Sampling and Modeling on Non-Point Sources at a Coal-Fired Utility

EPA-600/2-77-199 September 1977 Environmental Protection Technology Series SAMPLING AND MODELING OF NON-POINT SOURCES AT A COAL-FIRED UTILITY W UJ O Industrial Environmental Research Laboratory Office of Research and Development U.S. Environmental Protection Agency Research Triangle Park, North Carolina 27711 ------- RESEARCH REPORTING SERIES Research reports of the Office of Research and Development, U.S. Environmental Protec- tion Agency, have been grouped into nine series. These nine broad categories were established to facilitate further development and application of environmental tech- nology. Elimination of traditional grouping was consciously planned to foster technology transfer and a maximum interface in related fields. The nine series are: 1. Environmental Health Effects Research 2. Environmental Protection Technology 3. Ecological Research 4. Environmental Monitoring 5. Socioeconomic Environmental Studies 6. Scientific and Technical Assessment Reports (STAR) 7. Interagency Energy-Environment Research and Development 8. "Special" Reports 9. Miscellaneous Reports This report has been assigned to the ENVIRONMENTAL PROTECTION TECHNOLOGY series. This series describes research performed to develop and demonstrate instrumen- tation, equipment, and methodology to repair or prevent environmental degradation from point and non-point sources of pollution. This work provides the new or Improved tech- nology required for the control and treatment of pollution sources to meet environmental quality standards. REVIEW NOTICE This report has been reviewed by the participating Federal Agencies, and approved for publication. Approval does not signify that the contents necessarily reflect the views and policies of the Government, nor does mention of trade names or commercial products constitute endorsement or recommendation for use. This document is available to the public through the National Technical Information Service, Springfield, Virginia 22161. ------- EPA-600/2-77-199 September 1977 SAMPLING AND MODELING OF NON-POINT SOURCES AT A COAL-FIRED UTILITY by Gordon T. Brookman James J. Binder Willard A. Wade III TRC - The Research Corporation of New England 125 Silas Deane Highway Wethersfield, Connecticut 06109 Contract No. 68-02-2133 Task No. 2 Program Element No. INE624 EPA Project Officer: D. Bruce Harris Industrial Environmental Research Laboratory Office of Energy, Minerals, and Industry Research Triangle Park, N.C. 27711 Prepared for U.S. ENVIRONMENTAL PROTECTION AGENCY Office of Research and Development Washington, D.C. 20460 ------- TABLE OF CONTENTS Section Page 1.0 INTRODUCTION 1 2.0 CONCLUSIONS AND RECOMMENDATIONS 6 2.1 Conclusions 6 2.2 Recommendations 9 3.0 PROGRAM DESCRIPTION 11 3.1 Background Review of Non-Point Source Water Pollution 11 3.1.1 Evaluation of Industrial Non-Point ' Sources 15 3.1.2 Measurement Methodology 3.1.2.1 Selection of Sample Type and Sampling Method 19 3.1.2.2 Sampling Receiving Waters 21 3.1.2.3 Sampling Runoff 22 3.1.3 Prediction Methodology 23 3.1.4 Background Review Conclusions 33 3.2 Field Survey 34 3.2.1 Industry Selection 34 3.2.2 Site Selection 35 3.2.3 Test Plan 39 3.2.4 Implementation 41 3.2.4.1 Warren Station 41 3.2.4.2 Portland Station 43 3.2.4.3 Analytical Procedures 45 3.2.4.4 Quality Control of Analytical Work ... 48 3.2.5 Results of Field Survey 51 3,2.5.1 Warren Station Data 52 3.2.5.2 Portland Station Data 62 3.3 Model Development 71 3.3.1 Model Selection . . 72 3.3.2 Detailed Model Description of SSWMM - RECEIV II 73 3.3.2.1 SSWMM (Short Stormwater Management Model Program) 74 3.3.2.2 LNKPRG (Link Program) 86 3.3.2.3 SETUP/QUANTITY (RECEIV II Quantity Program) 87 3.3.2.4 QUALITY (RECEIV II Quality Program) . . 91 3.3.3 Model Application . 94 3.3.3.1 Fundamental Model Inputs 96 3,3.3.2 Model Results Ill 3.3.4 Results of the Model Development Program 125 iii ------- TABLE OF CONTENTS (CONT.) Section Page REFERENCES APPENDICES A STATISTICAL EVALUATION OF FIELD DATA B SSWMM - RECEIV II PROGRAM LISTING C SSWMM - RECEIV II INPUT REQUIREMENTS D SSWMM - RECEIV II INPUT LISTINGS FOR MODEL RUNS 1, 2, 3, AND 4 iv ------- LIST OF FIGURES Figure Page 1-1 Simple Representation of the Runoff Cycle .... 3 3-1 Non-point sources 12 3-2 Plug Collector 24 3-3 Relative Difficulty of Applied Modeling ...... 26 3-4 Site Layout with Sampling Locations - Site #1 . . 37 3-5 Site Layout with Sampling Locations - Site #2 . . 37 3-6 SSWMM - RECEIV II Flowchart 75 3-7 Discrete Element Schematic of Land Area; Warren, PA 97 3-8 Discrete Element Schematic of Allegheny River; Warren, PA 98 3-9 Discrete Element Schematic of Land Area; Portland, PA 103 3-10 Discrete Element Schematic of Delaware River; Portland, PA 104 ------- LIST OF TABLES Table Page 3-1 Non-point Source Problems Listed in State 305(b) Reports 13 3-2 Industries Whose Proposed or Final Effluent Guidelines Reference Non-point Sources 16 i i 3-3 Comparison of Types of Samples and Means of Sampling 20 3-4 Models Selected for Evaluation 29 3-5 A Comparison of Model Capabilities, Application, Complexity, Cost, and Availability , 31 3-6 Characteristics of the Two Sampling Sites Used in the Survey 36 3-7 Preservation and Analytical Methods Used for Sample Analyses 46 3-8 Range of Pollutant Concentration at the Sampling Locations at Warren Station of Pennsylvania Electric Co., Warren, PA 53 3-9 Mean Pollutant Concentrations with 95% Confidence Limits in the Allegheny River at Warren Station of Pennsylvania Electric Co., Warren PA .... 55 3-10 Comparisons of Mean Values & Variances Within 95% Confidence Limits at Upstream & Downstream Sites During Dry & Wet Sampling Periods; Warren, PA 56 3-11 Characteristics of Coal Pile Leachate-Dry Weather at Warren Station of Pennsylvania Electric Co., Warren, PA 58 3-12 Characteristics of Rainfall Events at Warren Station of Pennsylvania Electric Co., Warren, PA 59 3-13 Characteristics of Coal Pile & Access Road Runoff During Second Storm Event at Warren Station of Pennsylvania Electric Co., Warren, PA .... 60 vi ------- LIST OF TABLES (CONT.) Table 3-14 Range of Pollutant Concentration at the Sampling Locations at Portland Station of Metropolitan Edison Co., Portland, PA 63 3-15 Mean Concentrations with 95% Confidence Limits for Selected Pollutants at the Portland Station of Metropolitan Edison Co., Portland, PA .... 65 3-17 Characteristics of the Rainfall Event at Portland Station of Metropolitan Edison Co., Portland, PA 68 3-18 Characteristics of Coal Pile & Fly Ash Area Runoff During the Rainfall Event at Portland Station of Metropolitan Edison Co., Portland, PA . . . 69 3-19 SSWMM Printout 84 3-20 SSWMM Output File 85 3-21 Discrete Land Elements; Warren, PA 99 3-22 Discrete River Elements; Warren, PA 100 3-23 Discrete Land Elements; Portland, PA 105 3-24 Discrete River Elements; Portland, PA 106 3-25 Summary Results of Dust and Dirt Sampling Program as Input to Model 108 3-26 Summary of Storm Activity 110 3-27 Comparison of Model Results to Field Data Model Run 1, Storm 2, (Initial Run) Warren Generating Station 113 3-28 Comparison of Model Results to Field Data Model Run 1, Storm 2 (Calibration Run) Warren Generating Station 114 3-29 Comparison of Model Results to Field Data Model Run 3, Storm 1, (Verification) Warren Generating Station 116 vii ------- LIST OF TABLES (CONT.) Table Page 3-30 Comparison of Model Results to Field Data Model Run 4, Storm 1, Portland Generating Station 117 3-31 Comparison of Model Results to Field Data Model Run 4, Storm 1, Portland Generating Station 118 3-32 Selected Results From Model Runs Run 1, Storm 2 (Initial Run) Warren Generating Station . , . . . 119 3-33 Selected Results From Model Runs Run 2, Storm 2 (Calibration Run) Warren Generating Station . . . 120 3-34 Selected Results From Model Runs Run 3, Storm I (Calibration) Warren Generating Station 121 3-35 Selected Results From Model Runs Run 4, Storm 1 Portland Generating Station 122 viii ------- 1.0 INTRODUCTION Since the enactment of PL 92-500 (Federal Water Pollution Control Act Amendments of 1972), the U. S. Environmental Protection Agency has directed its water pollution control program primarily at point source emissions which include wastewater discharges through pipes to receiving bodies of water. Most industries and many municipalities will meet the 1977 standards. However, there are numerous areas in the United States where water quality has not significantly improved even though point sources have been controlled. In such areas non-point source water pollution often has a major influence on water quality. This is documented by the National Commission on Water Quality which reported that "non-point pollutant sources are significant to the Commission's study because they may in some instances overwhelm and negate the reductions achieved through point source effluent limitations".'1' Based on these findings, the Commission recommended to Congress that "control or treatment measures shall be applied to agricultural and non-point discharges when these measures are cost effective and will significantly help in achieving water quality standards".(2) Non-point sources are not specifically defined in PL 92-500. For this program the following definition applies: the accumulated pollutants in a receiving body of water from runoff due to snow melt and rain, seepage and percolation, and chemical spills and leaks, contributing to the degradation of the quality of surface waters and groundwaters. -1- ------- As defined, non-point sources have some or all of the following char- acteristics: Diffuse in nature Intermittent • Site specific • Not easily monitored at their exact source Related to uncontrollable meteorological events (precipitation, snow melt, drought) Not usually repetitive in nature from event to event The primary transport mechanism for non-point sources is water runoff from meteorological events. Figure l-l'3' is a simple representation of the runoff cycle. This figure shows three basic modes of runoff transport: overland flow, interflow, and groundwater flow. The quickest means of trans- port is direct overland flow, commonly called surface runoff. Surface run- off will usually contain the highest quantity of contaminants and, except during snow melt conditions, does not usually flow for a long duration after a storm event. The second means of transport is infiltration (seepage) into the soil and then transport by interflow (also called interstitial flow) through the ground to either a receiving body of water or, depending on terrain, perco- lation back to the surface to become surface runoff. Interflow contaminants are often filtered by the soil. The interflow route is between the surface and the water table and, depending on the soil and geological conditions, can be rapid. -2- ------- Surface detention = sheet of water Depression storage Perched water table Soil moisture ..-..'•• •;.'• Surface runoff Impervious lens Groundwater flow ----- _ -_-.-_-_-- -_-.-_-. Water table ------------ -r.^^r^-- Stream channel Figure 1-1: Simple Representation of the Runoff Cycle —3— ------- The third transport route, by far the slowest, is infiltration (seepage) to the water table followed by groundwater flow to a receiving body of water. While the soil may filter contaminants, any pollutants which enter the groundwaters could persist for years. The scope of this program is directed toward surface runoff for the following reasons: '; 1. Surface runoff is the quickest means for transporting pollutants to receiving waters and usually contains the highest quantities of contaminants and flow. 2. Depending on terrain, measurement of surface runoff will also include quantities of interflow (inter- stitial flow). 3. While sampling non-point sources is difficult, surface runoff presents the easiest means for tracking and measuring these sources. In January, 1976, an evaluation of the scope of the waterborne fugitive emissions (non-point sources) problem was initiated. The objectives of the initial program were: To develop a matrix relating sources of industrial non- point pollution to categories of pollutants. To evaluate present sampling techniques used in non- point programs based on practicality and efficiency, and to propose a Level 1 (overall identification) sampling program for industrial activities. To evaluate existing mathematical models for predict- ing non-point source pollution based on their suit- ability, adaptability, complexity, cost, and availability for quantifying runoff and predicting its associated impact on receiving waters. -4- ------- This work was completed in June 1976 and Is summarized in Section 3.1 of this report. Based on the results of this initial program, a follow-on program was initiated with the following objectives: • Design a test program for sampling runoff and receiving waters for an industrial site. • Using the test plan, quantify and qualify runoff from two coal burning utilities and measure the effect, if any, on the receiving body. • Choose one of the models evaluated in the previous work and adapt it for use in the coal burning utility industry. • Calibrate and verify the model using the field data. Section 3.2 describes the field survey and results. The model description, development, and results are detailed in Section 3.3. Conclusions and recommendations for further work are summarized in Sec- tion 2.0. This report is part of a two-volume set. The other volume entitled "Technical Manual for the Measurement and Modeling of Non-Point Sources at an Industrial Site on a River" provides a general guide for performing a program such as the one described in this volume. -5- ------- 2.0 CONCLUSIONS AND RECOMMENDATIONS 2.1 Conclusions This program began with a background review of non-point source water pollution from industries. Included in the review was an evaluation of measurement methodology and prediction methodology which could be utilized in an assessment of non-point sources from an industrial site. Based on this initial review, the following conclusions were reached: 1. Only urban and agricultural non-point sources have been quantified to any extent, while little has been done toward isolating and quantifying non-point sources from industrial activities. 2. Non-point sources most probable to industrial sites are: a) Runoff from material storage piles b) Runoff from accumulated materials due to fallout from fugitive and point source air emissions. 3. Non-point sampling programs have generally included only measurements of the quality of the receiving waters. Little has been done with sampling actual runoff except in urban storm sewers and agricultural ditches. 4. With the exception of agricultural and mining activities, mathematical models have not been developed to simulate stormwater runoff and receiving water impact specific to industries. 5. Five of ten models evaluated are capable of dynamically simulating the quantity and quality of both stormwater runoff and its impact on the receiving waters. 6. All of the five models referred to in item 5 can be adapted for industrial non-point sources; of these, how- ever, three are proprietary, and only one is completely in the public domain. The other model is part proprietary and part in the public domain. -6- ------- Using these conclusions, a field survey for sampling stormwater run- off and receiving waters at industrial sites was designed and performed. The sites chosen were located at two coal-fired utility plants in Pennsylvania. One plant was near the headwaters of the Allegheny River in Warren, Pennsyl- vania. The second plant was on the Delaware River in Portland, Pennsylvania, near the Pocono Mountains. In addition, one of the models evaluated in the background review was adapted for use in the coal burning utility industry. The following conclusions resulted from the field survey and mathemat- cial model development in this program: 1. The pollutant concentrations in the river at both sites were highly variable, often by an order of magnitude. These variations were independent of river flow and weather conditions. 2. The mass loading of pollutants in the Delaware River increased substantially during and after the sampled storm event. This was due primarily to an increased flow attributable to upstream conditions and storm in- tensity. The mass loading of pollutants in the Allegheny River remained essentially unchanged for both sampled storm events since river flow was controlled by a dam approximately six miles upstream and neither storm event was substantial. Therefore, the pollutant concen- trations in each river at both upstream and downstream sampling stations were not necessarily higher during storm conditions. 3. The data from these two sites generally show no statis- tical difference in mean concentrations of upstream versus downstream pollutant levels in either dry or wet conditions. 4. The data show no statistical difference in sample variances which are not consistently predictable with respect to pollutant, site, and sampling period. -7- ------- 5, The main contributors to the change in S2 of the calcu- lated variance were site location and the storm event. The site location was the major contributor at Warren while the rain event was the major contributor at Port- land. The sample variances were generally consistent for each pollutant at the Warren and Portland Sites. The only exceptions were total suspended solids and iron. 6. The storm data from Warren shows a "first flush" effect from the initial runoff of the access road which con- tained fugitive fallout from the coal pile and coal trucks. 7. The pollutant concentrations of the leachates from the coal pile at Warren were orders of magnitude higher than the storm runoff pollutant concentrations. For a short duration moderate intensity storm and a moderate dura- tion low intensity storm (the two events sampled at Warren), the leachate mass loading was greater than the storm mass loading because the leachate drained for several days. Thus, for the two storms sampled at Warren, the pollutant loads on the river from the power plant were less during rain than during the dry weather period following the rain with the exception of total suspended solids. 8. The sample plugs worked effectively except for one prob- lem; dry solids filtered through the screen prior to runoff and leached into the sample, creating higher mea- sured pollutant concentrations. 9. The field survey results from the two utility sites in- dicate that more field survey work must be performed at industrial sites before control measures can be taken. 10. The SSWMM - RECEIV II model is capable of predicting the quantity and quality of stormwater runoff and its impact on receiving waters for specific industries with model limitations. These limitations include the lack of capa- bility to simulate storm erosion of infinite sources, i.e., material storage piles, and to simulate stormwater percolation through material storage piles. 11. Application of the model to the utility industry has demonstrated that for the most part, where adequate field data were available, the model results compared favorably to field measurements. -8- ------- 12. At Warren, calibrated model results for stormwater run- off flow and pollutant concentrations (total suspended solids, total iron, manganese, and aluminum) compared within a factor of four to field measurements, and river pollutant concentrations for all six pollutants compared within a factor of three. EPA has indicated that an agree- ment within a factor of four to five should be considered indicative of a good predictive method. A model-field measurement comparative factor of four was maintained for a second storm at Warren indicating that the calibrated model could predict the effects of different storm condi- tions with the same degree of accuracy established in model calibration. 13. Due to a lack of runoff flow data at the Portland site, it was not possible to ascertain the comparative validity of the model at more than one site. 2.2 Recommendations Based on the conclusions of this program, the following recommenda- tions are made for future work: 1. Develop the SSWMM - RECEIV II model capability to simulate the erosion of material storage piles, and to simulate the percolation of stormwater runoff through materials storage piles. 2. Conduct additional field surveys to provide data to com- pare to model predictions, thus enhancing model credibility. Specifically, more field data are required on: a) Stormwater runoff flow and pollutant concentrations from industrial sites. b) Dust and dirt accumulation rates and the amount of pollutants in the dust and dirt. c) Flow and pollutant concentrations after the storm for the leachate from material storage piles. d) Receiving water pollutant concentrations. To acquire definitive representative receiving water pollutant concentrations (background and storm-induced), it will be necessary to increase the number of sampling stations in the receiving water upstream and downstream -9- ------- from the stormwater discharges. At least two, and preferably three, such stations should be established at both the upstream and downstream sites. With a single upstream station, the risk is greater of measuring an anomaly in the river characteristics. The additional upstream stations would be located either in an "across the flow" pattern or longitu- dinally with flow depending on river mixing charac- teristics to insure that the sampling locations and data are representative of the river. The additional downstream stations would be located longitudinally in the river to allow for better definition of the impact of stormwater runoff on the river (i.e., dilu- tion and reaction of non-point pollutants in the river). 3. Once model credibility has been enhanced, apply the model to a site on an estuary or lake and compare the results with those of a field sampling program. 4. Upon completion of items 1, 2, and 3 prepare a User's Manual for SSWMM - RECEIV II to enhance the model's use. -10- ------- 3.0 PROGRAM DESCRIPTION This project consisted of three major tasks. The background review, the initial task, included an evaluation of potential non-point sources from industry, a review of sampling techniques to quantify non-point sources, and an evaluation of existing mathematical models for predicting the impact of non-point sources from industrial sites. The second task involved a field survey to quantify non-point sources at two coal-fired utility plants in Pennsylvania. The final task was the adaptation of a mathematical model to predict stormwater runoff from a coal-fired utility- 3.1 Background Review of Non-Point Source Water Pollution A non-point source was defined in Section 1.0 and the primary means of transport (runoff, interflow, and groundwater flow) were discussed. CO Figure 3-1 illustrates the most common non-point sources and Table 3-1 demonstrates that most of these sources are rated as Areas of Concern by (5) the states in their 305(b) reports (PL 92-500) to EPA. The following summarizes some of these common non-point sources: Urban Sources - Rainfall dislodges pollutants from street surfaces, rooftops, lawns and other urban environments, causing contaminant particles to become suspended and dissolved in the runoff. Pollution concentration is therefore greatest at the beginning of a rainfall event. This phenomenon is commonly called "first flush". The most common pollutants in urban runoff are dust, pathogens, fertilizers, pesticides, battery acid, rubber, grease, oil, animal and -11- ------- Dry fallout to I Residential Commercial Sanitary landfills Septic tanks Precipitation Woodlands (silviculture) Construction Unregistered point sources Hydrologic ^, modifications '4= il.