 TP-90 TP-91 TP-92 TP-93 TP-94 TP-95 TP-96 TP-97 TP-98 TP-99 TP-100 TP-101 TP-102 TP-103 TP-104 Corps of Engineers Experience with Automatic Calibration of a Precipitation-Runoff Model Determination of Land Use from Satellite Imagery for Input to Hydrologic Models Application of the Finite Element Method to Vertically Stratified Hydrodynamic Flow and Water Quality Flood Mitigation Planning Using HEC-SAM Hydrographs by Single Linear Reservoir Model HEC Activities in Reservoir Analysis Institutional Support of Water Resource Models Investigation of Soil Conservation Service Urban Hydrology Techniques Potential for Increasing the Output of Existing Hydroelectric Plants Potential Energy and Capacity Gains from Flood Control Storage Reallocation at Existing U.S. Hydropower Reservoirs Use of Non-Sequential Techniques in the Analysis of Power Potential at Storage Projects Data Management Systems of Water Resources Planning The New HEC-1 Flood Hydrograph Package River and Reservoir Systems Water Quality Modeling Capability Generalized Real-Time Flood Control System Model Operation Policy Analysis: Sam Rayburn Reservoir Training the Practitioner: The Hydrologic Engineering Center Program Documentation Needs for Water Resources Models Reservoir System Regulation for Water Quality Control A Software System to Aid in Making Real-Time Water Control Decisions Calibration, Verification and Application of a TwoDimensional Flow Model HEC Software Development and Support Hydrologic Engineering Center Planning Models Flood Routing Through a Flat, Complex Flood Plain Using a One-Dimensional Unsteady Flow Computer Program Dredged-Material Disposal Management Model Infiltration and Soil Moisture Redistribution in HEC-1 The Hydrologic Engineering Center Experience in Nonstructural Planning Prediction of the Effects of a Flood Control Project on a Meandering Stream Evolution in Computer Programs Causes Evolution in Training Needs: The Hydrologic Engineering Center Experience Reservoir System Analysis for Water Quality Probable Maximum Flood Estimation - Eastern United States Use of Computer Program HEC-5 for Water Supply Analysis Role of Calibration in the Application of HEC-6 Engineering and Economic Considerations in Formulating Modeling Water Resources Systems for Water Quality TP-105 TP-106 TP-107 TP-108 TP-109 TP-110 TP-111 TP-112 TP-113 TP-114 TP-115 TP-116 TP-117 TP-118 TP-119 TP-120 TP-121 TP-122 TP-123 TP-124 TP-125 TP-126 TP-127 TP-128 TP-129 TP-130 TP-131 TP-132 TP-133 TP-134 TP-135 TP-136 TP-137 TP-138 TP-139 TP-140 TP-141 Use of a Two-Dimensional Flow Model to Quantify Aquatic Habitat Flood-Runoff Forecasting with HEC-1F Dredged-Material Disposal System Capacity Expansion Role of Small Computers in Two-Dimensional Flow Modeling One-Dimensional Model for Mud Flows Subdivision Froude Number HEC-5Q: System Water Quality Modeling New Developments in HEC Programs for Flood Control Modeling and Managing Water Resource Systems for Water Quality Accuracy of Computer Water Surface Profiles Executive Summary Application of Spatial-Data Management Techniques in Corps Planning The HEC's Activities in Watershed Modeling HEC-1 and HEC-2 Applications on the Microcomputer Real-Time Snow Simulation Model for the Monongahela River Basin Multi-Purpose, Multi-Reservoir Simulation on a PC Technology Transfer of Corps' Hydrologic Models Development, Calibration and Application of Runoff Forecasting Models for the Allegheny River Basin The Estimation of Rainfall for Flood Forecasting Using Radar and Rain Gage Data Developing and Managing a Comprehensive Reservoir Analysis Model Review of U.S. Army corps of Engineering Involvement With Alluvial Fan Flooding Problems An Integrated Software Package for Flood Damage Analysis The Value and Depreciation of Existing Facilities: The Case of Reservoirs Floodplain-Management Plan Enumeration Two-Dimensional Floodplain Modeling Status and New Capabilities of Computer Program HEC-6: "Scour and Deposition in Rivers and Reservoirs" Estimating Sediment Delivery and Yield on Alluvial Fans Hydrologic Aspects of Flood Warning Preparedness Programs Twenty-five Years of Developing, Distributing, and Supporting Hydrologic Engineering Computer Programs Predicting Deposition Patterns in Small Basins Annual Extreme Lake Elevations by Total Probability Theorem A Muskingum-Cunge Channel Flow Routing Method for Drainage Networks Prescriptive Reservoir System Analysis Model Missouri River System Application A Generalized Simulation Model for Reservoir System Analysis The HEC NexGen Software Development Project Issues for Applications Developers HEC-2 Water Surface Profiles Program HEC Models for Urban Hydrologic Analysis TP-142 TP-143 TP-144 TP-145 TP-146 TP-147 TP-148 TP-149 TP-150 TP-151 TP-152 Systems Analysis Applications at the Hydrologic Engineering Center Runoff Prediction Uncertainty for Ungauged Agricultural Watersheds Review of GIS Applications in Hydrologic Modeling Application of Rainfall-Runoff Simulation for Flood Forecasting Application of the HEC Prescriptive Reservoir Model in the Columbia River Systems HEC River Analysis System (HEC-RAS) HEC-6: Reservoir Sediment Control Applications The Hydrologic Modeling System (HEC-HMS): Design and Development Issues The HEC Hydrologic Modeling System Bridge Hydraulic Analysis with HEC-RAS Use of Land Surface Erosion Techniques with Stream Channel Sediment Models TP-153 TP-154 TP-155 TP-156 TP-157 TP-158 TP-159 TP-160 TP-161 Risk-Based Analysis for Corps Flood Project Studies - A Status Report Modeling Water-Resource Systems for Water Quality Management Runoff simulation Using Radar Rainfall Data Status of HEC Next Generation Software Development Unsteady Flow Model for Forecasting Missouri and Mississippi Rivers Corps Water Management System (CWMS) Some History and Hydrology of the Panama Canal Application of Risk-Based Analysis to Planning Reservoir and Levee Flood Damage Reduction Systems Corps Water Management System - Capabilities and Implementation Status
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