— -s^ >J Wetlands v Groves and orchards Agricultural Salt water intrusion v/ '^= - V— " Figure 3-1: Non-point sources ------- TABLE 3-1 NON-POINT SOURCE PROBLEMS LISTED IN STATE 305(b) REPORTS Alabama Alaska American Samoa Arizonat Arkansas California Colorado Connecticut Delaware District of Columbia Florida Georgia Territory of Guam Hawaii Idaho Illinois Indiana Iowa Kansas Kentucky Louis iana Maine Maryland Massachusetts* Michigant Minnesota Mississippi* Missouri * Montana Nebraska Nevada New Hampshire New Jersey New Mexico Non-Point Source Problems Agricultural X X X X X X X X X X X X X X X X X X X X X X 1 X X X X New York X North Carolina North Dakotat Ohio X X Oklahoma j X Oregont Pennsylvania j X Commonwealth of Puerto X Rico • Rhode Island South Carolina South Dakota Tennessee Texas i Trust Territories Utah Vermont Virginia Virgin Islands Washington West Virginia X X X X X X X X ~x X Wisconsin ] X Wyoming Totals X 44 Sivicultural X X X X X X X X — Y~ X X X X X X i X X X "x" ~* X x ~f 21 00 c •H a •rl X X X X X X X X X X X X X X X X X . X X X X X X X X X X 27 Construction Hydrologic Modification X X X X X X X X X X X i X X X X X X X X X X x i - i X X ; X X X ; X j X X X '' X _x _.?_.!. 25 9 § XI M i=> X X X X X X X X X X X X X X " x X j Salt Water Intrusion X X Proposed Energy Development X X X j X X X X X X X X X X X X X X X 4 . .... X X X r A X X - x- -1 X X 40 v - i i ' x 4 3 State report was not received in time for inclusion. tNot discussed by category -13- ------- bird droppings, heavy metals, salts, sand, gravel, coal, leaves, paper products, plastics, and glassware. Agriculture - Runoff from cultivated crop fields, forage crop fields, orchards, vineyards, rangeland, pasture land, confined animal feedlots, and aquaculture project areas producing algae, shellfish, and finfish are sources of non-point pollution. When forests or grass lands are cultivated, erosion is increased. Crop fertilization provides nutrients, principally phosphates and nitrates, which are transported into lakes and streams, thereby accel- erating eutrophication. Irrigation can leach salts out of the soil, and pesticides used for control can be transported to receiving waters. Runoff from rangelands, pasture lands, and feedlots (for beef, dairy, pork, and poultry) carries significant amounts of suspended solids, nu- trients, coliform bacteria, organic materials, and salts. Silviculture - This activity which includes the harvesting of trees, log transport, and forest regeneration has several potential non-point sources. Removing the forest canopy along shallow stream banks and lakes causes water temperature to rise and thus affects the biota. The harvesting of timber increases surface runoff, which transports suspended and dissolved solids and organic materials to surface waters. Log trans- porting activities cause increases in runoff containing sediment. Fer- tilization and pest control cause nutrients and pesticides to be transported to streams. Recreation Areas and Wetlands - These areas comprise non-point sources which are a combination of those listed under agricultural and -14- ------- silvicultural activities. Sediment (suspended and dissolved solids), organic materials and nutrients (compounds of nitrogen and phosphorous) are the primary contaminants. Hydrologic Modifications - These non-point sources are related to dam construction, dredging, and other channel activities. The major con- taminant is usually sediment. Salt Water Intrusion - Salt or saline water seeps into fresh water aquifers (groundwater) thus contaminating fresh water supplies. In- trusion results from encroachment of seawater into coastal areas, from man-made saline wastes such as road salts or deepwell injection, and from return flows to streams from irrigated lands. The objectives of this program are concerned with non-point sources from industry. Subsections 3.1.1 through 3.1.3 describe in detail potential non-point sources for industry, measurement methodology applied to indus- trial non-point sources, and the mathematical modeling of such sources. 3.1.1 Evaluation of Industrial Non-Point Sources Little data is available for quantifying and qualifying non-point sources from industrial sites. Twelve industrial categories listed in Table 3-2 have Effluent Guidelines and Standards (proposed or final) which mention, define, and/or limit non-point sources of pollution in various sub-categories. Each of the industries was assessed for types of non-point sources and categories of pollutants. Generally, the sources with the highest potential for non-point pollution in these -15- ------- TABLE 3-2 INDUSTRIES WHOSE PROPOSED OR FINAL EFFLUENT GUIDELINES REFERENCE NON-POINT SOURCES Cement Manufacturing Inorganic Chemicals Fertilizer Manufacturing Petroleum Refining Iron and Steel Manufacturing Nonferrous Metals Phosphate Manufacturing Steam Electric Power Generating Timber Products Coal Mining Mineral Mining Ore Mining and Dressing -16- ------- industries are runoff from material storage piles and runoff from ac- cumulated materials due to fallout from fugitive and point source air emissions. The categories of pollutants associated with these sources are: Sediment (suspended and dissolved solids) Organic Materials (materials which cause an oxygen demand either biochemical or chemical) • Metals (lead, zinc, mercury, iron, copper, cadmium, etc.) Nutrients (compounds of nitrogen and phosphorous) Sulfates The primary effluent limitations for industrial non-point sources are for sediment (suspended and dissolved solids). All industries listed in Table 3-2 will have a total suspended solids (TSS) limitation. The limitations which are already promulgated, such as those for the Steam Electric Power Generating Industry have a TSS range of 20-50 mg/1 maximum daily concentration and 10-25 mg/1 average monthly concentration. While only specified industries must comply with emission regulations concerning non-point sources, all industries must meet water quality stan- dards if they discharge to a receiving water body. If water quality stan- dards are being violated, industry may have to quantify its non-point sources and determine the impact on the receiving water body to determine if these sources need to be controlled. -17- ------- 3.1.2 Measurement Methodology One of the initial objectives of the program was to evaluate the practicality and efficiency of present sampling techniques used in non- point programs and to propose an overall identification sampling program for industrial activities. A measurement program designed to quantify non-point source pollution from industrial activities should include runoff sampling (generally of contaminated stormwater) and receiving water sampling. Runoff sampling is used as a means of isolating the particular sources, while receiving water sampling is used to determine the impact of the runoff on the quality of the receiving water. This impact on water quality is important since non- point pollution is site specific and there are locations where an industry may be meeting the emission limitation for non-point sources and yet may have to improve control because of water quality limitations. The infor- mation from such a survey can ultimately be used to determine whether the facility should be controlled, and, if it can be controlled, how much con- trol is necessary. Since runoff is site specific, background information such as topog- raphy, geology, hydrology, climatology, and area land use must be obtained in order to design the field survey. In addition, industry operating pro- cedures should be obtained in an industrial program. The evaluation of sampling techniques to be used in a field survey included a literature review. In general, industrial runoff has not been separated from urban runoff and very little data exists for industrial sources such as material storage piles. There is a great deal of informa- tion on sampling receiving water bodies and runoff with specific reference -18- ------- to urban runoff (storm sewers) and combined sewer overf lows. (6)(7)(8) The next three subsections describe the types of samples required and some means available for sampling, as well as an approach to sampling both re- ceiving waters and runoff. To provide a representative evaluation of the characteristics of run- off and its effect on the receiving body, a number of storm events should be studied. Storms of different intensities and durations, with different intervening intervals of dry weather should be sampled. Generally, storms of high intensity are of short duration (e.g., thunderstorms) and are more important than storms of low intensity and long duration because the greater the intensity of the storm, the greater the quantity of materials that will be scoured from the land surface. 3.1.2.1 Selection of Sample Type and Sampling Method There are two basic types of samples which should be used in a field program for quantification of non-point sources: discrete and composite. A composite sample is a series of discrete (individual samples). Discrete samples are best used for definition of a single storm event while com- posite samples are used for long-term or average storm conditions. These samples can be collected either manually or by automatic samplers. Table 3-3 compares discrete and composite samples as they relate to a runoff field survey and also compares manual versus automatic sampling. There are several drawbacks to manual sampling. First, a manual sam- pling program requires the use of trained personnel. This was verified by Shelley^9) who reported that a significant difference in sample analy- ses resulted between samples collected by trained and untrained personnel. -19- ------- TABLE 3-3 COMPARISON OF TYPES OF SAMPLES AND MEANS OF SAMPLING Comparison of Discrete and Composite Samples Discrete Composite 1. Produces a large number of samples. 2. Allows comparison of runoff qual- ities over a period of time.. 3. Best used in definition of a single storm event. 1. Produces a small number of samples. 2. Gives an integrated or total picture of runoff qualities instead of iso- lated qualities at different times. 3. Best used for long term, multiple storm definition or average storm definition. Comparison of Manual and Automatic Sampling Manual Automatic 1. 2. 3. 4. Manpower requirement is quite large. Sample collection equipment expenditures are not excessive. Simple submersible pumps and/or weighted water samples suffice. Field measurements can be made by individual or combined meters. The beginning of the storm event can be missed if mobilization of manpower is not immediate. Samples will be unrepresentative if untrained collectors are used. If samples need to be collected at close time intervals, extensive manpower may be required at each station or the intervals may be missed altogether. 1. Manpower requirement is minimal; only maintenance and removal of samples require manpower. 2. Sample collection equipment be comes a capital expenditure because it is automated and must be sheltered from weather and vandalism and often must be specially designed. 3. Field measurements can be made by meters used in conjunction with the automatic collection system, or the meters may be designed into the sys- tem. 4. Since automatic collectors can be activated by the beginning of pre- cipitation or an increase in flow of water level, the beginning influence of the storm will not be missed. 5. Samples will be lost or nonrepresen- tative only if equipment malfunctions or power source is interrupted or depleted. 6. Automatic samplers make collection easier at close time intervals. -20- ------- Second, the "first flush" effect of storms cannot be effectively sampled because of the problems associated with mobilization of manpower. Finally, manual sampling of a storm event may be physically dangerous to personnel if the increase in water level and/or flow is greater than anticipated. 3.1.2.2 Sampling Receiving Waters Sampling of receiving waters, i.e., streams, rivers, lakes, estuaries, can be performed either manually or automatically. The economics and the required accuracy will dictate the sampling approach. The concentration of a particular pollutant in the receiving water de- pends on the natural background quality of the receiving water, the upstream flow conditions, and the characteristics of both the test site itself and the drainage areas adjoining the test site (e.g., size of areas, potential mate- rials which can be transported to the receiving water by runoff). Thus, sampling should be conducted in both dry and wet weather conditions both up- stream and downstream of the source on a river. The dry weather water quali- ty data will provide a basis for comparison when reviewing the wet weather information. At least one upstream station should be established because upstream inputs may change as a result of wet weather or as a result of changes in plant operating procedures of upstream industries. The number and location of downstream stations should be determined from a review of the available maps and plant operating information. Any significant intercepting water bodies should be noted and sampled for their contributions to the water quality of the main stream. Each of these sampling locations should be selected based on the drainage patterns of the test area. The development of -21- ------- drainage basins and selection of the sampling locations is detailed in the second volume of this program entitled "Technical Manual for the Measurement and Modeling of Non-Point Sources at an Industrial Site on a River". If the receiving water is an estuary or lake, the sampling stations should be located using one of the following procedures: review of his- torical current data; a preliminary survey using parameters such as tur- bidity, conductivity, dissolved oxygen and temperature; or a mixing study using dye as a tracer. If the receiving body is relatively wide and deep and not well mixed, a number of sampling stations should be located across the water body and at several depths. Curves and abutments in the receiving body should be avoided when sampling because they alter flow patterns. 3.1.2.3 Sampling Runoff A literature review provided a significant amount of information re- lative to the measurement of urban runoff, predominantly in storm sewers. As disclosed in the search, the only work specifically performed on non- point sources from industrial activities involved the use of irrigation ditches to sample agricultural runoff. At the time of this review, there were no well-documented sampling procedures for overland runoff from in- dustrial sources such as material storage pile drainage or runoff of materials deposited on the ground from fallout of fugitive and point source air emissions. Leachate tests can be helpful in isolating the contaminants in the runoff from storage piles, since such tests would relate the pile aging process to runoff pollutant concentrations. These data, however, cannot -22- ------- be correlated directly with actual rainfall data, the quantity of runoff, and the behavior of the transport of runoff to the receiving water. While leachate tests may be applicable to material storage pile investigations, they are not applicable in estimating the accumulated effects of the materials on land, such as the area affected by an industrial facility. A proposed method for measuring the quality of overland storm water runoff involves the collection of samples using a plug collector shown in (10) Figure 3-2. These plugs are driven into the ground at selected loca- tions where runoff will occur, such as at the base of material storage piles and in natural gullies and channels. During a storm, the plugs are changed at regular intervals depending on the intensity of the storm. The volume of samples collected in several plugs in one area is composited and analyzed. To obtain mass loadings of overland runoff, a gross estimate of storm- water runoff flow must be made. The test area is divided into drainage basins, based either on topographic plots or visual observations. The flow is estimated based on the total rainfall for the storm duration, the area of each basin over which runoff flows, and the soil permeability in the drainage basin. 3.1.3 Prediction Methodology A field survey which includes both runoff and receiving water sampling is costly. Since runoff is site specific and non-repetitive, it is con- ceivable that the survey would have to be carried out during several storms at several sites to establish meaningful data for any particular -23- ------- Plug collector ///XX//V^ 4W /// ^'//$v% ^Jl ^ «^ Figure 3-2: Plug Collector -24- ------- industry. Since this is impractical from cost and time standpoints, the use of mathematical models for the prediction of non-point source pollution could well be more efficient. Mathematical models properly applied provide a cost-effective means of quantifying impacts on water quality resulting from stormwater runoff. They are also effective in evaluating alternatives for the control of non-point sources. A literature review produced information on many mathematical models developed in recent years to simulate the quantity and quality of stormwater runoff and the impact of such runoff on the quality of natural water bodies. Each model, however, was developed to satisfy a different need ranging from the design of municipal storm sewer systems to the assessment of land use as it influences flooding and water quality. A model developed specifically for industrial runoff (except mining and agriculture) does not exist, al- though some models can be adapted to such use. Most of the models were developed for land areas typical of either urban or agricultural environments. Therefore, the models must be adapted to the land use of the particular industry of interest. All models still require some field data for adaptation to a particular site. There are many criteria that can be used when selecting a model. In general, the simplest model which satisfies the project needs should be selected for use since such a model is normally the most economic choice. Figure 3-3(^ illustrates one aspect which contributes to model complexity— the choice of parameters to be modeled. For instance, it is relatively more difficult to model toxicity relationships than to model dissolved oxygen levels. -25- ------- 'oxicity Relationships \ VJ,, Algal Growth: Metal Transport Nutrient and Pesticide Transport Indicator Bacteria Sediment Transport Dissolved Oxygen : Temperature : Dissolved Solids Figure 3-3: Relative Difficulty of Applied Modeling -26- ------- To select the simplest, most suitable model it is necessary to: 1. Define the objectives of the study. 2. Identify available models which appear to meet the study objectives. 3. Evaluate each model based on its ability to satisfy the study objectives within the technical and economic con- straints applied. 4. Select for use the model most suitable for the project needs. It is more important to fit the model to the problem rather than to fit the problem to the model. Once a model has been selected, it must be adapted to the specific site or area being studied. A model is adapted through the processes of calibration and verification. Calibration is achieved by adjusting the model to reflect site specific field data. After the model has been calibrated, it should be tested against a second set of field data. If the second set of field data and the modeled results compare favorably, the model may be considered to be verified and ready for application. EPA has indicated that an agreement within a factor of four to five should be considered indicative of a favorable predictive method. For a model to be adaptable to industrial applications, it must be capable of predicting the quantity and quality of stormwater runoff, the transport of such runoff to a receiving body of water, and the impact of such runoff on the quantity and quality of the receiving water. Pol- lutants of primary importance for model simulation include sediment (suspended and dissolved solids), nutrients (compounds of nitrogen and phosphorous), pesticides, acidity/alkalinity, pH, organic material (biochemical oxygen demand, chemical oxygen demand, dissolved oxygen), -27- ------- and heat (temperature). In addition, since storm events are dynamic, a model must also be capable of simulating functions in a dynamic, i.e., time dependent fashion. To predict the quantity and quality of stormwater runoff a model must be capable of simulating the effects of such items as the intensity and the duration of the storm event, infiltration and drainage characteristics, the accumulation of pollutants between storms, and the washoff of such pollu- tants during storms. For continuous simulation of multiple storms, a model must be capable of simulating dry weather flows as well as storm flows. To predict the transport of stormwater runoff for industrial land use, a model must be capable of simulating overland flow and routing in man-made systems (channels, sewers, etc.). To describe the impact of the stormwater runoff on a receiving body of water, a model must be capable of simulating the quantity and quality responses of the receiving water to the runoff. Again, for continuous simulation of multiple storms, a model must be capable of simulating dry weather flows as well as storm flows. For increased flexibility, a model should be capable of simulating various types of receiving waters including rivers, lakes, and estuaries. Based on these model requirements, the models listed in Table 3-4 were evaluated for suitability, adaptability, complexity, cost, and availability using the following criteria: • Wastewater (Runoff) - quantity, quality, dry weather flows, storm runoff; • Receiving Water - quantity, quality, river, lake, estuary; -28- ------- TABLE 3-4 MODELS SELECTED FOR EVALUATION EPA Storrawater Management Model - Release II (SWMM) Water Resource Engineers Stormwater Management Model Short Stormwater Management Model - RECEIV II (SSWMM - RECEIV II) Hydrocomp Simulation Program (HSP) Dorsch Consult Hydrograph Volume Method Corps of Engineers Storage, Treatment, Overflow, and Runoff Model (STORM) Battelle Wastewater Management Model (BWMM) Metcalf and Eddy Simplified Stormwater Management Model EPA - Hydrocomp Agricultural Runoff Management Model (ARM) Pyritic Systems: A Mathematical Model -29- ------- • Quality Parameters - temperature, suspended solids, total dissolved solids, biochemical oxygen demand (BODs), chem- ical oxygen demand (COD), dissolved oxygen, nitrogen, phosphorous, pH, oil and'grease, pesticides; Simulation of Single Storm • Simulation of Multiple Storms • Computer Program Availability - Public or proprietary; • Complexity - high, moderate, low; Costs - high, moderate, low. The results of the model evaluation are summarized in Table 3-5. The EPA Stormwater Management Model (SWMM), Water Resource Engineers Stormwater Management Model, Short Stormwater Management Model - RECEIV II (SSWMM-RECEIV II), Hydrocomp Simulation Program (HSP), and Dorsch Consult Hydrograph Volume Method are capable of dynamically simulating the quantity and quality of Stormwater runoff and its impact on the quantity and quality of receiving waters. These models can best be described as runoff and re- ceiving water models. The quality simulation portion of each of these models must be modified for industrial application. The quality relationships are based on land utilization with all types of industry lumped into one land use category - industrial. No attempt is made to specify the particular type of industry. To meet the program objectives, then, it is necessary to develop specific quality relationships, pollutant accumulation, and washoff characteristics on an industry-by-industry basis for each of the models in this group. The Corps of Engineers Storage, Treatment, Overflow, and Runoff Model (STORM), Battelle Wastewater Management Model (BWMM), and Metcalf -30- ------- TABLE 3-5 A COMPARISON OF MODEL CAPABILITIES, APPLICATION, COMPLEXITY, COST, AND AVAILABILITY Model Identification Name EPA SWMM Release 13 WRE_ Stormwater Management Model Short SWMM/ RECEIV II Hydrocomp Simula- tion Program Dorsch Consult Corps, of Engi- neers Storm Battelle Waste - Water Management Model Metcalf&Eddy Sim- plified Stormwater Management Model EPA-Hydrocomp Ag- ricultural Runoff Management Model Pyritic Systems: A Mathematical Model Date Release< 974 L973 + L976 [974 L974 L975 L975 L976 L976 L976 L972 Model Capabilities Waste- Water Quantity X X X X X X X X X X p. u •H r-l § o- X X X X X X X X X X Dry Weather Flows X X X X X X X X X Storm Runoff X X X X X X X X X X Receiving Water >, 4J •H 4J B X X X X X D Quality X X X X X D River X X X X X D 01 J-)H f-v H H M H H M M L M M Relative Model Cost H H M H H M M L M M Computer Program Available X P* P/X P P X X June 1976 X X Cement, feedlots; inorganic chemicals; fertilizer manufacturing; petroleum refining; iron and steel; non-ferrous metals; phosphate manufacturing timber - Key - v _ Yes H = Complex/costly W = Wastewater only M = Moderately complex/moderately costly D - Currently being developed L = Simple/low cost P = Proprietary ------- and Eddy Simplified Stormwater Management Model are capable of dynamically simulating the quantity and quality of stormwater runoff, but not its impact on receiving waters. Consequently, these models are designated as runoff models. As with the preceding model group (runoff and receiving water models), the quality portion of the runoff models is not adequate to meet the program objectives. Again, the quality relationships for runoff are based on general land utilization categories that do not specify the type of industry; hence, quality relationships addressing pollutant accumu- lation and washoff must be developed on an industry-by-industry basis. In addition to this limitation, the runoff models were not designed to simulate the impact of stormwater runoff on receiving waters. To simulate this im- pact, it is necessary to interface the runoff models with a receiving water f model. The EPA - Hydrocomp Agricultural Runoff Management Model (ARM) and Pyritic Systems: A Mathematical Model are designed to quantify and qualify stormwater runoff for the agricultural and mining industries, respectively. These models are described as specific industry models. As with the runoff models, the specific industry models cannot simulate the impact of stormwater flows on receiving waters. They must be interfaced with a receiving water model to simulate such impact. Since ARM was developed specifically for the agricultural industry, it is not necessary to modify the program quality relationships but only to calibrate and verify existing quality relationships with field data. On the other hand, Pyritic Systems: A Mathematical Model is designed for a drift (subsurface) mine. Extension of this model to sur- face mining (strip mining) requires both quantity and quality program modi- fications. -32- ------- 3.1.4 Background Review Conclusions In this review, little information was found related to non-point sources from industrial sites. However, an evaluation of several in- dustries indicated that runoff from material storage piles and runoff from accumulated materials due to fallout from fugitive and point source air emissions are the most probable industrial non-point sources. The measurement methodology reviewed showed that, while there is much information concerning sampling of runoff in storm sewers and sampling receiving waters, overland runoff sampling and industrial runoff sampling must be further developed. The predictive methodology review yielded several models capable of being adapted to dynamically simulate the quantity and quality of stornrwater runoff from industrial sites and its impact on the receiving waters. Based on the conclusions of this task, the second and third tasks were designed as follows: 1. A field measurement survey (runoff and receiving water) to be designed and performed at two coal-fired utility plants. 2. A mathematical model to be developed capable of quantifying and qualifying non-point source industrial loading and its impact on receiving waters on an industry-by-industry basis, beginning with the utility industry. 3. The field survey data to be used to calibrate and verify the mathematical model. Sections 3.2 and 3.3 summarize the field survey and model development, respectively. -33- ------- 3.2 Field Survey 3.2.1 Industry Selection(12(l3) Electrical energy is generated from fossil and nuclear fuels at approximately 1,000 sites (1970) in the United States. Coal provides approximately 54% of the total heat input for electricity generation. In 1974 this amounted to a coal usage rate of 328 million metric tons (361 million short tons)* per year. Increasing demands for energy self- sufficiency are likely to push coal usage up to 454 million metric tons (500 million short tons) per year by 1990. Subsequently, coal storage, typically a 100-day supply, will increase from 100 million tons to 138 million tons. Land use for coal storage at electric facilities will increase to 81 million square meters (20,000 acres) from an approximate 1974 total of 58 million square meters (14,500 acres). Stormwater runoff from coal storage piles will also increase 38% to an estimated yearly total of 100,000-140,000 cubic meters per year (26 million to 37 million gallons per year). These data show that the quantity of stormwater runoff will probably increase substantially by 1990. Its effect on the receiving bodies will become more pronounced as water quality improves through regulation of point sources. In addition, the industry faces proposed effluent limita- tions for drainage from coal storage piles. These indicated projections are the basis for the selection of the coal-fired utility industry for a sampling program. In this report most units are reported first in the metric system and then in the English system in parentheses. However, in the modeling section, only English units are used since the models were originally developed in English units and no attempt was made to convert to the metric system. -34- ------- 3.2.2 Site Selection Two coal fired steam electric generating facilities in Pennsylvania were chosen for the field study to identify and quantify runoff. Specific characteristics of each site are shown in Table 3-6. The Warren Station of the Pennsylvania Electric Company in Warren, Pennsylvania is a small generating plant (84 MW) and is used primarily as a peaking facility. It is located on the Allegheny River below the Kinzua Dam. This dam regulates the river flow at approximately 56 cubic meters/ sec (cms) (2,000 cubic feet/sec (cfs)) with an average velocity of 0.3 to 0.6 meters/sec (1-2 fps). Bituminous coal is delivered by truck to the station on a daily schedule from mines in Clarion County, Pennsylvania. Figure 3-4 shows the basic site layout for the Warren Station. Coal pile runoff is channeled to a drain pipe by a drainage ditch that parallels unused railroad tracks next to the access road for the coal trucks. The drain pipe continuously drains small quantities of leachate during dry pe- riods and substantial quantities of runoff during rainfall events. All runoff from the coal pile must pass through the drain pipe for discharge to the river. The paved access road is used by coal trucks to enter and leave the coal unloading area, and is covered with coal dust and earthen materials although the pavement is still visible through the accumulation. The road dust cover is washed off during rainfall events. The water drains across the road through a rockstrewn area of rubble approximately 12 meters (40 feet) wide to the river bank. There are several distinctly visible areas where this road dirt and coal dust are carried to the river. Vege- tation is nonexistent in these drainage areas. Surface drains on paved -35- ------- TABLE 3-6 CHARACTERISTICS OF THE TWO SAMPLING SITES USED IN THE SURVEY Utility Plant Location Capacity MW output, net Coal Usage (metric tons/yr) Source Storage, metric tons Sulfur % Iron % Manganese % Aluminum % Pennsylvania Electric Co. Warren Station Warren, PA 84 315,000 est. 1974 Clarion Co. , PA 27,200 1.84 0.35 0.003 0.56 Metropolitan Edison Portland Station Portland, PA 410 840,000 est. 1974 PA & W. VA 172,000 1.47 0.38 0.004 0.37 -36- ------- SURFACE x""" DRAINS ROAD SITE #1 O SAMPLING LOCATIONS Figure 3-4: Site Layout with Sampling Locations - Warren Station of Pennsylvania Electric Co., Pennsylvania Electric Co., Warren, PA. SITE n OSAMPLING LOCATIONS Figure.3-5: Site Layout with Sampling Locations - Pprtland Station of Metropolitan Edison Co., Portland, PA. -37- ------- areas around the plant discharge into the main cooling water discharge canal. The surface drains are not effective in collecting stormwater due to the very irregular pavement surface. The Allegheny River contained noticeable suspended material such as silt and detritus during the sampling period. The river water was general- ly close to air temperature with the downstream temperature approximately .5 to 1°C higher due to the discharge of plant cooling water at a rate of 3.6 cubic meters per second (57,000 gallons per minute). The Portland Station of Metropolitan Edison Company is located in Portland, Pennsylvania on the Delaware River. This 410 MW station is much larger than the national average of 150 MW and is used as a baseload station. Bituminous coal is delivered by railroad car from Pennsylvania and West Virginia mines. Figure 3-5 shows the basic site layout for the Portland Station. A substantial portion of the stormwater runoff is intercepted by the ash settling pond and never flows directly into the river. One sector of the coal pile runoff does go to a surface drain and is discharged with parking lot and road runoff into the river. Fly ash is kept on the north side of the plant (top left near river in Figure 3-5). There was very little fly ash stored during the sampling period. Stormwater runoff from this site washes directly into the river. During the sampling period, the Delaware River had a flow rate of 300 cms (10,500 cfs) and an average velocity of .3 m/sec (1.0 fps). The water was generally very clear and much colder than prevailing air tempera- tures. As with the Warren site, the downstream river temperature was -38- ------- approximately .5 - 1.0°C higher due to the plant cooling water which was discharged near mid-river from a subsurface discharge tunnel at an average rate of 5.4 cubic meters per second (85,000 gallons per minute). The river height and turbidity changed rapidly with rainfall activity in its watershed. 3.2.3 Test Plan A test plan was developed to fit the objective of quantifying the pol- lutants associated with stormwater runoff and their effect on the receiving waters. The test plan was designed to determine: 1. Background conditions in the receiving water prior to a storm event. 2. Volume of and pollutant concentrations in stormwater runoff as a function of time for the storm event. 3. Effect of the runoff on the receiving water during and after the storm event. The following additional data gathering activities were incorporated to apply to the predictive model development: 1. Air temperature and humidity 2. Dustfall accumulation 3. River flow rates 4. Surface permeability. To quantify the effect of stormwater runoff on the receiving body a sampling station was installed upstream of potential plant site effects and a second station was installed downstream of the plant. Theoretically, comparison of the data taken at these two sampling sites would show the -39- ------- effect of runoff on the river water quality. The sampling sites were to be placed at locations where representative samples could be taken with respect to the river cross-section and depth (i.e., samples having uniform chemical and physical properties). Placement of the downstream site was most critical because it had to be located at a position which allowed adequate mixing of the runoff in the river. To develop the characteristics of the stormwater runoff it was neces- sary to intercept some amount prior to its entering the river. Each run- off basin was identified and sampling plugs were deployed to catch representative samples during a storm event. It was also necessary to quantify the flow rate of runoff to establish the time variable pollutant load on the river. Velocity measurements were used to determine flow in pipes which col- lected runoff. In areas where sampling plugs had been used, the drainage area was determined and infiltration tests were performed to calculate the rate of percolation into the soil. Gross estimates of the total storm runoff flow were calculated using the total quantity of rain over the surface area minus the quantity of infiltration. Composite samples were collected from the river sampling stations and runoff sites every 10 minutes for the first 90 minutes of a storm event to insure that the initial effects of the storm (including any possible "first flush" effects) were measured. For storms of longer than 90 minute dura- tion, the sampling interval was extended to 30 minutes to avoid the col- lection of too many samples. Each sample was composited from 5 grab samples taken in a proportionally smaller time period. Thus, 5 two-minute grab samples were composited to give a 2 liter 10 minute sample, etc. -40- ------- During dry periods before and after storms, samples were collected hourly from the upstream and downstream sites. The pollutants analyzed in this program were total suspended solids (TSS), total dissolved solids (IDS), sulfate (SO^), total iron (Fe), manganese (Mh) , aluminum (Al), alkalinity (or acidity), and pH. Addi- tionally, dissolved oxygen (DO) and temperature were monitored in the river. The dustfall, surface permeability, and air temperature and humidity data collected were important to the predictive model development to de- fine the dynamic behavior of the runoff with time. To provide the most efficient use of manpower in the field, most analyses were intended to be performed in a field laboratory. Some spe- cific analyses were done at the main laboratory when field analysis lag due to number of samples collected created sample aging difficulties, or when specialized equipment was needed. 3.2.4 Implementation 3.2.4.1 Warren Station The field program was implemented without major difficulties. River samples were collected with an ISCO Model 16800L Sequential Sampler which was designed to provide backflushing before and after each sampling se- quence to preserve the time integrity of the sample. The sampler was programmed to collect 200 ml grab samples every minute to provide a 2 liter composite every 10 minutes during the first 90 minutes of a rain- fall period. From the 90th minute to the storm's end, the sampler was -41- ------- programmed to collect 70 ml every minute to give a 2 liter sample every half hour. During dry periods the sampler collected 70 ml every 2 minutes to give an hourly composite of 2.liters. An upstream site was established 7.6 meters (25 ft) from the river's edge approximately 152 meters (500 ft) upstream of the cooling water in- take. This location was well upstream of the runoff area from the access road. An air filled buoy was used to suspend the pH/DO (dissolved oxygen) and temperature sensors and the sample line at about half-depth, 1.2 meters (4 ft) above the bottom. Dissolved oxygen, pH and temperature were mea- sured with a Model 101 ODEC Aqua Monitor. These data were recorded on a strip chart recorder during rainfall periods. A river depth profile was also made at this location as part of the predictive model development. The downstream site was secured 46 meters (150 ft) from the river's edge approximately 152 meters (500 ft) downstream from the cooling water discharge-river interface. Although the turbulent main flow of the river appeared to be on the opposite side of the river, a mixing test indicated the sampling location was adequate. One dozen oranges were set adrift just above the upstream site and their journey was timed past several landmarks and past the downstream site. After traversing the rapids (ap- proximately 75% of the distance from the upstream site to the downstream site), the oranges dispersed across the river fairly evenly. It was concluded that the downstream site was adequately placed to obtain rep- resentative data. An inflatable raft was used to suspend the sensor probe and sample line at 2 meters (7 ft), approximately mid-depth at the downstream site. The ISCO Sequential Sampler was mounted on the raft since the distance to shore was too far to run a sample line and maintain sample line integrity. An Orbisphere Dissolved Oxygen meter and chart -42- ------- recorder housed on shore in a tent were used to measure dissolved oxygen and temperature. River samples were taken in the same time sequence as the upstream samples. A recording rain gauge was installed at this site to record the rainfall rate during storm events. A river depth profile was also conducted at this location. The runoff drainage areas were very well delineated by the appear- ance of vegetation between the road and the river. It was difficult to set the sampling plugs vertically into the rocky, rubble-strewn surface, so they were installed in the ground at a slight horizontal angle with the screened opening facing uphill. Approximately 50 plugs were dis- tributed in the three main drainage areas and were kept covered with tape until a rainfall event started. A compositing bucket was placed under the coal pile drain pipe and an ISCO Sequential Sampler was used to collect runoff samples from this bucket. In operation, the sampler intake was continually plugged with push-along solids, and the sampler was replaced by manual sampling. 3.2.4.2 Portland Station The objective for Portland was the same as for Warren, namely to char- acterize the coal pile runoff and its effect on the river. The test plan remained basically unchanged, but modifications in implementing it were necessary to reflect the specific differences between the two sites. At Portland a small area of land north of the plant is used for fly ash storage during winter months. Runoff from this area drains under the plant fence and into the river. The upstream station was placed just up- stream from this location approximately nine meters (30 ft.) from -43- ------- the shore. An air-Inflatable raft was anchored at the upstream site to hold the sensors and sample lines at mid-depth, approximately three meters (10 ft.) below the surface. The swift current, local turbulence, and rocky bottom created great difficulty when personnel attempted to anchor the raft to its station. Broken and slipped moorings hindered the data gathering effort at this site throughout the program. An ISCO Sequential Sampler was used to collect river samples in exactly the same fashion as at the Warren site. In place of the ODBC Aqua Monitor, an Orbisphere dissolved oxygen and temperature meter was used for those parameters. A battery powered chart recorder was used to record these data during a storm event. The lower station was established approximately 30 meters (100 ft.) downstream from the cooling water discharge tunnel, approximately 230 meters (750 ft.) from the upstream site. An identical instrumentation and sampling arrangement as at the upstream site was used. The coal pile runoff drained to both the ash pond and the storm sewer. A portion of the runoff to the storm drain was intercepted for sampling. Initially, an ISCO Sequential Sampler was installed in the storm drain but large coal particles continually plugged the sample intake line and pump. To solve this problem, sampling plugs were placed in an array around the storm sewer inlet. Approximately 25 sampling plugs were also deployed in the drainage basin of the fly ash storage area. As with the sequential samplers, samples were collected every ten minutes for the first 90 minutes, and half hourly for the duration of the storm event. -44- ------- During the one storm event sampled at Portland, river conditions (swift current and rising level) hampered river sampling since the only access to the river sites was by boat. Due to the turbidity of the run- off, flow measurements were unsuccessful. The quantity and color of the solids in the runoff masked the dyes used as flow-timing indicators. The storm drains were partially clogged in several locations so that velocity markers could not be used. A second storm could not be sampled at this site due to a prolonged dry spell, followed by the beginning of cold weather and freezing conditions. 3.2.4.3 Analytical Procedures Analysis of samples for pH, sulfate and alkalinity was performed on site in a field laboratory to guard against the effects of sample de- gradation. Where extreme values were noted, the samples were returned to the chemical laboratory in Wethersfield, Connecticut for further analysis. Samples were also returned to this laboratory for analysis of total dissolved and suspended solids, acidity, total iron, aluminum, and manganese. Sulfate samples which required large dilutions were also returned to the laboratory. All samples were preserved by appro- priate means for transportation as shown in Table 3-7. For analysis of alkalinity, appropriate sample aliquots were ti- trated with standard 0.02 N sulfuric acid using methyl orange as an indicator. The titration is complete at a pH of 4.0. For samples with pH values of less than 4.0, acidity titrations were performed on appro- priate aliquots with standard 0.1 N sodium hydroxide as the titrant to -45- ------- TABLE 3-7 PRESERVATION AND ANALYTICAL METHODS USED FOR SAMPLE ANALYSES Parameter PH Total Dissolved Solids Total Suspended Solids Sulfate Alkalinity /Acidity Total Iron Total Aluminum Total Manganese Preservative None Cool to 4°C Cool to 4°C Cool to 4°C Cool to 4°C HN03 to pH <2 HN03 to pH <2 HN03 to pH <2 Concentration Technique None None None None None Evaporation Evaporation Evaporation Analytical Method* Determined on site; Electrometric Filtration; Evaporation; Gravimetry Filtration; Gravimetry Turbidimetry Titrimetry Atomic Absorption; Air-Acetylene Flame Atomic Absorption; Nitrous Oxide-Acetylene Flame Atomic Absorption; Air-Acetylene Flame Limit of Detection 0.1 0.1 mg/1 0.1 mg/1 0.5 mg/1 1 mg/1 0.05 mg/1 0.2 mg/1 0.012 mg/1 * Analyzed in accordance with procedures described in Standard Methods for the Examination of Water and Wastewater, 14th edition, APHA, AWWA, WPCF, 1975. ------- a pH of 8.3. Because samples analyzed for acidity were highly colored, measurement by pH meter was used to identify the endpoint. The turbidimetric method was used to determine sulfate concentra- tions. Standard curves were generated daily from known sulfate concen- trations. Upstream and downstream samples posed no unusual problems. Direct runoff samples, however, were found to have high sulfate concen- trations. For these samples large dilutions were necessary to make sam- ples fall within a workable range. The runoff samples from both sites had high color and turbidity backgrounds. Turbidity measurements were made prior to the development of the barium sulfate suspension and this back- ground value was subtracted from the value after the barium suspension formed. Total dissolved and total suspended solids were determined by fil- tering an appropriate sample aliquot through a tared Gooch crucible con- taining a standard Reeve Angel type 934 AH glass fiber filter disc. Weighing of the material remaining on the filter disc after drying at 103°C is a measure of total suspended solids. The filtrate is placed in a tared evaporating dish. The material remaining in the dish after evaporation and drying at 103°C is a measure of the dissolved solids. No significant problems were encountered in performing this analysis. In order to determine total iron, aluminum and manganese, it was ne- cessary to concentrate the samples. Concentration factors varied from two to four depending on the nature of the sample. The concentration was accomplished by digestion using nitric acid. Measurement was made by atomic absorption spectrophotometry using an air-acetylene flame for iron -47- ------- and manganese and a nitrous oxide-acetylene flame for aluminum. Standard curves were generated with each series of analysis by using known concentra- tions of the appropriate metal. For the most part pH was determined on site. In instances where time was a limiting factor, the samples were returned to the laboratory for analysis. Before pH measurements were made, the meter was standardized using three buffers of pH = 4.01, 7.00, and 9.18. Dustfall samples were collected daily from a measured ground area. These samples were returned to the laboratory for analysis of leachable material. Each sample was first weighed to determine the total particulate of dustfall. The samples were then leached in a measured amount of dis- tilled-deionized water by constant rotation over a seventy-two hour period. The resulting water solution after filtration was analyzed for pH, total dissolved solids, sulfate, total iron, manganese and aluminum. The analysis was then conducted in the same manner as that described for the water samples. With the exception of pH, results were reported as per- cent dry weight leachable material of the entire dustfall sample. 3-2.4.4 Quality Control of Analytical Work At the time of collection each sample was assigned a unique identifi- cation number which referred to the sampling location, the day sampled and the time. An inventory of all samples plus the required analysis was then prepared for submission of the set of samples to the chemical laboratory. The supervisor of the chemical laboratory received all samples for analysis, and checked to insure agreement between the actual sample bottles and the -48- ------- accompanying inventory log. The supervisor then assigned an analysis number to the set of samples and scheduled the samples for work-up by laboratory chemists and technicians. Once analysis of the samples was completed, all final results and raw data were returned to the supervisor who reviewed them for accuracy. The supervisor then selected, at random, ten percent of the set of samples for re-analysis and returned them to the laboratory. Final results and raw data were again returned to the supervisor for review and comparison with previous results for reproducibility. The supervisor then reported all final results to the project manager. A file is maintained in the office of the chemical laboratory supervisor which contains all pertinent data for the specific project such as final results, calculations and pro- ject memorandums. Field analysis data were handled in much the same manner. They were returned to the chemical laboratory for review for accuracy. Where possible, the supervisor submitted to the in-house laboratory ten percent of the samples analyzed in the field for repeat analysis in order to determine reproducibility. The supervisor then approved the field results for use by the project manager. All water and wastewater analyses were performed according to pro- cedures described in Standard Methods for the Examination of Water and Wastewater. 14th edition, APHA, AWWA, WPCF, 1975 and Methods for Chemical Analysis of Water and Wastes, Methods Development and Quality Assurance Research Laboratory, U. S. Environmental Protection Agency, 1974. -49- ------- An inventory file is maintained by the chemical laboratory super- visor of all instrumentation in the laboratory. This file documents instrument performance and contains such information as manufacturer, installation date and serial number. Instrument servicing is documented in this file, including date of the service call, who performed the service and how the problem was corrected. For analytical balances, this file serves to document annual service to insure performance within manufacturer's specifications. Balance files also record calibration by weight traceable to the National Bureau of Standards. Each time an analysis is run, a standard curve is generated for in- strument calibration. For atomic absorption work a copy of each curve is kept with the instrument to indicate possible trends in instrument performance such as hollow cathode lamp deterioration. Copies of all ! standard curves are also kept in the appropriate project file along with the raw data. The laboratory maintains a supply of stock standard solutions for dilution on a daily basis as needed. Stock standard solutions are clearly labeled with date of preparation, concentration and discard dates. Monitoring the laboratory's performance is accomplished in several ways. Periodically during the course of the year, TRC requests from the Regional Quality Control Coordinator, U. S. Environmental Protection Agency, reference samples from any of the following series: nutrient analyses, demand analyses, mineral analyses, mercury analyses or trace metals analyses. Once received, these samples are analyzed along with any set of similar samples presently in-house. Results are compared -50- ------- with quoted concentrations for accuracy and corrective action is taken when necessary. As part of maintaining an approved Public Health Laboratory license with the Connecticut State Department of Health, TRC is required to participate in its proficiency test program. This consists of periodic mailings of reference samples similar to those described above which must be analyzed within a specified period of time. Results are returned to the state laboratory for statistical analysis. A representative from the State Department of Health also inspects the facility on an annual basis. The laboratory condition is documented and this record is kept on file at the Health Department with a copy sent to the laboratory supervisor at TRC, 3.2.5 Results of Field Survey Despite the less than desirable amount of storm activity at Warren and Portland, enough data were collected to show some interesting effects. From the analyses of the coal pile runoff and receiving waters during dry and wet weather, some general characterizations can be made. The laboratory analyses of the field data during dry and wet periods at all sampling stations show a broad range of values. These ranges of values were substantial enough to mask any apparent relationships be- tween sites and sampling locations. Several statistical summaries have been prepared for selected pollutants during dry and wet periods at the two sampling locations in the receiving body. These summaries included arithmetic means, standard deviation, coefficients of varia- tion and best estimates of variance to provide the statistical basis for -51- ------- comparisons of results. These tests were performed within 95% confi- dence limits for the selected pollutants of interest. The 95% confi- dence limits were defined as: where: X = arithmetic mean of data set with n elements t = percentile of the 't1 distribution at v degrees of free- dom and (1 - a) confidence limits S2 - best estimate of sample variance of n elements in data set. The calculations were done using two-tailed tests with non-detected values distributed proportionally between 0 and the limit of detection for the specific pollutant. It was assumed that the distribution of the data was approximately similar to a normal distribution. A plot of several sets of data on normal probability coordinates confirmed this assumption. Runoff data are presented as time averages and no attempt was made to evaluate them statistically. Reliable river dissolved oxygen data were not obtained at either site. Equipment malfunction and defective sensors were the primary cause of the problems at both sites. i 3.2.5.1 Warren Station Data Table 3-8 shows the range of pollutant concentrations at the vari- ous sampling locations at the Warren Station. The most significant -52- ------- TABLE 3-8 RANGE OF POLLUTANT CONCENTRATION AT THE SAMPLING LOCATIONS AT WARREN STATION OF PENNSYLVANIA ELECTRIC CO., WARREN, PA AUGUST"- SEPTEMBER, 1976 i Ul u> I Pollutant Total Suspended Solids Total Dissolved Solids Iron Aluminum Manganese Sulfate Total Alkalinity @ CaCOa Total Acidity @ CaCOs pH RANGE OF POLLUTANT CONCENTRATIONS, mg/1 Upstream Dry 1-21 100 - 170 .14 - .40 N.D.1 .013 - .090 11 - 20 38 - 48 - 6.77 - 7.80 Wet 2-5 60 - 130 .09 - .17 N.D.1 .025 - .040 12 - 17 38 - 42 - 6.60 - 6.76 Downstream Dry 1-11 80 - 180 .06 - .34 N.D.1 N.D.2- .040 11 - 22 36 - 45 - 6.77 - 7.60 Wet 2-12 - .09 - 1.03 N.D.1 - 26.6 .030 - .060 12-24 40 - 41 - 6.36 - 6.87 Coal Pile Discharge Pipe Dry 12 - 19000 2300 - 21700 160 - 23500 20 - 1800 2 - 100 90 - 57000 - 200 - 38000 1.48 - 3.37 Wet 1700 - 13000 2300 - 115000 700 - 1400 70 - 100 9-15 1600 - 2700 - 1900 - 2900 2.35 - 3.36 1None detected, <0.2 mg/1 2None detected, <0.012 mg/1 ------- observation is that the pollutants in the coal pile discharge pipe are more concentrated during dry weather (leachate) than wet (runoff), as would be expected. The downstream pH values do appear lower under both wet and dry sampling conditions. More data are necessary to establish a cause and effect relationship between runoff and pH behavior in the river. Table 3-9 presents the mean concentrations with 95% confidence limits for selected pollutants in the receiving body. These data show the extreme variability in the measurements made upstream and downstream. Generally, the upstream and downstream sites appear to have similar pol- lutant concentrations but a more detailed analysis was made using Student's 't1 and the 'F1 distribution tests. Table 3-10 shows the results of the 't1 and 'Ff tests for comparisons of data from the upstream and downstream sites during dry and wet periods. The data used in 't' and 'F1 tests can be found in Appendix A (Table A-l). There is no statistical difference between mean pollutant concentrations at the upstream and downstream sites during dry weather. The sample vari- ances for TSS and Fe during the dry period at both sites were statistically different. Student's 't' tests were also performed using 60% confidence limits since no trends appeared using the 95% confidence limits. Comparisons of the 't' test results did show for 60% confidence limits: Statistically significant difference between upstream-'dry' and upstream-'wet', downstream- 'dry1 and downstream-'wet', downstream-'wet' and upstream-'wet1 for a major- ity of the pollutants. The statistically significant differences in these -54- ------- TABLE 3-9 MEAN POLLUTANT CONCENTRATIONS WITH 95% CONFIDENCE LIMITS IN THE ALLEGHENY RIVER AT WARREN STATION OF PENNSYLVANIA ELECTRIC CO., WARREN PA AUGUST - SEPTEMBER, 1976 Pollutant TSS SOtt Fe Mn Alk POLLUTANT CONCENTRATION, mg/1 Upstream Dry 8.11 ± 2.26 13.89 ± 0.84 0.23 ± 0.02 0.028 ± 0.005 41.65 ± 0.85 Wet 7.25 ± 3.18 15.09 ± 0.94 0.12 ± 0.03 0.032 ± 0.003 40.33 ± 0.94 Downstream Dry 4.13 ± 2.04 13.83 ± 1.45 0.21 ± 0.09 0.023 ± 0.005 39.33 ± 0.89 Wet 5.50 ± 2.71 16.65 ± 2.25 0.39 ± 0.27 0.043 ± 0.012 40.30 ± 0.34 95% confidence limits = x ± t. JF i,.025lln -55- ------- TABLE 3-10 COMPARISONS OF MEAN VALUES & VARIANCES WITHIN 95% CONFIDENCE LIMITS AT UPSTREAM & DOWNSTREAM SITES DURING DRY & WET SAMPLING PERIODS WARREN, PENNSYLVANIA AUGUST - SEPTEMBER, 1976 Pollutant TSS S04 Fe Mn Alk 1 Ui T TSS SOi* Fe Mn Alk TSS SOv Fe Mn Alk TSS SOi, Fe Mn Alk Degrees of Freedom 50 44 52 51 65 16 19 17 18 17 45 37 43 44 50 21 26 26 25 32 t Test 7.47 3.06 0.138 0.015 2.59 8.45 4.57 0.495 0.019 1.86 9.26 2.91 0.086 0.017 3.81 6.71 4.96 0.42 0.0202 2. SO Difference Between Means U P S T R E A 3.98 0.06 0.02 0.005 2.32 U P S T R E A 1.75 1.56 0.27 0.011 0.03 U P S T R E A 0.86 1.20 0.11 0.004 1.32 D 0 W N S T R 1.37 2.82 0.18 0.0200 0.97 Is Difference Between Means Significant? M DRY - DO No No No No No M WET - DO No No No No No M WET - UP No No Yes No No E A M WET - No No No Marginal No Critical 'f for 95% Confidence WNSTREAM DRY 2.69 2.53 2.416 2.422 2.173 WNSTREAM WET 4.82 3.96 4.36 4.72 4.10 STREAM DRY 2.50 2.57 2.52 2.42 2.44 DOWNSTREAM D 3.38 2.98 3.01 3.10 2.73 'F1 Ratio 3.38 0.55 0.12 2.00 1.72 1.88 0.196 0.011 0.10 6.52 0.43 0.41 0.33 0.10 0.20 R Y 0.77 1.16 3.62 2.00 0.05 Is Difference Between Variances Significant? Yes No Yes No No No Yes Yes Yes Yes No No No Yes Yes No No Yes No Yea Upstream > Upstream < Upstream < Upstream < Upstream < Upstream > Wet < Dry Wet < Dry Wet > Dry Wet < Dry Downstream Downstream Downstream Downstream Downstream Downstream . ------- data are mitigated by the comparisons of upstream dry and downstream dry data which show unexpected differences for TSS, Mn and alkalinity. A summary of these comparisons is given in Appendix A, Table A-3. Table 3-11 shows the characteristics of the coal pile leachate during the dry weather sampling. The site layout with the drainage ditch and pipe facilitated collecting leachate samples. These data show that the leachate is concentrated and extremely acidic. The flow rate was very low and no effect on the river was detected. The total suspended and dissolved solids concentrations seem to be dependent upon the length of time since the previous rain. As this time increases, the concentrations decrease. The color of the leachate remained amber during the dry period. Table 3-12 shows the rainfall event data collected at Warren, Pennsylvania. Other than suspended and dissolved solids, the pollutant concentrations were fairly consistent between the two storms. Since the first storm was a short-term, moderately intense cloudburst, it was not possible to collect samples quickly enough to show any immediate effect of the runoff on the river. From this storm it was verified that the plug locations for sampling the surface runoff were adequate. The second storm lasted much longer and provided the bulk of data for the data evaluation and conclusions. Table 3-13 presents the characteristics of the coal pile runoff and the surface runoff from the access road during the second storm event. At the start of the storm, the "first flush" effect with its higher pollutant concentrations can be seen. These values generally de- clined through the rainfall period. Some perturbations do appear -57- ------- TABLE 3-11 CHARACTERISTICS OF COAL PILE LEACHATE-DRY WEATHER AT WARREN STATION OF PENNSYLVANIA ELECTRIC CO., WARREN, PA AUGUST - SEPTEMBER, 1976 1 Ul GO 1 Date 8/25/76 8/27/76 9/16/76 Hours Since Last Rain 250 17 505 Pollutant Concentration, mg/1 TSS 200 18,700 12 TDS 40,000 82,600 21,700 SOit 57,000 45,000 25,000 Fe 23,500 14,000 9,700 Al 1,800 1,400 1,100 Mn 100 70 70 Acidity 18,000 27 ,000 37,600 PH 2.4 2.1 1.5 Discharge Flow Rate 1pm (gpm) 1.5 (.39) 1.5 (.39) 1.4 (.39) ------- TABLE 3-12 CHARACTERISTICS OF RAINFALL EVENTS AT WARREN STATION OF PENNSYLVANIA ELECTRIC CO., WARREN, PA AUGUST - SEPTEMBER, 1976 i Ui vo i ! ! i i 1 Site . Storm ; Warren 1 8/26/76 i i Total Elapsed Time Precipitation min cm (in) 20 , 2.8 (0.11) i i } 2 9/17/76 430 8.9 (0.35) l ': POLLUTANT CONCENTRATION, mg/1 1 TSS 0.9 i TDS ! S04 Fe 1679. l I 1.5 I 11. i i 14.9 21.5 i i i • 12.4 . 19.8 t \ Mn 0.275 Al pH ! ! 3.18 \| 3.90 j i 0.304' 2. 71 i 4.15 j i ------- TABLE 3-13 CHARACTERISTICS OF COAL PILE & ACCESS ROAD RUNOFF DURING SECOND STORM EVENT AT WARREN STATION OF PENNSYLVANIA ELECTRIC CO., WARREN, PA 17 SEPTEMBER 1976 TIME 1000 - 1015 - Rain Start 1015 - 1030 1030 - 1045 1045 - 1100 1100 - 1115 1115 - 1130 1130 - 1200 1200 - 1230 1230 - 1300 1300 - 1330 1330 - 1500 - Rain End POLLUTANT (mg/1) COAL PILE RUNOFF TSS 9800 4200 6400 11400 5000 1700 1400 1600 1700 1700 23000 TDS 4600 3300 2400 2400 2500 3700 3800 3100 3000 - 500 SO, 2300 2300 1600 1800 2100 2100 2700 1700 1000 - 200 FE 900 - 700 1400 700 500 - 300 200 - - AL 100 - 90 70 80 - - - - - - MN 40 - 10 10 10 - - - - - 2 ACIDITY 3200 2600 3100 2000 2200 2900 - - - - 500 DISCHARGE FLOW RATE 1pm (gpm) 22 (5.8) 20 (5.3) 20 (5.3) 17 (4.5) AVERAGE SURFACE RUNOFF TSS 11200 1400 4900 4400 3700 3000 1100 3100 1700 1500 2300 TDS 2800 900 900 600 500 400 600 700 700 - 1400 SO k 1000 600 500 900 400 FE 100 i 200 200 - 300 200 j 200 600 500 - - 1000 - 200 - - 400 AL 100 40 30 40 50 - - 40 - - 70 MN ' ACIDITY 10 1700 5 -' 600 4 ; 600 5 j 500 5 ! 300 .' - i 100 - ! 500 7 : 500 1 6 : 1000 o I ------- since the rain did not fall at a constant rate throughout the day. All measured pollutant values are lower during rain than during dry periods. When a comparison of the data in Tables 3-11 and 3-13 is made, it appears that water stored in the coal pile solubilizes various impurities in the coal and leaks out very slowly. Rainfall washes out the stored water within the pile, thus greatly diluting the impurities. It was noticed that, in comparing the coal pile runoff with the dry weather leachate, the mass loading per unit time of all pollutants except suspended solids, is greater during the dry period. A closer examination of this behavior is warranted. The surface runoff shows much similarity with the coal pile runoff as the contaminant levels decreased through the storm's duration. Black granular material was observed on the access road and runoff surfaces during the field work and the data do indicate the presence of similar con- taminants as in the coal pile runoff. The coal pile and surface runoff responded very quickly to rainfall intensity. The ground around the coal pile and the surface runoff areas had a very low porosity, practically zero. Within minutes after the rain stopped, the runoff declined to zero and the coal pile discharge returned to its prior appearance and flow rate. The 't1 and 'F' tests presented in Table 3-10 show no statistically significant effect of runoff on the river. However, in the case of sulfate, iron, manganese and alkalinity, the sample variances were sig- nificantly different. In the cases where differences were noted, except for total alkalinity, the upstream sample variance was lower than down- stream. This difference is partly related to the sampling locations. -61- ------- Although both locations were as representative of the river's cross- section as could be determined, it is likely that the downstream site contained a greater number of anomalies. The river was very wide at this point with a greater probability for peculiarities in flow pat- terns due to the delta formation, rapids and the large island just up- stream of the site. In a comparison of each river site during the wet and dry periods, the data show only two statistically significant differences. At the upstream site the data indicate a difference in the mean concentration of iron. The dry period had much higher concentrations than the wet period. There was a marginal difference in manganese concentrations during wet and dry periods at the downstream site. In comparing these 'wet' versus 'dry' variances with upstream versus downstream variances, it can be seen that they are partly the result of differences in the characteristics of each site as well as differences created by the rain- fall events. 3.2.5.2 Portland Station Data Table 3-14 shows the range of values for each pollutant at the Portland Station sampling sites. These ranges are similar to those measured at the Warren Station sites. They commonly vary by up to an order of magnitude. The pH values during the short sampling period at Portland appear to cover a higher range downstream from the plant contrary to pH values observed at Warren. -62- ------- TABLE 3-14 RANGE OF POLLUTANT CONCENTRATION AT THE SAMPLING LOCATIONS AT PORTLAND STATION OF METROPOLITAN EDISON CO., PORTLAND, PA OCTOBER 1976 Pollutant Total Suspended Solids Total Dissolved Solids Iron Aluminum Manganese Sulfate Total Alkalinity @ CaCO 3 Total Acidity @ CaCO pH RANGE OF POLLUTANT CONCENTRATION, mg/1 Upstream Dry 3-33 43 - 72 .18 - 2.0 N.D1- .63 .03 - .14 10 - 18 12 - 25 - 6.2 - 6.8 Wet 10 - 20 62 - 89 .18 - .45 N.D.1 N.D?-. 03 9-22 16 - 19 - 6.5 - 6.8 Downstream Dry 2-43 38 - 71 .18 - 1.4 N.D.1- 1.25 .01 - .18 5-12 12 - 21 - 6.3 - 7.2 Wet 4-11 46 - 67 .18 - .63 N.D.1 N.D.- .03 5-11 16 - 20 - 66 - 7.2 Coal Pile Runoff Dry - - - - - - - - - Wet 220 - 3800 600 - 7500 18 - 400 2.75 - 88 3.75 380 - 6000 - 300 - 4600 2.35 - 3.10 Fly Ash Pile Runoff Dry - - - - - - - - - Wet 840 -15200 730 - 2500 73 - 245 63 - 200 .03 - 25 100 - 1600 - 11 - 800 2.72 - 3.06 xNone detected, < 0.2 mg/1 2None detected, < 0.012 mg/1 ------- Table 3-15 shows the 95% confidence limits for the upstream and downstream sites during dry and wet periods. As was true with the Warren sampling data, most of the Portland data at each river sampling site seems to be similar during both the 'dry' and 'wet' sampling periods. A comparison of Portland data with Warren data indicates that the Delaware River at Portland has higher suspended solids, iron and manganese, but lower alkalinity and similar sulfate. Student's 't' and 'F' distribution tests of significance were performed to establish any apparent relationships between sites and sampling loca- tions (see Table 3-16). The tests were based on the data shown in Appendix A (Table A-2). As expected, the 't1 and 'F' tests on the dry weather data show no significant differences between means or variances at upstream and down- stream sites. The sample variances at Portland were noticeably greater than at Warren, due possibly to the smaller sample size at Portland. The intrinsic characteristics of each river's behavior, as well as the sampling techniques used, are also undefined contributors to the sample variance. Student's t't tests using 60% confidence limits were also performed on the Portland data since no trends appeared using the 95% confidence limits. The 't' test results using 60% confidence limits showed: 1. Statistically significant differences between downstream 'dry' and downstream 'wet' (all five pollutants), up- stream 'dry' and upstream 'wet' (three pollutants), up- stream 'wet' and downstream 'wet' (three pollutants). 2. No statistically significant differences between upstream 'dry' and downstream 'dry' except for -64- ------- TABLE 3-15 MEAN CONCENTRATIONS WITH 95% CONFIDENCE LIMITS FOR SELECTED POLLUTANTS AT THE PORTLAND STATION OF METROPOLITAN EDISON CO., PORTLAND, PA OCTOBER 1976 Pollutant TSS SO it Fe Mn Alk POLLUTANT CONCENTRATION, mg/1 Upstream i Dry Wet 12.72 ± 4.86 13.54 ± 5.91 12.86 ± 1.31 14.25 ± 6.12 0.56 ± 0.22 0.30 ± 0.10 0.051 ± 0.016 0.020 ± 0.010 16.07 ± 1.82 ! 17.60 ± 1.42 Downstream Dry 11.66 ±6.96 10.10 ± 1.10 0.56 ± 0.18 0.055 ± 0.020 15.59 ± 1.26 Wet 7.39 ± 2.20 8.15 ± 1.31 0.43 ± 0.21 0.016 ± 0.006 16.38 ± 0.43 -65- ------- TABLE 3-16 COMPARISONS OF MEAN VALUES & VARIANCES WITHIN 95% CONFIDENCE LIMITS AT UPSTREAM & DOWNSTREAM SITES DURING DRY & WET SAMPLING PERIODS PORTLAND STATION Pollutant TSS SO 4 Fe Mn Alk TSS SO Fe Mn Alk TSS SO i Fe Mn Alk TSS SO it Fe A.1V. Degrees of Freedom 27 35 37 36 29 11 16 16 16 11 16 20 22 21 17 22 31 31 31 23 t Test 17.48 3.32 0.55 0.05 4.20 9.82 7.34 0.631 0.044 2.22 17.40 7.02 0.791 0.058 6.52 20.29 3.38 O.S68 O.O55 3.79 Difference Between Means U P S T R E 1.06 2.76 0 0.004 0.48 U P S T R E 6.15 6.10 0.13 0.004 1.22 U P S T R 0.82 1.39 0.26 0.031 1.53 D 0 W N S T R 4.27 1.95 0.13 O.O39 0.79 Is Difference Between Means Significant? AM DRY - DOWN No No No ; NO No AM WET - DOWN No. No No No No EAM WET - UPS No No No No No EAM WET - DOW No No No No No Critical 'f for 95% Confidence STREAM DRY 2.96 2.62 2.53 2.55 2.86 STREAM WET 5.52 4.12 4.04 4.04 5.52 TREAM DRY 4.12 3.73 3.44 3.50 4.00 NSTREAM DRY 3.29 2.72 2.73 2.73 3.22 'F1 Ratio 0.378 1.18 1.21 0.50 1.65 3.26 5.16 0.091 1.00 4.81 0.350 3.76 0.052 0.100 0.131 0.041 0.861 0.688 o.os O.O45 Is Difference Between Variances Significant? No No No No No No Yes Upstream > Downstream Yes Upstream < Downstream No No No Marginal Dry < Wet Yes Dry > Wet Yes Dry < Wet No Yes Dry > Wet No No Yes Dry > Wee Ve0 Dry >• Wee ------- A comparison of the 't1 test results with 60% and 95% confidence limits is shown in Appendix A, Table A-3. Based on these results, there is some justification that runoff from the Portland plant was having an effect on the TSS levels and the alkalinity of the river. The alkalinity decreased indicating that the acidic runoff was having an effect. However, TSS concentration was lower, probably due to the cooling water discharge rather than the storm runoff. The parameters associated with the single rain event at Portland are presented in Table 3-17. The rain at Portland had noticeably lower con- centrations of iron, manganese and aluminum than at Warren. Other para- meters were similar between the two sites. When compared with the Warren data, the coal pile runoff has sub- stantially lower concentrations of pollutants (see Table 3-18). In part, this is the result of the different sampling procedures required at each site as determined by the site layout. At Warren, the entire runoff from the coal pile was intercepted by a drainage ditch. At Portland, only a small portion of the total runoff was captured from a coal pile that was much farther from the sampling location. Collection of samples \ had to be made near the surface drain since the terrain near the pile was uncertain and the survey objective was to examine only the portion draining to the river. It is also possible that the distance between the coal pile and the surface drain allowed the soil to filter pollutants out of the runoff. Compared with Warren, the response of runoff flow at Portland was much slower (i.e., there was a greater time lag) with respect to the rainfall intensity. The runoff did have sufficient force to transport -67- ------- TABLE 3-17 CHARACTERISTICS OF THE RAINFALL EVENT AT PORTLAND STATION OF METROPOLITAN EDISON CO., PORTLAND, PA 20 OCTOBER 1976 00 Site ' Portland Storm 10/20/76 Elapsed Time min 810 Total Precipitation mm (in) 39.2 (1.55) POLLUTANT CONCENTRATION, mg/1 TSS 2. TDS 102 SO 9.7 Fe 0.18 Mn ND1 Al ND2 pH 5.70 Detected, < 0.012 mg/1 2None Detected, < 0.2 mg/1 ------- TABLE 3-18 CHARACTERISTICS OF COAL PILE & FLY ASH AREA RUNOFF DURING THE RAINFALL EVENT AT PORTLAND STATION OF METROPOLITAN EDISON CO., PORTLAND, PA 20 OCTOBER 1976 V£> I TIME 0700 - 0730 0730 - 0800 0800 - 0830 0830 - 0900 0900 - 1000 1000 - 1100 1100 - 1200 1200 - 1300 1300 - 1400 1400 - 1500 1500 - 1700 1700 - 1830 POLLUTANT (mg/1) COAL PILE RUNOFF TSS 240 300 350 - 230 280 - - 1700 2200 2200 3800 TDS - - 500 600 600 3400 - - 4200 7500 4800 4300 SOit - - 500 500 400 2000 - - - 6000 - 2600 FE1 20 40 - 60 80 400 - - 300 - 200 400 AL1 8 19 - 15 15 50 - - 30 - 50 90 MN1 0.4 0.8 _ 0.6 0.5 1.8 - - 1.6 - 2.5 2.5 ACID- ITY 290 300 - 370 300 2400 - - - 4600 - 2600 FLY ASH AREA RUNOFF TSS 200 400 - - 800 1200 6600 - - 14000 2300 1200 TDS 200 400 - - 1300 1700 2200 - - 1800 1000 800 SOit 100 200 - - - 1100 1400 - 1200 FE - - - - 100 200 - - 200 800 150 700 - AL — - - - - 60 140 — - 200 60 - MN — - - - - 2.3 1.3 - - 0.2 1.2 - ACID- ITY 10 200 - - 400 700 900 500 600 500 LConcentrations as entering the river ------- quite large (1-5 mm) particles. Plug sampling replaced automatic sampling after the sequential samplers became inoperative from being jammed with these particles. The plug collectors, even with screen covers, did collect some of the push-along particles that the sequential sampler did not. This could explain the change of pollutant concentrations at 1000 hours. The large particles were removed from the sample within a few hours prior to returning the samples for analysis, but their partial dis- solution could explain the increase in concentrations. There is also the possibility that rainfall intensities, with their effect of washing out more of the soluble material, could have caused this increase. The fly ash pile area released much higher concentrations of suspended and dissolved solids into the river than the coal pile runoff released. Acidity, sulfate, and metals concentrations were lower. The flow from the coal pile and the fly ash storage area could not be quantified with any success. If the study had continued for another rain event, semi-permanent weirs would have been installed to eliminate this problem. As indicated in Table 3-16, the runoff from the coal pile and fly ash area did not have any measurable effect on the river. Statistically, there was no measured difference at either site during the wet and dry sampling periods. These observations must be mitigated by the small sample size as well as statistically significant differences in the sample variances. The sample variances at Portland, except for dry weather comparisons, are statistically different for each of the compared sample sets. There is no apparent consistency to these differences with respect to pollutant, site, or sampling condition. It can be concluded that a rain event does -70- ------- introduce an additional degree of variability to the data. The Portland 'dry' data shows no difference in variance between samples taken at the two sampling sites. This does contrast with the Warren 'dry1 data which did have some variances. It is inferred that the sampling location is another factor affecting the Warren data but not the Portland data, where the river flow pattern was less complex. The sample variances are similar at Warren and Portland for each pollutant with few exceptions, despite the slight differences in sample size. Total suspended solids and iron seem to have the greatest degree of variation at both sites under the different sampling conditions. The Warren and Portland Station data do not show any coal pile runoff impact on the river. It appears sample sizes may be too small to indicate a definitive conclusion of the runoff effects at either Warren or Portland. The data certainty can be improved with a larger data base and some im- provement in sample variances. 3.3 Model Development Prior to the work described in this report, a mathematical model had not been developed to quantify and qualify stormwater runoff and to determine the impact of such runoff on receiving waters for specific industries, with the exception of agriculture and mining. The objective of this program was to develop such a mathematical model capable of quan- tifying and qualifying non-point source industrial loadings and their im- pact on receiving waters. To increase model utilization, the model was to be inherently flexible so that it could be applied to various types of industry with only minor modifications. -71- ------- To effectively satisfy the above objective, existing mathematical models were reviewed (Section 3.1.3) and the model best able to meet the study objective with the least amount of modification was chosen for development and adaptation. The model selection, modification, development, and testing program,and the results are discussed in this section. 3.3.1 . Model Selection Of the ten models reviewed (Section 3.1.3), the simplest, most flex- ible model requiring the least amount of modification with the capability to quantify and qualify stormwater runoff from industry and to determine the impact of such runoff on receiving waters was the Short Stormwater Management Model^14) and Receiv Il(15) (SSWMM-RECEIV II). The Short Stormwater Management Model (SSWMM) and Receiv II (RECEIV II) are both modified versions of the EPA-SWMM model.(16) SSWMM, developed by the University City Science Center in 1976, is a simplified version of the runoff portion of the EPA-SWMM model, and RECEIV II, developed by the Raytheon Company arid the EPA in 1974, is a modified version of the re- ceiving water portion of the EPA-SWMM model. When combined, SSWMM and RECEIV II are capable of dynamically simulating both the quantity arid quality of stormwater runoff and the impact of such runoff on the quantity and quality of receiving waters including rivers, lakes, and estuaries. The user can define, with certain restrictions, the quality parameters which he chooses to simulate. Pollutant transport can be modeled by both over- land flow and sewer routing. Dry weather flows can also be simulated. The model is primarily designed to simulate individual storm events but can be used to model multiple storm periods. -72- ------- Potential model application for both runoff and receiving water simu- lation includes all industry categories identified in this report; however, model development and modification is required for any such application. This includes modifying portions of both SSWMM and RECEIV II and inter- facing SSWMM and RECEIV II. SSWMM model simulations of the quantity of stormwater runoff are adequate for specific industrial land uses, but the quality simulations are inadequate. Presently, the quality relationship is based on finite source land utilization with all types of industry lumped into a single industrial land use category. Consequently, it was necessary to develop quality relationships and pollutant accumulation and washoff character- istics on a specific industry basis. RECEIV II modifications were necessary to enhance model definition which ensures the model's sensitivity to a specific plant's point and non-point discharges. 3.3.2 Detailed Model Description of SSWMM - RECEIV II The SSWMM - RECEIV II model as developed in this program consists of the following four distinct programs: SSWMM (Short Stormwater Management Model Program) LNKPRG (Link Program) SETUP/QUANTITY (RECEIV II Quantity Program) QUALITY (RECEIV II Quality Program) SSWMM simulates both the quantity and the quality of stormwater runoff. LNKPRG interfaces SSWMM and RECEIV II (SETUP/QUANTITY and QUALITY), while RECEIV II SETUP/QUANTITY simulates hydraulics in the receiving water and the impact of the stormwater runoff on these hydraulics. -73- ------- RECEIV II QUALITY simulates water quality in the receiving water and the impact of the stormwater runoff on the quality of the receiving water. A complete model listing for each of the four programs is listed in Appendix B. A descriptive flowchart for SSWMM - RECEIV II is presented in Figure 3-6. As indicated in the flowchart, SSWMM - RECEIV II must be operated in a SSWMM, LNKPRG, SETUP/QUANTITY, QUALITY sequence. SSWMM, LNKPRG, and SETUP/QUANTITY produce informational output files which serve as input to the next program in the sequence. QUALITY, the last program in the sequence, does not generate an output file. Input card decks are required for SSWMM, LNKPRG, SETUP/QUANTITY, and QUALITY. Results are printed out for SSWMM, LNKPRG, SETUP/QUANTITY, and QUALITY. Detailed descriptions for SSWMM, LNKPRG, SETUP/QUANTITY, and QUALITY are presented below. 3.3.2.1 SSWMM (Short Stormwater Management Model Program) The Short Stormwater Management Model Program (SSWMM) is primarily designed to simulate a storm event on a watershed, predicting both quantity and quality of storm-generated discharges. The analytical framework used to describe the watershed includes both space and time. The spatial framework consists of discrete elements that are either subcatchments (drainage areas within a watershed with overland flow) or gutters (drainage ditches, pipes, manholes, and inlets, i.e., points of runoff entry to receiving waters). The temporal framework (computational timestep length) is user selected. -74- ------- LNKPRG Output File / QUAN Input ^ QUAN > 1 fch QUAN Printout ^ Fig. 3-6 SSWMM - RECEIVII Flowchart -75- ------- SSWMM consists of a MAIN program and seven subroutines which are briefly described below. More detailed information can be found in the SSWMM Documentation.(17) MAIN The MAIN program in SSWMM performs three specific functions: 1) initialization, 2) control of computational loops, and 3) termination. 1) Initialization is a three step procedure which is done both within MAIN and in two of its subroutines. The first step calls for SUBROUTINE READIN, which reads all general input data and specific quantity data for each element. Next, all necessary variables and vectors must be set to zero before the storm starts. This is performed within MAIN itself. Finally, SUBROUTINE QSHEDI is called to initialize all specific quality data on each subcatchment. 2) Computation of flow and pollutant routing is performed within two major DO LOOPS: a TIMESTEP loop and an ELEMENT loop. For each time- step every element calls its specific subroutines to calculate the quantity and quality of discharges. Subcatchments call SUBROUTINE WSHED to route water off surfaces and SUBROUTINE QSHEDII to compute pollutant wash-offs. Pipes and manholes call SUBROUTINE GUTTER to simulate the flow of water through the sewer system and SUBROUTINE GQUAL to compute pollutant con- centrations and mass loads. 3) If the user wishes to combine sanitary sewage flow with wet weather flow, SUBROUTINE DWF is called after stormwater routing has ended. Other- wise, the program terminates. -76- ------- SUBROUTINE READIN The first subprogram called from MAIN is SUBROUTINE READIN. Its function is to read the following five classes of input data: 1) General Information about the Simulated Basin, the Storm, and Output Options. If the user wishes to save any quantity and quality results on file, he must specify, within this class of information, the file name and those elements he wants saved. 2) Specific Information about the Storm This includes the length of the storm (number of rainfall intervals), and the rainfall intensity in each of these intervals. 3) Specific Quantity Parameters for Each Element Element connectivity, areas of subcatchments, pipe lengths and diameters, flow widths and slopes are characteristics of this information. 4) General Quantity Parameters This class of information is common to either pipes or subcatchments. Manning's coefficients, storage depths, infiltration rates, and decay coefficients are typical of this needed data. Default values from SWMM are often used for these variables. 5) General Quality Information Unlike the EPA SWMM model, SSWMM allows much flexibility with this data. The model can simulate up to eight pollutants. Previous to the discretization methodology, one must first select eight major land uses characteristic of the entire watershed. (SWMM defaults its land uses.) Upon doing so, eight dust and dirt loading rates (estimated areas of pollutant accumulation per land use) are submitted as data. It is also -77- ------- necessary to choose eight pollutants that will be routed in the drainage system. The concentration of each of these in a typical catchbasin with- in the region is then required as input, stored in a 1 x 8 vector. The concentration of these constituents on the watershed (mg pollutant/gin of dust and dirt) is stored in an 8 x 8 matrix containing eight pollutant concentrations for each of the eight land uses selected. SUBROUTINE QSHEDI Prior to the storm, subroutine QSHEDI is called from MAIN for each subcatchment. Its function is to read specific quality information about each watershed and compute initial pollutant loads both on its surface and in its catchbasins. Specific quality information, as general quality information, is also very flexible. After eight major land uses have been chosen, the percentage of each of these within each subcatchment should be estimated and verified so that they need not be changed during model Calibration/ Verification (C/V). Input of the number of catchbasins within each sub- catchment, the total area of each land use within each subcatchment, and a removal efficiency needed for pollutant initialization should then be included. Pollutant initialization on the surface is a multistep procedure. The first step is to calculate the total amount of dust and dirt on the surface. Next the total concentration of each pollutant in a gram of dust and dirt is summed over all land uses within each subcatchment. These eight concentrations are then multipled by the total amount of dust and dirt on the surface to obtain the final pollutant mass load accumulation before the storm starts. -78- ------- Pollutant initialization in catchbasins is computed for each con- stituent by multiplying the estimated amount of water in one catchbasin by the total number of catchbasins in the subcatchment times the concen- tration of the specific pollutant within a catchbasin. SUBROUTINE WSHED Subroutine WSHED is called from MAIN for each subcatchment for every timestep. Its major function is to compute flow (quantity off the surface). This flow is based on the rainfall intensity during the current timestep, c and a water depth on the surface accumulated from the previous rainfall timestep. Total flow off the watershed is summed over three flows particular to three land surfaces. They are: 1) the impervious area of the sub- catchment with immediate runoff, 2) the impervious area of the subcatchment without immediate runoff, and 3) the pervious area of the subcatchment. A depth for each type of land surface is calculated using the Newton-Raphson iterative technique and a modified Manning's equation. If the depth correction function does not converge within 11 iterations, a convergence error is printed and input data must be modified. Flow for each land sur- face is then calculated by subtracting infiltration (if any) and the Newton- Raphson depth correction factor from the new rainfall and multiplying this result by the surface area. Total flow off the surface is computed by summing the three flows particular to the three land surfaces. Calculation of infiltration on the pervious area of the watershed is computed by Horton's equation for every timestep for each watershed. The infiltration is accumulated as well as the total amount of rainfall -79- ------- and printed at the end of the stormwater routing process. Surface storage, however, is calculated only during the last timestep for each element over the pervious area of the watershed and the impervious area that retains some water. It is also printed at the end of the drainage process. SUBROUTINE QSHEDII Subroutine QSHEDII is called from MAIN after flows have been routed off the watershed's surface. This subprogram computes pollutant washoff from the surface and out of its catchbasins. Computations of pollutants off the surface use an exponential de- cay function, as well as the amount of pollutant remaining on the surface at the end of the previous timestep and the average flow between the current and previous timesteps. The exponential decay function is based on the average flow over the area, an exponential decay coefficient, and the timestep length. Pollutants remaining on the watershed at the end of this timestep are calculated by taking the previous amount of pollutants on the surface minus the pollutants being washed off for the current time- step. The amount of pollutants coming out of the catchbasins is calculated using an exponential decay function and the amount of pollutants remaining in the catchbasins at the end of the previous timestep. This function also uses the average flow and the total amount of water in all the catch- basins. Pollutants remaining in catchbasins at the end of the timestep are calculated the same way as pollutants remaining on the surface. Total pollutant washoff is finally summed as pollutant washoff from the surface and pollutants flushed from the catchbasins. -80- ------- SUBROUTINE GUTTER Subroutine GUTTER is called from MAIN to route water and pollutants through sewer pipes and manholes. Unlike Subroutine WSHED, this sub- program must sum all water coming from upstream elements. These ele- ments may be a watershed(s) and/or a gutter(s). Pipes and manholes will always have at least one upstream element but never more than three. Similar to WSHED, GUTTER is executed for all pipes and manholes for every timestep. Its function is to produce a final depth in each element at the end of each timestep, and a flow from that element. This subroutine also uses the Newton-Raphson numerical method and a modified Manning's equation to determine a depth correction factor. If the equation involved does not converge within thirty iterations, an error is generated and input data must be checked. To eliminate con- vergence errors one may add more iterations or halve the timestep size. Another possibility of error arises when too much water is allowed to flow into the pipe and the element surcharges. In this case, pipe sizes should be checked and altered, or the TRANSPORT BLOCK of SWMM should be run. Generally speaking, total flow out of a pipe is an average flow over the entire timestep. It is calculated using the depth from the previous timestep and the modified depth from the current timestep. This flow ±s then emptied into the downstream pipe or manhole for .fur- ther routing. SUBROUTINE GQUAL Subroutine GQUAL is immediately called from MAIN after stormwater has been routed in GUTTER. This subprogram produces quality results -81- ------- within pipes and manholes. It is similar to Subroutine GUTTER in that upstream contributions must first be added to the element. These pol- lutant contributions, from either subcatchments or pipes, are stored in a flux vector needed for quality computation. Unlike the EPA Storm Water Management Model, SSWMM computes pol- lutant concentrations using a mass balance equation and the concept of a continuously stirred tank reactor (CSTR). M. . . + M. . . = M. . + M. . i-l, j, o i, j-1, r i, 3, r i, 3, o where: i = element j = timestep o = out r = remaining This mass balance equation states that pollutants coming into an ele- ment plus the pollutants left in the element from the previous timestep must equal the pollutants going out of the element plus the pollutants remaining at the end of the current timestep. When using the concept of a CSTR, it is assumed that concentration going out and concentration remaining are equal. This enables the attainment of a mass accountabil- ity for all pollutants in all elements. Besides producing quality results, Subroutine GQUAL also sums total gutter flow out of the last downstream element. After the sys- tem has drained, a check for unaccounted water is made and a percentage error is calculated. The unaccounted water is equal to the total -82- ------- rainfall minus (infiltration, gutter flow, and storage), divided by the total rainfall. Results are considered reasonable if this error is within two percent. SUBROUTINE DWF Unlike all the other computational subprograms, DWF makes no esti- mation of flow or pollutant concentrations of sanitary sewage discharges. Data with this information must be supplied by the user along with the diurnal variation, based on a 24-hour cycle. Dry weather flow is cal- culated by multiplying the sanitary sewage flow times the variation. This flow, calculated for each timestep, is then added to the flow cal- culated for each corresponding timestep under wet weather conditions. Pollutant mass loads are also calculated for each timestep by multiplying the sewage pollutant concentration times the diurnal variated flow. These mass loads are also added to the mass loads produced from wet weather conditions and printed as output. As discussed above, SSWMM input includes information such as phys- ical descriptions of the discretization elements, storm activity, ante- cedent pollution generation, and washoff data. Detailed input information requirements for SSWMM are listed in Appendix C of this report. Output information (printout and file) is described in Tables 3-19 and 3-20. Primary output components are time-dependent, storm-generated flows and pollutant mass loads. The utilization of SSWMM is influenced by inherent program assump- tions and by modifications TRC has made. SSWMM was not designed to simulate stormwater percolation through or the erosion of material stor- age piles (infinite sources) but only to simulate stormwater runoff. -83- ------- TABLE 3-19 SSWMM PRINTOUT 1. General input data and characteristic element data 2. All computed pollutant loads initially on each watershed and in its catchbasins for the first timestep. 3. Convergence errors on watersheds* 4. Convergence errors in pipes* 5. Surcharge in pipes* 6. Flow and mass loads for each constituent for every timestep** 7. Total rainfall, total infiltration, total runoff, total storage, and the error computed for unaccounted water. 8. Total runoff (wet weather flow and dry weather flow), total pollu- tant mass loads for any eight constituents computed under dry and wet weather conditions. * NOTE: Convergence and surcharge errors must be corrected to insure correct quantity and quality results. ** NOTE: Flow and mass loads will be printed out only for those elements specified in the input vector ISAVE. -84- ------- TABLE 3-20 SSWMM OUTPUT FILE 1. Title Read in 2. Number of timesteps Number of inlets Number of pollutants to be saved on file Timestep length (sec) Time storm starts (sec) Total area (acres) 3. Inlet numbers being saved 4. Print at end of each timestep Time (sees), flows (ft3/sec) for each inlet, up to a maximum of 8 pollutant mass loads (Ibs/min) for each inlet -85- ------- When total settleable solids and total suspended solids are selected for modeling, they must be chosen as pollutant numbers one and two respectively, since SSWMM uses a distinct computational procedure for each of these pollutants. Other pollutants, arbitrarily chosen by the user, must be modeled as pollutant numbers three through eight. Fecal coliform cannot be modeled in the TRC modified version of SSWMM. TRC has also modified SSWMM so that the initial pollutant load buildup on the land surface is not a function of gutter length in each subcatchment but is a function of the area of each land use within each subcatchment which is more representative of industrial sites. 3.3.2.2 LNKPRG (Link Program) The LNKPRG Program serves to interface the SSWMM and the RECEIV II (SETUP/QUANTITY, QUALITY) programs. Specifically, LNKPRG: 1. Relates the startup time of the storm in SSWMM to the startup time for RECEIV II. 2. Establishes an ordered array correlating the position of pollutants in the SSWMM output file to the position of pollutants in the RECEIV II input array. 3. Identifies the names of the pollutants in the RECEIV II input array. 4. Converts the flow and pollutant loadings on the SSWMM output file from English to metric units (flow from CFS to m3/sec and pollutant loadings from Ibs/min to rag/sec) in conjunction with correlating the SSWMM timestep length to the RECEIV II (QUANTITY) timestep length. When the SSWMM timestep length is less than the RECEIV II (QUANTITY) timestep length, the flow and pollutant loading values on the SSWMM output file are averaged over the RECEIV II (QUANTITY) timestep. When the SSWMM timestep length is greater than or equal to the RECEIV II (QUANTITY) timestep length, the flow and pollutant values on the SSWMM output file are not changed by LNKPRG as a function of time. -86- ------- 5. Introduces all additional (non storm-related) point source flows and loadings, i.e., background river flows and pol- lutant loadings, tributary flows and pollutant loadings, river withdrawals due to river branching, and industrial withdrawals and discharges to RECEIV II. Input information to LNKPRG includes the SSWMM output file and an input card deck. The card input consists of program interface instruc- tions. Details are listed in Appendix C of this report. Output from LNKPRG is provided on file and as printout. The file provides metric flow and pollutant loading information to RECEIV II (SETUP/QUANTITY, QUALITY) at the RECEIV II (QUANTITY) timestep length, while the printout lists metric flow and pollutant loadings at each of the SSWMM timesteps. Limitations to LNKPRG include the following: 1. The RECEIV II (QUANTITY) timestep length must be a multiple of the SSWMM timestep length. 2. Additional point source flows and loadings are considered as steady state (constant as a function of time). 3.3.2.3 SETUP/QUANTITY (RECEIV II Quantity Program) SETUP/QUANTITY processes the information from LNKPRG and computes the flow characteristics in the receiving water and the impact of the stormwater runoff on the receiving water flow characteristics. More detailed information than that presented below can be found in the RE- CEIV II Documentation Report. (18) SETUP is a subroutine of QUANTITY. It creates an information file from the LNKPRG Program output file and card deck input which is used -87- ------- by both the RECEIV II Quantity Program and the RECEIV II Quality Pro- gram. QUANTITY computes the temporal and spatial distribution of flow in the receiving waters. The analytical framework used to describe the waterway includes space and time. The spatial framework uses the discrete element method in which state variables such as water surface elevation are computed at nodes (junctions) and transport (flow and velocity) is computed in channels linking the nodes. The temporal framework consists of discrete, uniform timesteps selected by the user. "The fundamental equations of the QUANTITY model are the reduced, one-dimensional form of the equation of motion for uniform, incompres- sible flow in the open channels between the nodes: I? = -V f -F f + F w (1) and the continuity equation expressing conservation of mass of an in- compressible fluid in the open-topped nodes: A f - -Q (2) where: v = velocity (m/s) t = time (s) x = distance along the channel (m) H = water surface elevation referenced to datum plane of the model (m) g = gravitational acceleration (- 9.8 m/s2) -88- ------- Ff = acceleration due to fluid resistance (m/s2) FW - acceleration due to wind stress (m/s2) Q = the net flow out of the node (m3/s) A = the surface area of the node (m2) The acceleration due to fluid resistance is estimated by the Manning formula: R«/3 (3) where: n = Manning's roughness factor (s/m1^3) R = hydraulic radius (m) The acceleration due to wind stress is estimated by the Ekman formula: v = K ^a U2 cos ¥ (4) w R p w where: K = windstress coefficient (^0.0026) P — = ratio of air density to water density (-1.165-10 3) pw U = wind speed (m/s) ¥ = angle between the wind direction and the axis of the chan- nel." 19 Input requirements for SETUP/QUANTITY are quite extensive and in- clude geographical, meteorological, and hydraulic information on the waterway, and flow and pollutant loading information describing discharges to and withdrawals from the waterway. This input information is pro- vided by the LNKPRG output file and two input card decks. Specific -89- ------- input data for SETUP/QUANTITY is described in Appendix C of this report. Output from SETUP/QUANTITY includes files and printout. Both SETUP and QUANTITY produce output files. The SETUP file provides QUANTITY with information from LNKPRG and as such serves as an interface. The QUANTITY file contains information on the stage or tidal height at each node, the flow in each channel, and the velocity in each channel. In addition, QUANTITY provides a computational printout which includes the same information as contained on the QUANTITY file. Limitations to SETUP/QUANTITY result from assumptions made in the program and the modifications made to the program during this project. A fundamental limitation of the SETUP/QUANTITY program is that river channels must be represented as being rectangular. This approximation can break down under low flow conditions in a river. Another limitation inherent in the program is that the QUALITY timestep must always be greater than or equal to the QUANTITY timestep. In addition, the ratio of the user selected QUALITY to QUANTITY timestep is a function of river velocity. For instance, for velocities of 0.5 meters/sec, the ratio of the user selected QUALITY to QUANTITY timestep must be less than or equal to 12 to insure computational stability. In addition, TRC has modified SETUP/QUANTITY by: 1. Reducing the maximum number of nodes that can be modeled from 100 to 10. 2. Reducing the maximum number of channels that can be modeled from 225 to 10. 3. Expanding the node and channel printout arrays from 30 print cycles to 250 print cycles while reducing the number of nodes or channels for which data can be printed out from 50 to 10. 4. Placing the portion of the CONTROL DATA Input Deck applicable to QUANTITY directly into the SETUP/QUANTITY program. -90- ------- Modifications 1 through 3 were performed to enhance the sensitivity and applicability of SETUP/QUANTITY for specific near-field industrial applications which require small scale geographic discretization and small timestep length choices. Modification 4 was made to simplify model use. 3.3.2.4 QUALITY (RECEIV II Quality Program) QUALITY uses the flow characteristic information from SETUP/QUAN- TITY to compute water quality in the receiving water and the impact of the stormwater runoff on that water quality. More detailed information than that presented below can be found in the RECEIV II Documentation. As with SETUP/QUANTITY, QUALITY uses an analytical framework of space and time to describe the waterway. The spatial framework uses the discrete element method in which state variables such as constituent con- centration are computed at nodes. The temporal framework consists of discrete, uniform timesteps selected by the user. "The fundamental form of the equations describing volumetric average water quality constituent concentration in a node is: dC = !_ _ M dV dt V V7 dt where: C = volumetric average constituent concentration (typically, gm/nr) M = constituent mass in node (typically, gm) V = volume of node (m ) -91- ------- Equation (5) expresses the concept of conservation of mass in a control volume, frequently called a continuously stirred tank reactor. The deriva- tives on the right can be evaluated in terms of the flows and constituent masses crossing the boundaries of the node, and in terms of the biochemical reactions taking place in the node: ^ = i ZQ.J (C.. -C) + ZQ± (Ci - C) + EMg - EMd (6) where Q. = flows entering node from upstream nodes (m3/s) J Q. = flows entering node from point and non-point sources 1 (mVs) C. = concentration of constituent entering node from upstream nodes (typically, gm/m3) C. = concentration of constituent entering node from point and non-point sources (typically, gm/m3) M = rate of constituent mass gained due to biological, physical or chemical processes in the node (typically, gm/s) M = rate of constituent mass lost due to biological, physical or chemical processes in the node (typically, gm/s) The interactions among the 11 water quality constituents modeled in RECEIV-II are presented in the (ZM + EM,) terms. For example, the rather complex interactions affecting the dissolved oxygen are formulated as: (ZMg - ZMd) - k9 (C-C9) - k7C7 - ag, kkk Ck - a9, 5k5C5 a9, 8 (G8 - D§) C8 - (b/R) (7) where Cg = nodal concentration of DO C = saturation concentration of DO -92- ------- g = DO reaeration rate C7 = nodal concentration of carbonaceous BOD k? = rate of oxidation of carbonaceous BOD Cit - nodal concentration of ammonia nitrogen kit = rate of oxidation of ammonia nitrogen to nitrite nitrogen a9> it = stoichiometric ratio of oxygen in nitrite GS = nodal concentration of nitrite nitrogen ks - rate of oxidation of nitrite nitrogen to nitrate nitrogen ag» 5 = stoichiometric ratio of oxygen in nitrate C$ = nodal concentration of chlorophyll 11 GQ = "growth" rate of chlorophyll a_ D8 = adjusted "death" rate of chlorophyll a_ ag, s = stoichiometric ratio of oxygen produced per unit "growth" of chlorophyll a_ b = benthic oxygen demand All reaction rates (k's) are adjusted for the effects of temperature during computation. Equations for computation of BOD oxidation rate, DO surface reaeration, DO reaeration at dams, saturation DO and exchange at the tidal boundaries are detailed in the RECEIV-II Documentation Report". Input requirements for QUALITY include the output files from SETUP/ QUANTITY and a card deck input. The card input includes information such as initial pollutant concentrations in the receiving water and pollutant reaction kinetics (reaction rates, water temperatures, and temperature compensation coefficients). Specific card inputs for QUALITY are described in Appendix C of this report. -93- ------- Output from QUALITY is in the form of printout. The primary compu- tational outputs include pollutant concentrations at each node at the user selected timestep, and maximum, minimum, and average pollutant concentra- tions on a daily basis for each node. QUALITY was modified to recognize six new constituents including sulfates (SULFATES), total iron (TOTAL FE), manganese (MANGANESE), aluminum (ALUMINUM), total dissolved solids (IDS), and total suspended solids (TSS). The new constituents were placed in the following order: Former Constituent Name New Constituent Name Total Nitrogen - SULFATES Phosphorous - TOTAL FE Coliforms - MANGANESE Ammonia Nitrite Nitrate Carbonaceous BOD - ALUMINUM Chlorophyll A Dissolved Oxygen Salinity - TDS Metal Ion - TSS Reaction rates for the new constituents should be set to 0.0 in the QUALITY input card deck as these constituents are treated as non-reactive elements. As with SETUP/QUANTITY, the portion of the CONTROL DATA INPUT DECK applicable to QUALITY was placed directly into the Quality Program to simplify model use. 3.3.3 Model Application After the model development work was completed, SSWMM-RECEIV II was used in conjunction with the field sampling program (Section 3.2) to simulate the quantity and quality of stormwater runoff and its impact -94- ------- on the quantity and quality of receiving waters at two coal-fired elec- tric generating plants. As indicated in Section 3.2.2, the two plants were the Warren Generating Station on the Allegheny River in Warren, Pennsylvania and the Portland Generating Station on the Delaware River in Portland, Pennsylvania. The pollutants modeled included total sus- pended solids, total dissolved solids, sulfates, total iron, manganese, and aluminum. Each of these pollutants was treated as a non-reactive substance. In total, four model runs were made; three at Warren and one at Portland. The three model runs made at the Warren Generating Station were: 1. Run 1 - An initial model run with the September 17, 1976 storm 2. Run 2 - A calibration model run with the September 17, 1976 storm 3. Run 3 - A verification model run with the August 26, 1976 storm. Run 1 was an initial model run of the storm of September 17, 1976 with first estimates made for selected model inputs. In Run 2, new esti- mates for the selected model inputs for Run 1 were made so that the model results would compare more closely to field measurements during the September 17, 1976 storm. Hence, the model was calibrated. The September 17, 1976 storm was used for calibration since both storm- water flow and pollutant concentration data were available from the field measurement program; only stormwater pollutant concentration data were available from the field measurement program for the August 26, 1976 storm. In Run 3 the calibrated model was tested (without changing -95- ------- the new estimates made in Run 2) with a second set of storm conditions from the storm of August 26, 1976. This was a verification run. The one model run made at the Portland Generating Station was desig- nated as Run 4, the storm of October 20, 1976. Run 4 was intended to test the ability of the model to simulate stormwater runoff conditions at a second power plant with different operating characteristics. This represented a limited test of the model's universality or ability to be transferred to different sites in the utility industry. Fundamental model inputs and important results for Runs 1 through 4 are discussed below in Sections 3.3.3.1 and 3.3.3.2. A complete listing of the model inputs for Runs 1 through 4 is presented in Appendix D. 3.3.3.1 Fundamental Model Inputs Fundamental model inputs to SSWMM - RECEIV II include dividing land areas and the receiving water into discrete elements, pollutant generation activity on land, storm activity, and background flow and pollutant loadings in the receiving waters. The discrete element scheme used as input at Warren for Runs 1, 2, and 3 is illustrated in Figures 3-7 and 3-8 and is described in Tables 3-21 and 3-22. As depicted in Figure 3-7, the land area was divided into three water- sheds based on drainage patterns and land use. These watersheds are repre- sented by elements 1, 4, and 6. The discharge point of drainage from each of the three watersheds to the river is classified as an -96- ------- r • r- cooling dischargi Cooling water discharge canal I Legend C~J Element number Watershed boundary (subcatchment) * Fig. 3-7 Discretization scheme schematic of land area; Warren, PA. -97- ------- River mi. 185.43- Field Station 20 River mi. 185.04 River mi. 184.69 Artificial Dam - elev. 0.0 ( CC LU UJ X o Ul •ly River mi. 186.92 River flow - 68.66 m3/sec (2424 cfs) River mi. 185.83 - Field Station 10 'jj>4\ River mi. 185.73 Cooling water withdrawal - 3.6 m3/sec (127eft) Coal pile storm and direct runoff input River mi. 185.63 Cooling water input - 3.6 m3/sec (127 cfs) Branch withdrawal -17.9 m3/sec (632 cfs) Storm sewer input River mi. 184.33 Branch Input -17.9 m3/sec (632 cfs) 10 River mi. 184.10 Legend Node (Junction) 1 Node (Junction) number 1 Channel Channel number Fig. 3-8 Discretization scheme schematic of Allegheny River; Warren, PA. -98- ------- TABLE 3-21 DISCRETE LAND ELEMENTS WARREN, PA Element No. 1 2 3 4 5 6 7 8 Type1 1 2 2 1 2 1 2 2 Width (ft) 338.00 1.00 0.00 488.00 0.00 275.00 25.00 0.00 Slooe (ft /ft) 0.0180 0.1370 0.0000 0.1370 0 . 0000 0.0450 0.0220 0 . 0000 AR OR GL2 2.61 153.13 0.00 1.71 0.00 2.53 325.00 0.00 PI OR DF2 100.00 0.95 0.00 100.00 0.00 100.00 23.75 0.00 Type 1 Is a watershed Type -2 is a pipe or manhole 2AR = Area of watershed (Ac); PI GL = Pipe length (Ft) ; DF Percent imperviousness (%) .95 Width -99- ------- TABLE 3-22 DISCRETE RIVER ELEMENTS WARREN, PA Nodes (Junctions) Junction Number 1 2 3 4 5 6 7 8 9 10 Surface Area (Sq M) 184072.00 111646.00 29350.00 23184.00 39078.00 68644.00 75948.00 80203.00 47265.00 47265.00 5 Channels Entering Junction 1 2 3 4 5 6 7 8 8 0 0 1 2 3 4 5 6 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Channels Channel Number 1 2 3 Length (M) 1384. 370. 161. 4 i 161. 5 ; 307. 6 460. 7 383. 8 690. Width (M) 133. 106. 121. 167. 167. 187. 172. 137. Manning Bottom Elev Coefficient ' (M - POS DN)* 0.033 ! -1.7 Junctions at Ends 1 2 0.033 -1.6 2 3 0.033 -1.4 0.033 ', -1,2 0.033 -1.2 0.033 \| -1.2 0.033 -1.0 3 4 4 5 5 6 - 6 7 7 8 0.033 , -0.4 ! 8 9 ! (M - POS DN): Measured positive downward from data plane. -100- ------- inlet. These inlets are labeled as elements 3, 5, and 8. The first watershed (element 1) represents the coal pile drainage area. The run- off from this area enters a culvert (element 2) which empties into the Allegheny River at element 3. The second watershed (element 4) describes the drainage area between the plant, the coal pile, and the river. Run- off from this area enters the Allegheny River at element 5. The third watershed (element 6) includes the drainage area adjacent to the plant. Runoff from this drainage area enters the cooling water discharge canal (element 7) which empties into the Allegheny River at element 8. Phys- ical dimensions for each of these elements are listed in Table 3-21. Based on the physical characteristics of the river and the loca- tion of the stormwater runoff discharges to the river, the Allegheny River was divided into ten nodes and eight channels, as illustrated in Figure 3-8. Background river flow and pollutant loadings enter node 1. Stormwater runoff discharges from the coal pile drainage area (element 1) and the drainage area between the plant, coal pile, and the river (ele- ment 4) enter the river at node 4, and the stormwater runoff discharge from the drainage area adjacent to the plant (element 6) enters the river at node 5. Cooling water for the power plant is withdrawn at node 4 and is discharged at node 5. The river branches at node 5 and is unified at node 9. Since the model requires the last node in the dis- cretization system to be immediately downstream from a dam, even if one does not exist, an artificial dam, i.e., a dam with no elevation above the river bottom, was placed between nodes 9 and 10. Channels connect each of the nodes except where the nodes are interrupted by the dam. -101- ------- The physical characteristics for the node and channel discretization i scheme are listed in Table 3-22. The discrete element scheme used as input at Portland for Run 4 is illustrated in Figures 3-9 and 3-10 and described in Tables 3-23 and 3-24. Based on drainage patterns and land use, the land area was divided into four watersheds labeled as elements 1, 3, 5, and 8 in Figure 3-9. The four watersheds discharge to the Delaware River at two inlet points represented as elements 2 and 11. The first watershed (element 1) rep- resents the ash handling and ash pile drainage area. The runoff from this area enters the Delaware River overland at element 2. The second watershed (element 3) is the drainage area for the plant substation, the third watershed (element 5) is the drainage area for the coal pile runoff, and the fourth watershed (element 8) is the drainage area adja- cent to the plant. Stormwater runoff from these three watersheds enters a storm sewer system described by elements 4, 6, 7, 9, and 10 which in turn discharges to the Delaware River through element 11. The physical dimensions for each of these elements are listed in Table 3-23. Based on the physical characteristics of the Delaware River and the location of the stormwater discharges to the river, the Delaware River was divided into seven nodes and five channels, as illustrated in Figure 3-10. Background river flow and pollutant concentrations enter node 1. Stormwater runoff discharges from the ash handling and ash pile area (element 1) enter the river at node 3, and the stormwater runoff discharge from the substation (element 4), coal pile (element 5), and the plant area (element 8) enter the river at node 4. Cooling water -102- ------- Cooling water \\ discharge Element number Watershed boundary Fig. 3-9 Discretization scheme schematic of land area; Portland, PA. -103- ------- Stormwater drainage system • 1 \ River mi. 66.75 River flow-297.2m3/$ec(10,500 cfs) River mi. 66.50 - Field Station 110 ¥.3 \ River mi. 66.25 Cooling water withdrawal - 6.18 m3/sec (218 cfs) Ash handling area direct runoff •.4 \ River mi. 66.10 - Field Station 120 Cooling water discharge -6.18 m3/sec (218 cfs) Coal pile and parking lot runoff River mi. 65.50 * f •6 I River mi. 65.0 Artificial Dam - elev. 0.0 E Legend • Node (Junction) 1 Node (Junction) number = Channel \| ) Channel number River mi. 64.5 Fig. 3-10 Discretization scheme schematic of Delaware River; Portland, PA. -104- ------- TABLE 3-23 DISCRETE LAND ELEMENTS PORTLAND, PA Element No. 1 2 3 4 5 6 7 8 9 10 11 Type1 1 2 1 2 1 2 2 1 2 2 2 Width (Ft) 808.00 0.00 1220.00 1.75 698.00 1.75 3.00 1320.00 1.75 3.00 0.00 Slope (Ft/Ft) 0.0500 0.0000 0.0080 0.0100 0.0020 0.0169 0.0096 0.0500 0.0100 0.0096 0.0000 AR OR GL2 13.36 0.00 17-48 817.00 11.90 462.00 223.00 10.23 442.00 452.00 0.00 PI OR DF2 50.00 0.00 33.33 1.66 100.00 1.66 2.85 100.00 1.66 2.85 0.00 1Type 1 is a watershed Type 2 is a pipe or manhole 2AR = Area of watershed (AC); PI = Percent imperviousness (%) GL - Pipe length (Ft) ; DF = .95 * width -105- ------- TABLE 3-24 DISCRETE RIVER ELEMENTS PORTLAND, PA Nodes (Junctions) Junction Number 1 2 3 4 5 6 7 Surface Area (Sq M) 93861.00 92022.00 74722.00 130490.00 172638.00 71779.00 71779.00 Channels Entering Junction 1 2 3 4 5 5 0 0 1 2 3 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Channels Channel Number 1 2 3 4 5 1 Length (M) 402. Width (M) 233. 402. j 224. Manning Coefficient 0.033 Bottom Elev (M - POS DN)* -2.8 0.033. -2.7 241. i 245. 0.033 ' -3.4 966. ; 209. 0.033 -3.5 805. 178. 0.033 -1.6 Junctions at Ends 1 2 2 3 3 4 4 5 5 6 (M - POS DN): Measured positive downward from data plane. -106- ------- for the power plant is withdrawn at node 3 and is discharged at node 4. As with the Allegheny River discrete element scheme, an artificial dam, i.e., a dam with no elevation above the river bottom, was placed between nodes 6 and 7. Channels connect each of the nodes except where the nodes are interrupted by the dam. The physical characteristics for the node and channel element scheme are listed in Table 3-24. As described in the SSWMM - RECEIV II Model Development Section of this report, the amount of pollutant washed from the land surface during a storm is, in part, related to the initial (pre-storm) mass of pollutant on the land surface. The initial pollutant mass load is equal to the dust and dirt accumulation rate multiplied by the area of the watershed with that dust and dirt accumulation rate, the number of dry days between storms, and the amount of a particular pollutant in the dust and dirt. The dust and dirt accumulation rate and the amount of a par- ticular pollutant in the dust and dirt used as inputs for Runs 1, 2, 3, and 4 were determined from dust sampling programs for both the Warren and Portland Generating Stations. The area of the watershed with that dust and dirt accumulation rate and the number of dry days between storms were determined from discrete element schemes and meteorological records respect ively. The results of the dust and dirt sampling and analyses programs are summarized in Table 3-25. At the Warren Generating Station (Runs 1, 2, and 3), one dust and dirt accumulation rate (.003 Ibs/dry day - ft ) was representative of all the watersheds. At the Portland Station (Run 4), two dust and dirt accumulation rates were developed—one for the coal pile, plant, and substation watersheds (.0003 Ibs/dry day - ft2) -107- ------- TABLE 3-25 SUMMARY RESULTS OF DUST AND DIRT SAMPLING PROGRAM AS INPUT TO MODEL Location Warren Generating Station Portland Activity Entire Plant Area Coal Pile and Adjacent Area Ash Handling Area Dust and Dirt Accumulating Rate (Lbs/Dry Day-Ft2) .0031 .00032 .000552 mg Pollutant Per Gram of Dust and Dirt TSS 993.5 997.91 998.39 Sulfates 1.0 -1.11 1.18 Total Fe 18.7 .016 .004 Manganese .3 .003 .0013 Aluminum 3.4 .015 .0066 TDS 6.5 2.09 1.61 o oo I 1The dust and dirt load increased at this accumulation rate without reaching an ultimate level over a 15-day period. 2The dust and dirt load increased at this accumulation rate for approximately four days after which the total dust and dirt load remained at a constant level. ------- and one for the ash handling watershed (.00055 Ibs/dry day - ft2). The amount of pollutant in the dust and dirt also varied between the Warren and Portland Generating Stations. Total suspended solids and sulfate levels were slightly higher at Portland, while total iron, manganese, aluminum, and total dissolved solids levels were substantially lower at Portland. Storm activity input data consisted of field measurements of rain- fall intensity. The results are summarized in Table 3-26. The storm of September 17, 1976 at the Warren Generating Station was used for model Runs 1 and 2. This storm lasted approximately seven hours and was described as a steady drizzle with intermittent, short but heavy, showers. The maximum rainfall intensity was 0.11 inches/hour, and the cumulative rainfall was 0.33 inches. The storm of August 26, 1976, was used for model Run 3 at Warren. This storm was a short (20-minute) shower with a maximum rainfall intensity of 0.33 inches/hour and a cum- ulative rainfall of 0.11 inches. The storm used for model Run A at Port- land occurred on October 20, 1976. The storm lasted approximately 14 hours and was described as a steady drizzle with intermittent, short but heavy showers. The maximum rainfall intensity was 0.16 inches/hour, and the cumulative rainfall was 1.55 inches. Another input item of fundamental concern to SSWMM - RECEIV II is the choice of background flow and pollutant loadings in the receiving waters. Background conditions are those flow and pollutant loadings which are not influenced by the stormwater runoff of the particular site being studied. -109- ------- TABLE 3-26 SUMMARY OF STORM ACTIVITY Location Warren Generating Station Warren Generating Station Portland Generating Station Date 8-26-76 9-17-76 10-20-76 Name Storm #1 Storm #2 Storm #1 Storm Activity Shower Steady Drizzle, Intermittent Showers- Heavy at Short In- tervals Steady Drizzle, Intermittent Showers- Heavy at Short In- tervals Rainfall Intensity (Time) 1435- 1455 0800 0930 1050 1130 1230 1510 0800 0810 0910 1010 1110 1140 1155 to 2130 (in/hr) 0.33 0.00 0.04 0.05 0.11 0.07 0.03 0.00 0.06 0.10 0.05 0.09 0.16 0.16 0.12* Total Rainfall (in) 0.11 0.33 1.55 Comments Last Prior Storm Occurred on 8-15-76 Last Prior Storm Occurred on 10-13-76 o Average Intensity Based on Measured Value for Cumulative Rainfall in that Time Period ------- In the case of the Warren and Portland Generating Stations, background conditions were measured in the river upstream of the plant stormwater discharges. Background flows and pollutant loadings used as input to model Runs 1, 2, 3, and 4 were computed as a three-day average of the river field measurements at the upstream station for one day prior to the storm, the day of the storm, and one day after the storm. The background conditions were computed in this manner since a model restriction requires that the background inputs to the model remain unchanged for the model simulation period. A three-day simulation period was desired to allow computational stability and to monitor the storm-induced flows and pollu- tant concentrations for up to one day after the storm. A background river flow used as input to model Runs 1, 2, and 3 at Warren was 68.66 m /sec, while the background river flow at Portland for Run 4 was 297.2 m3/sec. Background pollutant loadings, expressed as concentrations for model Runs 1, 2, 3, and 4 are shown in the tables presented with the model results in the following subsection. 3.3.3.2 Model Results The model results from Runs 1, 2, 3, and 4 were compared to field data V where comparable information was available and at time intervals where maximum runoff flows and pollutant loadings occurred in the model. Selected results were summarized to illustrate the nature of and the impact of stormwater runoff at the Warren and Portland Generating Stations. The re- sults of the model and field measurement comparison are presented in Tables 3-27 through 3-31 for Model Runs 1, 2, 3, and 4. -Ill- ------- For model Run 1, the initial model run at the Warren Generating Station, the modeled stormwater runoff flow was 0.4 of the measured flow, and the modeled stormwater runoff pollutant concentrations were within a factor of 4; i.«., the model concentration divided by the measured con- centration varied between .25 and 4.0 for total suspended solids, total iron, manganese, and aluminum, but were greater than a factor of 4 for sulfates and total dissolved solids. Flow measurements were not made at the site in the Allegheny River; hence, modeled and measured river flows could not be compared. Modeled and measured pollutant concentrations in the Allegheny River compared within a factor of 3. The results for Run 1 are shown in Table 3-27. In model Run 2, the calibration model run at the Warren Generating Station, the impervious area water retention storage depth was reduced from .062 inches in Run I to .001 inches in Run 2 to increase the modeled percentage of the total rainfall that was runoff. This change was made since the area was almost completely impervious. The percentage of run- off, therefore, should be approximately equal to 100%, and in Run 1 it was only 86%. In Run 2 the percentage runoff was 99%. The impervious area water retention storage was maintained at .001 inches for Runs 3 and 4. In Run 2 the modeled stormwater runoff flow and pollutant concentra- tions and the modeled river pollutant concentrations compared to the field measurements with approximately the same degree of accuracy as with Run 1. As with Run 1 it was not possible to compare modeled and field measured flow parameters in the Allegheny River. Run 2 results are shown in Table 3-28. -112- ------- TABLE 3-27 COMPARISON OF MODEL RESULTS TO FIELD DATA MODEL RUN 1, STORM 2, (INITIAL RUN) WARREN GENERATING STATION SSWMM Flow (CFS) Pollutant TSS S04 Tot.Fe Mn Al IDS Model1 Inlet 3 .26 #/min 6.635 .0325 .607 .010 .110 .211 mg/1 6819 33.4 623.8 10.3 L13. 216.8 Meas1 Sta. 34 .63 mg/1 4028. 2100. 700. 10.4 79.0 3135. Factor Model/ Meas .4 1.7 .02 .9 1.0 1.4 .07 Model2 Inlet 5_ .15 #/min 3.078 .0174 .325 .005 .059 .113 mg/1 3163 31.0 579 8.9 105.1 5.3 Meas2 Sta. 31 32,33 No Data mg/1 2058 - 5410 225-475. 153-300 3.5-6.0 23.5-71. 357-618 Factor Model/ Meas - 1.5-.6 .1-.06 3.8-1.9 2.5-1.5 4.5-1.5 .Ol-.OOf Model3 Inlet 8 .12 #/min 2.434 .0213 .398 .006 .072 .138 mg/1 5420 5.7 886. 13.4 160.3 307.3 Meas3 Sta. 42 No Data mg/1 2695. 3000. 1025. 16.0 111.0 5456. Factor Model/ Meas - 2.0 .002 .9 .8 1.4 .06 1 Time - Model = 1130; Meas = 1110 - 1120 2 Time - Model = 1115; Meas = 1100 - 1115 3 Time - Model - 1030; Meas = 1020 RECEIV7 Quality Pollutant TSS SO 1+ Tot.Fe Mn Al TDS Max. Cone.1 (mg/1) 13.536 16.174 .355 .033 1.030 105.228 Junction 6 6 6 6 6 6 Background (mg/1) 11.610 16.170 .190 .030 l.OOO6 105.198 Measurement5 Sta. 20 (mg/1) 4.5 16.0 .74 .06 l.OOO5 99.00 Factor Model/Meas 3.0 1.0 .5 .6 1.0 1.1 ^ Time - 1200 5 Time - 1150 - 1210 6 1.000 - Non-Detectable Limit. ^ Quantity - Storm has no effect on flow characteristics* -113- ------- TABLE 3-28 COMPARISON OF MODEL RESULTS TO FIELD DATA MODEL RUN 2, STORM 2, (CALIBRATION RUN) WARREN GENERATING STATION SSW1M Flow (CFS) Pollutant TSS Tot.Fe Mn Al TDS Model1 Inlet 3 .26 0/min 6.501 .0263 .493 .008 .090 .171 mg/1 6681 27.0 506. ( 8.2 92.5 175.: Meas1 Sta. .68 mg/1 4028. 2100 700 10.4 79.0 3135 Factor Model/ Meas .4 - 1.6 .01 .7 .8 1.2 .06 Model2 Inlet _5_ .15 ///rnin 3.01 .0141 .263 .004 .048 .091 mg/1 5362. 25.1 468.5 7.1 85.5 162.1 Meas2 Sta. 31, 32.33 No Data mg/1 2058 - 22^75. 153-300 3.5-6.0 23.5-71. 357-618 Factor Model/ Meas - 2.6-1.0 .1-.05 3.1-1.6 2.0-1.2 3.6-1.2 .4-. 3 Model3 Inlet 8 .13 #/min 2.754 .0191 .358 .006 .065 .124 mg/1 5660 39.2 736. 12.3 133.6 255. Meas3 Sta. 42 No Data mg/1 2695. 3000. 1025. 16.0 111.0 5456. Factor Model/ Meas - 2.1 .01 .7 .8 .8 .05 1 Time - Model = 1130; Meas = 1110 - 1120 2 Time - Model = 1115; Meas - 1100 - 1115 3 Time - Model - 1030; Meas = 1020 RECEIV7 Quality Pollutant TSS SO^ Tot.Fe Mn Al TDS Max. COnc.1* (mg/1) 13.496 16.173 .324 .032 1.024 105.217 Junction 6 6 6 6 6 6 Background (mg/1) 11.610 16.170 .190 .030 l.OOO6 105.198 Measurement' Sta. 20 (mg/1) 4.5 16.0 .74 .06 l.OOO6 99.00 Factor Model/Meas 3.0 1.0 .4 .5 1.0 1-1 Time • 1200) 5 Time » 1150 - 1210 6 1.000 " Non-Detectable Limit. 7 Quantity - Storm has no effect on flow characteristics. -114- ------- For model Run 3, the verification model run at the Warren Generating Station, the modeled stormwater pollutant concentrations also compared to the field measurements with approximately the same degree of accuracy as did Run 1. No measured stormwater flow data were available to compare to the modeled flow results. Again, it was not possible to compare modeled flow to measured flow in the Allegheny River since such measurements were not made in the river. Modeled and measured pollutant concentrations in the Allegheny River compared within a factor of 4. The results for Run 3 are shown in Table 3-29. For model Run 4, the initial model run at the Portland Generating Station, it was not possible to compare modeled and measured stormwater runoff flow since no field data were available on stormwater flow. Modeled stormwater pollutant concentrations were different from field measurements by greater than a factor of 4. As with the Warren site, it was not possible to compare modeled and measured river flows since river flow was not measured at the site. Modeled and measured pollutant concentrations in the Delaware River compared within a factor of 5. Results for Run 4 are shown in Tables 3-30 and 3-31. The model was not calibrated at Portland because stormwater flow field measurements were not available, and it is first necessary to cali- brate flow in the model before any other model adjustments are warranted. Selected model results illustrating the nature of and the impact of stormwater runoff from model Runs 1, 2, 3, and 4 at the Warren and Port- land Generating Stations are listed in Tables 3-32, 3-33, 3-34, and 3-35. -115- ------- TABLE 3-29 COMPARISON OF MODEL RESULTS TO FIELD DATA MODEL RUN 3, STORM 1, (VERIFICATION) WARREN GENERATING STATION SSWMM Flow (CFS) Pollutant TSS SOi* Tot.Fe Mn Al TDS Model1 Inlet _3_ l/mln mg/1 Meas1 Sta. 34_ Ho Data - '•••^•••IH^MHW^ mg/1 No Data . Factor Model/ Meas MH^HHW^MVOIHIWV^ Model2 Inlet _5_ .2 #/min 1.939 .0143 .267 .004 .049 .093 .1 mv rim ••••^••••••g mg/1 2467. 18.2 340. 5.1 62.3 118. Meas2 Sta. 31 32.33 No Data ^— ^^MW««HH^^^M mg/1 1027 - 2965. 1750 - 108-700 9.6-45. 42.5-334 2405 - 8107. Factor Model/ Meas ••PVM^MH^HHMMa^M^ 2. 4-. 83 01-. 002 3.1-.4J .53-.! 1.5-.2 .05-. 01 Mode Inle •^•••^••iwav-WHtv- #/min I3 t 8 1 II ••!•!• 1 i mg/1 Meas3 Sta. 42 to Data •BIMM^II^^^WM mg/1 No Data Factor Model/ Meas •—•»—••„ 1 Time 2 Time 3 Time No Data During Storm 1445 No Data During Storm. RECEIV' Quality Pollutant TSS S04 Tot.Fe Mn Al TDS Max. Cone.1* (mg/1) 7.839 12.481 .249 .030 1.003 114.502 Junction 6 6 6 6 6 6 Background (mg/1) 7.73 12.48 .23 .030 l.OOO6 114.5 Measurement5 Sta. 20 (mg/1) No Data No Data .06 .013 l.OOO5 No Data Factor Model/Meas _ - 4.2 2.3 1.0 - ** Time - 1600 5 Time = 1550 - 1650 6 1.000 " Non-Detectable limit, 7 Quantity - Storm has no effect on flow characteristics. -116- ------- TABLE 3-30 COMPARISON OF MODEL RESULTS TO FIELD DATA MODEL RUN 4, STORM 1, PORTLAND GENERATING STATION SSWMM Flow (CFS) Pollutant TSS S04 Tot.Fe Mn Al IDS Model1 Inlet 2 .83 #/min .543 .0037 <.001 <.001 <.001 .005 iag/1 175. 1.2 •<.32 <.32 <.32 1.6 Measure1 Station 131, 132 No Data rag/1 2344-10932 1200-1600 73-245 .03-2.5 125-138 1843-2504 Factor Model/ Measure - .07-. 02 .001-. 0008 .004-. 001 10. -.13 .002-. 002 .0008-. 0006 Model2 Inlet 11 2.34 #/min 1.015 .0058 <.001 <.001 <.001 .011 mg/1 116. .7 <.l <.l <.l 1.2 Meas2 Sta. 134B 1o Data mg/1 280. 400. 385. 1.75 50. 698. Factor Model/ Meas - .4 .002 .0002 .06 .002 .002 1 Time 2 Time 1115 1045 RECEIVJ Quality Pollutant TSS SO^ Tot.Fe Mn Al IDS Max. Cone.1* (mg/1) 16.070 14.611 .570 .050 1.000 67.455 Junction 4 4 4 4 4 4 Background (mg/1) 15.999 14.618 .570 .050 l.OOO6 67.486 Measurement^ Sta. 120 (mg/1) 7.1 9.0 .45 .01 l.OOO6 45.7 Factor Model/Meas 2.3 1.6 1.3 5.0 1.0 1.5 3 Quantity - Storm has little effect on flow characteristics in river (Less than .05% increase in river flow at max. storm discharge). •» Time - 1200 5 Time - 1130 - 1200 and 1230 - 1300 6 1.000 - Non-Detectable Limit. -117- ------- TABLE 3-31 COMPARISON OF MODEL RESULTS TO FIELD DATA MODEL RUN 4, STORM 1, PORTLAND GENERATING STATION oo I SSWMM Flow (CFS) Pollutant TSS 50^ Tot.Fe Mn Al TDS Model1 Inlet 2 .81 #/min .590 . 0018 <.001 <.001 <.001 .002 mg/1 195 .6 <.3 <.3 <.3 .6 Measure1 Station 131. 132 No Data iag/1 13124-15213 1100-1300 148-300 .04-. 25 100-200 1631-2015 Factor Model/ Measure - .01-. 01 .0005-. 0004 .002-. 001 7.5-1.2 .003-. 0015 .0004-. 0003 Model2 Inlet 11 3.38 #/min 1.60 .0027 <.001 <.001 <.001 .005 rag/1 126. .213 <.08 <.08 <.08 .4 Meas 2 Sta. 134B No Data mg/1 516. 200. 280. 1.60 31.3 o Data Factor Model/ Meas - .25 .0002 .0003 .05 .002 - 1 Time = 1415 2 Time = Model = 1345; Meas = 1340 ------- TABLE 3-32 SELECTED RESULTS FROM MODEL RUNS RUN 1, STORM 2 (INITIAL RUN) WARREN GENERATING STATION LOCATION* INLET 3 Flow TSS Sulfates Total Fe Manganese Aluminum TDS INLET 5 Flow TSS Sulfates Total Fe Manganese Aluminum TDS INLET 8 Flow TSS Sulfates Total Fe Manganese Aluminum TDS SSWMM MAXIMUM FLOW RATE (cfs) '.26 .20 .26 1 TOTAL RUNOFF cu ft 7514 " For inlets J.5,8 • PERCENT 0V RAINFALL THAT IS RUNOFF (Z) 86 For inlets [3.5,8 ••• ^£ POLLUTANT LOAD ON LAND SURFACE PRIOR TO STORM (LUS) 7350.2 7.4 138.3 2.2 25.2 48.1 4815.6 4.8 90.6 1.4 16.5 31.5 7124.9 7.2 134.1 2.2 24.4 46.6 MAXIMUM STORM MSHOFF RATE (f.BS/MTN) 8.037 .0332 .621 .010 .113 .216 5.835 .0234 .438 .007 .080 .152 8.012 .0330 .616 .010 .112 .214 TOTAL STORM POLLUTANT WASUOFF (LBS) 1031.8 5.5 103.4 1.7 18.8 36.0 691.0 3.6 67.8 1.1 12.3 23.6 1006.6 5.4 100.3 1.6 18.2 ' 34.9 PERCENT WASHOFF (%) 14 75 75 75 75 75 14 75 75 75 75 75 14 ' 75 75 75 75 75 RECE;/ (COMBINED EFFECT OF ALL INLETS) MAXIMUM POLLUTANT CONCENTRATION IN RIVER (MC/L) LOCATION OF MAX. RIVER CONG. (JUNCTION NO) CONCENTRATION PRIOR TO STORM '(BACKGROUND) (MG/L) Flow not changed by storm 13.89 16.17 .366 .033 1.032 105.2 5 ALL 5 5 5 ALL 11.61 16.17 .190 .030 1.000 105.2 CHANGE IN CONCENTRATION DUE TO STORM (MAX CONC - BACKGROUND CONC) MG/L 2.28 0.0 .176 .003 .032 0.0 % CHANCE +20.0 0.0 +93.0 +10.0 + 3.0 0.0 Inlet 3 drains coal pile area. Inlet 5 drains area between the plant and the river (direct runoff area). Inlet 8 drains area adjacent to plant. ------- TABLE 3-33 SELECTED RESULTS FROM MODEL RUNS RUN 2, STORM 2 (CALIBRATION RUN) WARREN GENERATING STATION LOCATION* INLET 3 Flow TSS Sulfates Total Fe Manganese Aluminum TDS INLET 5 Flow TSS Sulfates Total Fe Manganese Aluminum TDS INLET 8 Flow TSS Sulfates Total Fe Manganese Aluminum TDS SSWMM MAXIMUM FLOW RATE (cfs) '.26 .20 .26 ' TOTAL RUNOFF cu ft "8652"! For inlets 3,5, 8\| PERCENT OF RAINFALL THAT IS RUNOFF (%) 99 I For inlets 3, 5, 8 L 4 POLLUTANT LOAD ON LAND SURFACE PRIOR TO STORM (LBS) 7350.2 7.4 138.3 2.2 25.2 48.1 4815.6 4.8 90.6 1.4 16.5 31.5 7124.9 7.2 134.1 2.2 24.4 46.6 MAXIMUM STORM WASHOFF RATE (LBS/MIN) 7.857 .0269 .503 .008 .091 • 175 5.706 .0190 .355 .006 .065 .123 - 7.834 .0267 .499 .008 .091 .174 TOTAL STORM POLLUTANT WASHOFF (LBS) 1173.0 5.9 110.1 1.8 20.0 38.3 782.3 3.8 72.1 1.2 13.1 25.1 1142.2 5.7 106.5 1.7 19.4 37.0 PERCENT WASHOFF (%) 16 80 80 80 80 80 16 80 80 80 80 80 16 80 80 80 80 80 RECEIV (COMBINED EFFECT OF ALL INLETS) MAXIMUM POLLUTANT CONCENTRATION IN RIVER (MG/L) LOCATION OF MAX. RIVER CONC. (JUNCTION NO) CONCENTRATION PRIOR TO STORM (BACKGROUND) (MG/L) Flow not changed by storm 13.84 16.17 .333 .032 1.026 105.2 5 ALL 5 5 5 ALL ,11.61 16.17 .190 .030 1.000 105.2 CHANGE IN CONCENTRATION DUE TO STORM (MAX CONC - BACKGROUND CONC) MG/L ' 2.23 0.0 .002 .026 0.0 % CHANGE +19.0 0.0 +75 0 ^ 9 J 9 V + 7.0 + 3.0 0.0 O I Inlet 3 drains coal pile area. Inlet 5 drains area between the plant and the river (direct runoff area) Inlet 8 drains area adjacent to plant. ------- TABLE 3-34 SELECTED RESULTS FROM MODEL RUNS RUN 3, STORM 1 (CALIBRATION) WARREN GENERATING STATION LOCATION* INLET 3 Flow TSS Sul fates - Total Fe Manganese Aluminum TDS INLET 5 Flow TSS Sulfates Total Fe Manganese Aluminum TDS INLET 8 Flow TSS Sulfates Total Fe Manganese Aluminum TDS SSWMM MAXIMUM FLOW RATE (cfs) .26 .27 .28 TOTAL RUNOFF cu ft 1225." For inlets 3,5,8 - PERCENT OF RAINFALL THAT IS RUNOFF (%) f 92 1 1 For inlets! 3, 5, 8 L J - POLLUTANT LOAD ON LAND SURFACE PRIOR TO STORM (LBS) 3925.3 4.0 73.9 1.2 13.4 25.7 2572.0 2.6 48.4 .8 8.8 16.8 3805.0 3.8 71.6 1.1 13.0 24.9 MAXIMUM STORM •IASHOFF RATE (LBS /MIS) 4.765 .0276 .517 .008 .094 .180 7.048 .0277 .517 .008 .094 .180 5.214 .0290 .542 .009 .099 .188 TOTAL STORM POLLUTANT WASHOFF. (LBS) 100.6 .8 14.5 .2 2.6 5.0 - 107.8 .5 10.1 .2 1.8 3.5 107.9 .8 14.2 .2 2.6 5.0 PERCENT WASUOFF (%) 3 20 20 20 20 20 3 20 20 20 20 20 3 ' 20 20 20 20 20 RECEIV (COMBINED EFFECT OF ALL INLETS) MAXIMUM POLLUTANT CONCENTRATION IN RIVER (MG/L) LOCATION OF MAX. RIVER CONC. (JUNCTION NO) CONCENTRATION PRIOR TO STORM (BACKGROUND) (MG/L) Flow not changed by storm 9.32 12.48 . .383 .032 1.028 114.5 • 5 ALL 5 5 5 ALL 7.73 12.48 .230 .030 1.000 114.5 CHANGE IN CONCENTRATION DUE TO STORM (MAX CONC - BACKGROUND CONC) MG/L 1.59 0.0 .153 .002 .028 0.0 % CHANGE +20.0 0.0 +66.0 + 7.0 + 3.0 0.0 I I-1 NJ Inlet 3 drains coal pile area Inlet 5 drains area between the plant and the river (direct runoff area). Inlet 8 drains area adjacent to plant. ------- TABLE 3-35 SELECTED RESULTS FROM MODEL RUNS* RUN 4, STORM 1 PORTLAND GENERATING STATION LOCATION* INLET 2 Flow TSS Sulfates Total Fe Manganese Aluminum TDS INLET 11 Flow TSS Sulfates Total Fe Manganese Aluminum TDS SSWMM MAXIMUM FLOW RATE (cfs) r.o? 3.94 TOTAL RUNOFF cu ft 189820 For inlets [2, 11 PERCENT OF RAINFALL THAT IS RUNOFF (%) 65 For inlets 2, 11 L J POLLUTANT LOAD ON LAND SURFACE PRIOR TO STORM (LBS) 1277.1 1.5 .005 .002 .008 2.0 2064.3 2.3 .03 .006 .03 4.3 MAXIMUM STORM WASIIOFF RATE (LBS/MIN) .911 .0046 < .001 < .001 < .001 .006 2.356 .0071 < .001 < .001 < .001 .013 TOTAL STORM POLLUTANT WASIIOFF (LBS) 418.0 1.46 .005 .002 .008 1.99 983.7 2.19 .03 .006 .03 4.13 PERCENT WASIIOFF (%) 33 * 100 •v 100 * 100 A, 100 •v. 100 48 •b 100 •. 100 •v 100 •v 100 •v 100 RECEIV (COMBINED EFFECT OF ALL INLETS) MAX I MUM POLLUTANT CONCENTRATION IN RIVER (MG/L) LOCATION OF MAX. RIVER CONG. (JUNCTION NO) CONCENTRATION PRIOR TO STORM (BACKGROUND) (MG/L) CHANGE IN CONCENTRATION DUE TO STORM (MAX CONC - BACKGROUND CONC) MG/L Less than .05% change in river flow due to storm 16.07 14.61 .570 .050 1.000 67.45 4,5,6 4,5,6 ALL ALL ALL 4,5,6 16.00 14.62 .570 .050 1.000 67.49 + .07 - .01 0.0 0.0 0.0 - .04 % CHANGE + .4 - .07 0.0 0.0 0.0 - .06 I M N3 I Inlet 2 drains ash pile and ash handling area. Inlet 11 drains coal pile and area adjacent to plant. *Results are questionable as there were insufficient data to calibrate model at Portland. ------- In model Run 1, the initial model run at Warren, the total storm- water runoff was 7514 ft3 which was 86% of the total rainfall. This run- off did not change flow conditions in the Allegheny River. Based on the components of the accumulated dust and dirt, only 14% of the pre-storm mass of total suspended solids was washed from the land surface during the storm. However, 75% of the pre-storm mass of sulfates, total iron, manganese, aluminum, and total dissolved solids was washed from the surface. Model Run 1 showed maximum pollutant concentrations increased in the river by 20% for suspended solids, by 93% for total iron, by 10% for manganese and by 3% for aluminum. These values are within the confidence limits of the means except for iron. The model shows a definite increase in iron for the second storm. The field data, however, does not show a significant in- crease in iron concentration. This difference is probably due to either a poor field sample or poor sample timing (i.e., the peak concentration was missed). Concentrations of sulfates and total dissolved solids remained unchanged as a result of the stormwater runoff. Selected results for Run 1 are shown in Table 3-32. In model Run 2, the calibrated model run at Warren, the total storm- water runoff was 8,652 ft3 which was 99% of the total rainfall. Flow characteristics in the Allegheny River remained unchanged. Sixteen per- cent of the pre-storm mass of total suspended solids and 80% of the pre- storm mass of sulfates, total iron, manganese, aluminum, and total dissolved solids were washed from the land surface during the storm, and maximum pollutant concentrations increased in the river for total sus- pended solids by 19%, total iron by 75%, manganese by 7%, and aluminum by 3%. Concentrations of sulfates and total dissolved solids remained -123- ------- unchanged as a result of the stormwater runoff. Selected Run 2 results are shown in Table 3-33. For Run 3, the storm of August 26, 1976 at Warren, the total storm- water runoff was 1,225 ft3, which was 92% of the total rainfall. Flow characteristics in the Allegheny River were not changed by this storm flow. Three percent of the pre-storm mass of total suspended solids and 20% of the pre-storm mass of sulfates, total iron, manganese, aluminum, and total dissolved solids were washed from the land surface during the storm, and maximum pollutant concentrations increased in the river for total suspended solids by 20%, total iron by 66%, manganese by 7%, and aluminum by 3%. Concentrations of sulfates and total dissolved solids re- mained unchanged as a result of the stormwater runoff. Selected results for Run 3 are shown in Table 3-34. In Run 4, the storm of October 20, 1976 at Portland, the total stormwater runoff was 189,820 ft3, which was 65% of the total rainfall. Flow in the Delaware River increased by less than 0.05% as a result of the stormwater runoff. Thirty-three percent of the pre-storm mass of total suspended solids and approximately 100% of the pre-storm mass of sulfates, total iron, manganese, aluminum, and total dissolved solids were washed from the land surface during the storm. The concentrations of total suspended solids, sulfates, total iron, manganese, aluminum, and total dissolved solids in the Delaware River were not changed by the stormwater runoff. The results of model Run 4, however, are ques- tionable as there were insufficient field data to calibrate the model at the Portland Generating Station and as the field data that did exist did not compare favorably to the modeled results. The results of Run 4 are listed in Table 3-35. -124- ------- 3.3.4 Results of the Model Development Program From the work completed in this study, it appears that SSWMM - RECEIV II is capable of predicting the quantity and quality of storm- water runoff and its impact on receiving waters for specific industries, but that model limitations do exist. These limitations include the lack of capability to simulate storm erosion of infinite sources, i.e., material storage piles, and to simulate stormwater percolation through material storage piles. SSWMM - RECEIV II is a versatile stormwater and receiving water model suited for industrial application. It is inherently flexible so that it is applicable to each of the industries identified in Section 3.1.1 of this report, with only minor data input modifications. Specific utility industry application described in this study has demonstrated that, for the most part, where adequate field data were available, SSWMM - RECEIV II results compared favorably to field measure- ments. At the Warren Generating Station calibrated model results for stormwater runoff flow and pollutant concentrations (total suspended solids, total iron, manganese, and aluminum) compared within a factor of 4 and river pollutant concentrations for all six pollutants within a factor of 3 to field measurements. Most importantly, the model-field measurement comparative factor of 4 was maintained for a second storm at Warren, indicating that the calibrated model could predict the effects of different storm conditions with the same degree of accuracy established in model calibration. In essence, the model was verified, increasing model credibility and indicating the feasibility of its use for industrial ap- plications. -125- ------- Several difficulties were encountered in this model study. Modeled stormwater runoff concentrations of total dissolved solids and sulfates at the Warren Generating Station were different from the field-measured values by greater than a factor of 4. Adequate field data were not availa- ble to ascertain the comparative validity of the model at the Portland Generating Station for either stormwater runoff or the receiving water. Although difficulties were encountered, SSWMM - RECEIV II was dem- onstrated to be a valid stormwater runoff and receiving water model suited to industrial application. Additional work is needed to increase model credibility and usefulness, and recommendations to that end were presented in Section 2.0. -126- ------- References 1, Staff Report. National Commission on Water Duality (Washington. B.C.. April 1976). 2- Report to the Congress, National Commission on Water Quality (Wash- ington, D.C., April 1976). 3. Donald M. Gray, Editor-in-Chief, Handbook on the Principles of Hydrology. (Port Washington, N.Y.: Water Information Center and National Research Council of Canada, 1970). 4. Martin P. Wanielista, Nonpoint Source Effects. Florida State Department of Environmental Regulation, Florida Technological University Report // ESEI-76-1 (January 1976). 5- National Water Quality Inventory-1975 Report to Congress, U.S. Envir- onmental Protection Agency, Office of Water Planning and Standards (Washington, D.C.). 6. N. Sridharan and G. F. Lee, "Phosphorus Studies in Lower Green Bay, Lake Michigan," Journal of the Water Pollution Control Federation (April 1974). 7. John A. Lager and William A. Smith, Urban Stonawater Management and Technology - An Assessment (Cincinnati, Ohio: U.S. Environmental Protection Agency, Office of Research and Development, December 1974). 8. Methods for Identifying and Evaluating the Nature and Extent of Non- Point Sources of Pollutants (Washington, D.C.: U.S. Environmental Protection Agency, Office of Air and Water Programs, EPA-430/9-73^-014, October 1973). 9. Phillip E. Shelley and George A. Kirkpatrick, An Assessment of Automatic Sewer Flow Samplers - 1975 (Cincinnati, Ohio: U.S. Environmental Protection Agency, Office of Research and Development, December 1975). 10. Plugs were designed and built by Kahl Scientific Instrument Corp., P.O. Box 1166, El Cajon, California 92022. 11. W. G. Hines, e_t al., Formulation and Use of Practical Models for River - Quality Assessment (Washington, D.C.: U.S. Geological Survey, Circular 715-B, 1975). 12. Development Document for Effluent Guidelines and New Source Performance Standards for the Steam Electric Power Generating Point Source Category (Washington, D.C.: U.S. Environmental Protection Agency, Effluent Guidelines Division, EPA-440/l-74-029-a, 1974). -127- ------- 13. 1975 Keystone Coal Industry Manual (New York, N.Y.: McGraw-Hill, Inc., 1975). 14. Short Stormwater Management Model Documentation Report, University City Science Center (Philadelphia, PA: unpublished, June 1976) 15. New England River Basins Modeling Project Final Report, Volume III - Documentation Report, Part I - RECEIV II Water Quantity and Quality Model, Raytheon Company (Washington, D.C.: U.S. Environmental Pro- tection Agency, EPA Contract No. 68-01-1890, December 1974). 16. Huber, Wayne, Heaney, James, Medina, Maguil, Peltz, W., Sheikh, Hagan and Smith, George, University of Florida, "Storm Water Management Model, User's Manual, Version II," Environmental Protection Agency, Office of Research and Development, National Environmental Research Center, Cincinnati, Ohio, EPA-670/2-75-017, March 1975. 17. Short Stormwater Management Model Documentation Report. 18. New England River Basins Modeling Project Final Report. 19. C. V. Beckers, et a^., "RECEIV-II, A Generalized Dynamic Planning Model for Water Quality Management," Proceedings of the Conference on Environmental Modeling and Simulation, April 19-22, 1976 (Cincin- nati, Ohio; U.S. Environmental Protection Agency, EPA 600/9-76-016, July 1976). 20. New England River Basins Modeling Project Final Report. 21. Proceedings of the Conference on Environmental Modeling and Simulation. -128- ------- APPENDIX A STATISTICAL EVALUATION OF FIELD DATA A-l Warren A-2 Portland A-3 Summary of 60% to 95% Confidence Levels -129- ------- TABLE A-l STATISTICAL EVALUATION WARREN DATA No. of Case DRY, TSS soi+ Fe Mn Alk DRY, TSS so.' k Fe Mn Alk WET, TSS SOtf Fe Mn Alk WET, TSS SO, LL Fe Mn Alk Data Ele DOWNSTREAM 15 18 19 19 24 UPSTREAM 37 28 35 34 43 DOWNSTREAM 8 10 9 8 10 UPSTREAM 10 11 10 12 9 Arith _ Mean , x mg/1 Std Dev S Coef . of Var X Variance 2 4.13 13.83 0.21 0.023 39.33 3.69 2.92 0.18 0.011 2.10 0.89 0.21 0.86 0.46 0.05 13.56 8.50 0.034 0.0001 4.41 8.11 13.89 0.23 0.028 41.65 6.77 2.17 0.067 0.014 2.76 0.83 0.16 0.28 0.50 0.07 45.77 4.69 0.004 0.0002 7.61 5.50 16.65 0.39 0.043 40.30 3.24 3.15 0.35 0.014 0.48 0.59 0.19 0.91 0.327 0.01 10.50 9.89 0.123 0.0002 0.23 7.25 15.09 0.12 0.032 40.33 4.44 1.39 0.04 0.004 1.22 0.61 0.09 0.29 0.138 0.03 19.74 1.94 0.0013 0.00002 1.50 -130- ------- TABLE A-2 STATISTICAL EVALUATION PORTLAND DATA No. of Case Data Elements Arith Mean, x mg/1 Std Dev S Coef. of Var S Variance DRY, DOWNSTREAM TSS SOtt Fe Mn Alk DRY, TSS SO 4 Fe Mn Alk WET, TSS SOif Fe Mn1 Alk WET, TSS SQii Fe Mn Alk 16 20 21 21 17 UPSTREAM 13 17 18 17 14 UPSTREAM 5 5 6 6 5 DOWNSTREAM 8 13 12 12 8 11.66 10.10 0.56 0.055 15.59 13.07 2.34 0.40 0.045 2.45 1.12 0.23 0.72 0.81 0.16 170.8 5.48 0.16 0.002 6.00 12.72 12.86 0.56 0.051 16.07 8.04 2.54 0.44 0.035 3.15 0.63 0.198 0.79 0.68 0.196 64.64 6.47 0.194 0.001 9.92 13.54 14.25 0.30 0.020 17.6 4.76 4.93 0.11 0.011 1.14 0.35 0.35 0.36 0.56 0.06 22.64 24.34 0.01 0.0001 1.30 7.39 8.15 0.43 0.016 16.38 2.64 2.17 0.34 0.010 0.52 0.36 0.27 0.79 0.64 0.03 6.95 4.72 0.11 0.0001 0.27 0ne non-detected value: Two non-detected values: 0.009 0.0045, 0.009 NOTE: None detected data were replaced with a linear progression of values between 0 and this limit of detection for each pollutant Al = 0.2 mg/1, Mn = 0.009 ing/1, Fe = 0.05 mg/1 -131- ------- TABLE A-3 SUMMARY OF STATISTICAL EVALUATION (T - TEST) OF WARREN AND PORTLAND DATA AT 60% AND 95% CONFIDENCE LEVELS Warren TSS SOi^ Fe Mn Alk DD-UD 60% 95% Yes No No No No No Yes No Yes No DD-DW 60% , 95% Yes No Yes No Yes No Yes Marg Yes No UD-UW 60% 95% No No Yes No Yes Yes Yes No Yes No UW-DW 60% 952 Yes No Yes No Yes No Yes No No No Portland TSS SO^ Fe Mn Alk No No Yes No No No No No No No Yes No Yes No Yes No Yes No Yes No No No Yes No No No Yes No Yes No Yes No Yes No No No No No Yes No Key DD = Downstream, Dry DW = Downstream, Wet UW = Upstream, Wet UD = Upstream, Dry MARG = Marginal Hypothesis: The means of sample sets A (XA) and B (i are different within confidence limits ol 60% and 95%. -132- ------- APPENDIX B SSWMM - RECEIV II PROGRAM LISTING -133- ------- * * * PROGRAM SSWMM COMMON /TIT/ TITLEC2H) COMMON /GENRL/ T IME , U ME 2 ,DELT ,T ZERO , AREA 199 ) ,NOS ,NSTEP , TARE A ,DELT 12,MQUAL COMMON /DIRT/ PSHED I 99 ,8 I ,PB ASIN 199, 8 1 COMMON /DDATA/ XF ACT ( 8 ,6 > , OXFACT 18 ) » C6FAC1 (8 ) tDR YDAY COMMON XOSH12/ FPSX , TO TDD C99 ) ,F1 18 ) , F2C8 I .CBVOL, BASINS I 99 » ,FLWLST I 199) ,ISS COMMON /WSHD/ "WlSTO ,W5 ,W6 ,DEC AY ,WLMIN ,WLMAX ,UST ORE! 3) ,SUMR ,SUMI , 1SUMST COMMON /SUUSG/ EFLOWC99) ,EIDTH« 99 1 , SLOPE 199 I .DEPTH I 99,3 I , PCIMP( 99 1>,NRG<99) COMMON XGUGQL/ NUP<9 9 I ,IUPI99 ,3 I ,NCH AH 199 I ,66 tSUMOFF COMMON /QUAL/ TLOAD , NS AVENELT, JOUT COMMON /TFILE/ I NLET S , ISFI I 20 I ,F LSV i 20 I ,PS AVEf 20 ,81 DIMENSION Cf99,8I,DFULLC991tGLEN«99> , Q IN ( 99 > r V « 9 9 I ,POFF ( 99 ,8 I ,QSUR 1(99» CQUI VALENCE: ( PSHED d >,CCIH, IIOTDDII » .QIUII » » » IBASINSID ,vci D EQUIVALENCE (PCIMPC1 I ,DFULL C 1 » J , CPBA SIN I U .POFFI II) CQUI VALENCE I ARE At U ,GLEN(1> ),(FLWLST(1) ,USURU» ) CALL REA01N C INITIALIZES MATRICES AND NECESSARY VARIABLES TO ZERO 00 <»5 KT = 1,NELT EFLOWIKT JZQ.O QSUR(KTI=O.Q DO «0 J=l,3 «0 DEPTHfKT, JI=U.O t«5 CONTINUE 00 70 LL=1,NELT DO b'J MM=1,NQS PSHEDCLL,MMJ=C.O 60 P8ASIN(LL,MMlza.O 70 CONTINUE SUMR=0.0 SUMOFFrG.D SUMST-D.O I-l IF(MOUALI 500,S01,50.J 500 CALL GSHED1 SOI DO ^HC? IJ-l.NSTEP 1-11 TIME-TIMrl+OELT TIME2=TIME-DELT2 ^RITEC6,1D01 > FlTLCfTIME Ol FOaMATClHl///f10Xt20A«l,///8Xt 'SUMMARY OF QUANTITY AND QUALITY RESU 1LTS FOR TIME', F10.0/ 8X, 'QUANTITY - FLOW IN CU FT/SEC'/ TRC CHN& 2 eX, 'QUALITY - POLLUTANT LOADINGS IN LB/MIN; COLIFORMS. TRC NEy 3 ' (IF MODELED) IN MPN/MIN// TRC NEW 2 10X, 'ELEMENf, 5X, FLOy, 19X, 'TSS't 6X , 'SULFATES', TRC NEW 3 «X, 'TOTAL Ft', MX, 'MANGANESE, MX, 'ALUMINUM, 7X, TDSTRC NEW t< //} TRC NEW CALL WSHEDflll IFIMOUALI -134- ------- * * * 350 CALL QSHLD2UM M20 CALL GUTTER(III CALL GvJIJALCIl) ItO CONTIMJE SET IDWF^C IF 0«Y WEATHE* FLOU IS NOT TO bF. MODELED «EADI5,inci IDWF IF (IDWF.tC.U > GO T.) Hbi) CALL DRVWF <5Q CONTINUE 100 FORMATCI2I STOP tND -135- ------- * * SUBROUTINE QSHED1 COMMON /DIRT/ PSHEDI99,8»,P6ASIN 199,81 COMMON /DOATA/ XFACT t 8 »8 » ,OXF ACT ( 8 ) , CliFACT ( 8 ) , OK YDAY FPSX, TO TDD (99 I ,F1 (6I,F2(8) ,CB VOL ,B ASI MSI 99 I .FLWLSTI COMMON /OSH12/ 199), ISS COMMON /GUGQL/ COMMON /GQLWS/ NUP I 9 9> , IUP I 99 ,3 ) ,NCHAR < 99 I ,G6 ,SUMOFF PCI ZE R ,R AIN C<« , 1UO I , IS A VE t SO I ,NSAVE tNELT t JOUT DIMENSION XLANDI8»,GQLENI8),ZZZ<99,19) C THIS SUBROUTINE INITIALIZES ALL POLLUTANT LOADINGS DO 10 KT=1,NELT IF(NCHARCKT)-l) 10,9,10 9 00=0.0 C READ SPECIFIC QUALITY DATA READ (5, IOC) BASINS(KT) ,RCFF, CLFREC 10Q FORMATU5X,UF1U.O) C XLANDCIJ CAN BE DESIGNATED AS ANY 8 ARBITRARILY CHOSEN LAND USES, C DUST AND DIRT LOADING RATES AND POLLUTANT CONCENTRATIONS WITHIN A C GRAM OF OUST AND DIRT FOR THESE LAND USES, HOWEVERf MUST BE C POSITIONED IN THE RIGHT LOCATION OF THE NEEDED VECTORS. C READ(5,1Q2) ( XLAND ( I 1 , 1= 1 , 8 J MEAD 15,1021 «GQLEN( I>, 1=1,8 > 1C2 FORMAT (8F10.51 ZZZtKT ,1 )=3ASINS (KTJ ZZZ(KT,2>=REFF DO 199 K?rlf8 199 C c C C C C c C 130 ?10 230 ZZZIKT ,Ka JrGQLCN (KZ) URY=ORYDAY IF (DRYD^Y.LT.CLFREO) GO TO 130 TGS=l.fJ NCLEAN=DWYOAY/CLFREQ UO 200 J=1,N CLEAN TGS=TGS* (1.0-RLFr )*J THE FOLLOWING DO LOOP COMPUTES A «ATE AVERAGE: BASCD 0'4 LAND USE LOADING RATE FOR EACH LAND USE UO 210 1=1,8 00=00 + OX FACT (I JXLNDt IJGQLEN(I ) CALCULATE THE DUMBER OF GRAMS OF DUST A^O 1b3.6 IS A CONVERSION FACTOR tGRAMS/Lb> WtlGHfEU DUST AND DIRT LOADING AND THE PARTICULAR DUST AND DIRT DIRT ON THE -IATERSHEO LOOIJ COMPUTES ANO DIRTJ FOR LANO USCS DO 220 K-1,6 THE FOLLOWING ~/0 IMG POLL./G DUST AVERAGE OVER ALL DO 230 L=l,8 PSHEDIKT ,K J=PSH£i)«KT ,K ) + XFACT( L , K ) X L AND ( L ) CALCULATE THfc TOTAL AMOUNT OF EACH POLLUTANT IMG» ON THE PSHEDCKT ,K >=PSHEl)IKT,K»DD CALCULATE THE TOTAL AMOUNT OF EACH POLLUTANT IMG I IN THE A POLLUTANT CONCENTRATION EACH POLLUTANT BASED ON A WEIGHTED WATERSHED -136- ------- * * * C CATC Mb AS INS 220 t'BASiNCK ! ,K ) =C.JVOLP AS INS (XT JCt-FAC! U TOTDOJKT J-PSHE J(KT,.? ) WRITE(6, 1C11 KT,l)0,< PSHEUU1 ,K > , K = 1 , 8 1 , (PBASIMK f ,K J ,K-l,b) 10 CGN11NUL •JHITH6, Ibb) IDS FUWMAT cihi,» SUB» ,c>x ,»CBASINS» ,bx, •KLFF* ,5x,'CLFREQ,39x,f LAND u lSEf/^8X,•l•,6Xf•2',9X,t51f9X,•t',9Xft5f,9X,•6',9X,•7•,9X,•8•/) IRC CHNG 00 S02 13=1,NELT IF(NCHAR(13).E3.2I GO TO 532 WRITE 16,106) I3»(Z2Z(I3,IZitIZ=ltl9i 502 CONTINUE inb FORMAT t/,13J 3X,Ii',Fl i.l ,Fia.2 ,F 1 0 .1 ,«»X ,8F1U. 2/HOX »8F 10 .2/H 101 FORMAT ------- * * * SUBROUTINE REAJIN COMMON /TIT/ TITLE(2'J> COMMON /bENRL/ T 1ME , TJ ME 2 ,UEL 1 , T ZERO , ARE A t 99 ) ,NQS ,NS TLP» TARE A , OELT 12,MOUAL COMMON /DIRT/ PSHED ( 99 ,8 > ,PBASI N I 99 , b 1 COMMON /ODATA/ XF ACT t 8 ,8 ) ,DXFACT (8 > , C6FACT( 8 ) ,UR YDAY COMMON /QSH12/ FPSX,fOTOD(99),Fl(«),F2(8) ,CB VOLtBASI NSI 991 ,FLWLST< 199) ,ISS COMMON /WSHD/ NH1 STO ,W 5, Wb ,DEC AY ,WLM IN ,WLM AX ,WSTORE ( 3» ,SUMR , SUHI , 1SUMST COMMON /GUWSG/ EFLOW t 99 > ,E«ID1H ( 99 ) , SLOPE 199 I , DEPTH! 99,3 I ,PC IMP ( 99 1 ) ,NRG(99) COMMON /GUSQL/ NUP C 9 V I , I UPC99 , 1 1 ,NCHAR (99 I , 66 .SUMOFF COMMON /GOLWS/ PCTZE R ,«A IN< a , 100 I , IS AV£ C 50 ) , NSAVE ,NELT , JOUT COMMON /TFILE/ INLCT -J, ISFI (20 I ,F LSV t 20 » ,PS AVE 1 20 , 6 » DIMENSION C(99t8J,OFULL(99>,GLEN(99» ,QIN(99! ,V<99» EQUIVALENCE I PSHED < 1 » » C ( 1 ) I . ( 1 OTDD ( i ) tQINf 1 II CQUI VALENCE I PC IMP Cl > ,DF IJLL C 111 , (B AS INS ( 1 1 ,V ( 111 tOUIVALENCE ( ARE A 1} I ,GLEN( 1 ) ) C THIS SUBROUTINE READS AND INITIALIZES ALL GENERAL DATA NECESSARY C FOR THE REMAINING PARTS OF THIS PROGRAM READ C5,1DQ» JOUT KEAD 15, 1005 J TITLE IF ------- * * * * UO Q KT-1,NCLT READ (5,1 «r.) lELT,KiCHARCKr»,MJP,NRGIHn IF (NRG IK I >„£ w..l. ANO.NCHA'JtKT I . CQ .1 > NK>HKM-1 IF(NCHAR(KT).EJ.^J GO TO 15 READ 15,150) F.4IOTHIKT ), AREA «K T ) ,PCIMPIK D .SLOPE (KT) WRITE16, 1G5C ) IELT,NCHAR(KT),NUP(KT),IIUP(KT,NM) ,N^=1 ,5),NRG(KT),E 1,4IDTHIKT),SLOPC(KT),AREA(KT),PC1MP(KT> TARE ArTAREA* Af»L"A (KT) C CONVERT AREA TO SQUARE FEET AREA(KTJrAREA(KT115560. 60 TO 20 15 READ(5,155> Efci IDTHCKTI,GLENIKT),SLOPEiKT) UFULL(KT)-0.95EWIDTH(KT yRITEC6,1050) IELT,NCHAR H«IDTH(KT),SLOPE-WSTOHE( U/l2. CONVERT INFILTRATION! RATCS TO FEET/SECQNO HEAD GENES AL QUALITY DATA IF (MQUAL.FQ.O) GO fO Jl RLAD (5,1 7L) CPi/OL,NO S, I SS, OR YD AY WRITE (6, 175) Ci)«OL,NiJS,ISS,nKYDA Y RLAD{5,1»5) (C'HFACTI I) , I~ltNgS) WKlTt <6,19H) , ICBFACT (1 I , I=1,NQS> KLADI5 ,lc5) (L'XFACT { T \| ,1-1 ,6) WhlTfllb,iVO) IDXFACT ( I ) ,1-1 , til JO 30 '1-1, 8 READ (5 ,1 3D) I XFA CT f M , J ) , J-l , i>tU 3 » 30 WklTE(6, I9U) (XFACTf Mt J> ,J-1 ,NQS ) KLAU' b,ld!i) (F KL1 ,L -•! ,NQS) WHITE Cfc, I97i) CF1 (L)«L = 1,^US1 KLADC5.135) (F>(L > ,L-1 ,N«S> JK I T E I 6 , 1 9H ) ( F ------- * * 1HRINTEO OUT FOrf 6 CONSTITUENTS.',/,5X ,'THESE CONSTITUENTS, IN ORDETRC CHNG 2«, ARE •/ 23X, '2 TOTAL SUSPENDED SOL10SV TRC NEW 3 2UX, »3 SULFATES'/ 20X, "» TOTAL IRON'/ TRC NEW » JGX, 'S MANGANESE'/ 20X, '6 ALUMINUM'/ TRC NEW 5 20X, '7 TOTAL DISSOLVED SOLIDS') TRC NEW IDG HOHMATtIZ) 1005 FORMAT I20A<4» 110 FORMAT IUI2,2F5.U.JI2J 115 FORMAT ------- * * * SUbROUTINL GQUAH1I) REAL L COMMON /GENRL/ TIME, HME2,i)F.Ll ,T?LRG , AREA (99 ) ,NQS,NSTEP,TArtEAfUELT l«i,MUUAL COMMON XfiUGQt/ NUP<9 9 ) , IUP 19V , 3) , NCH At, (99 ) ,66 , SUMGFF COMMON /QSH12/ FPSX,10TnDC99),Fl(8),Ft(8),CBVOL,BASINS(99),FLWLST( 199>,JSS COMMON /WSHD/ NH 1 STO , W 5, W6 ,DEC AY ,WLM IN , WLM AX ,KSTORE ( 3 > ,SUMR, SU1I , IbUMST COMMON /GUWSG/ E FLOW 199) ,ErfIOTH«99 > , SLOPE (99 J , DEPTH! 99, 3 » ,PC IMP (99 1 > ,NRG(99) COMMON /GCLtfS/ PCTZE R ,RA IN (<» , 100 J , IS A WE I 50 ) , NS AVE ,NELT , JOUT COMMON /DIRT/ PSMED( 9.9 ,8 ) ,PB AS IN ( 9 9, 6 ) COMMON /TFILt/ INLET S , ISFI ( 20 I ,F LSV ( 2U » ,PS AVE t20 ,8 I COMMON /OUAL/ rLOAl)(^D,8) DIMtNSIOM C(99,8 >,[)F ULLt99l,GLCN (9V) ,QIN(99I , V (99 I , 0 SU» ( 99 ) , POFT C 9 19,3) EQUIVALENCE < PSHF.D ( 1 ) , C ( 1 ) I , ( 1 OT 00 ( 1 ) , 01 N ( 1 ) I , ( B A SINS ( 1 ) ,V ( 1 I ) LUUI VALENCt (Pc)ASlN( i) ,POFF (1) ) , (FLWLSK 1) ,OSUR( 1)) tuUIVALENCE (PCIMPJ 1 ) ,DFULL(1 ) ) EUUIVALENCr: (Ar^EAIl) ,GLEN(1 ) ) DIMENSION FLUX(8) ,ML t8> C THIS SUBROUTINE CALCULATES POLLUTANT MASS LOADS AND POLLUTANT C CONCENTRATIONS IN ALL PIPES AND fHEl LAST MANHOLE DO 420 KT-l.NELT IF(NCHAR (KT)-2 ) 12Q,9,<42T 9 IF (EFLOW (KT) .GF. .DH5 J GO TO 150 OG 13C Kri.NCS 130 C I K T K ) = 0 . '.) GO TO 295 ISO DO £ DC K-l UO 240 IK (NCHAR (K V.Efc.l ) 50 10 23"3 C ADD UPSTREAM PIPE CONCEN FR AT IONS TO FLUX DO ?20 M=I,NQS 2?G FLUX (M )=FLUX (K>C«K, i1)EFLOW (K ) GO TO 240 C ADD UPSTREAM POLLUTANT WASHOKFS FkOh WATEKSHEP TO FLUX 2?Q UO 235 K-1,NOS 235 FLUX (H) -FLUX (Ml+HOFF (KT,M) 12 8.31 7 210 CONTINUE UO 1 Ili MNrl ,ISNL£TS IF(K r.ME .ISFI «HN» GO TO 170 DO 171 K=J,NQS 1T4 C(KT »K )=FLUX C'K )/J".FLOy(KT ) GO TO 295 170 CONTINUE C COMPUTE PCLLUTANT CONCENTRATIONS FOR PIPES AND MANHOLE C(KT,K) = (FLUX(K>DrLT-»CV{KT)-(giN(KT)-fFLG»JIKT) ) CCL T+QSUR (K rtT ,K I )/ (CFLO'(i ------- * * * 90LO FORMAT (//,* **** GUTTER',13,' SURCHARGED, SURCHARGE' = •,F10.0v' CU 1H, FLOW - '.FA.!,' CFSV) 295 DO 3UO N-UNSAVE IF CKT.EQ.ISAVE C SUH ALL FLOWS FROM THE LAST PIPE ELEMENT 298 SUMOFF^SUMOFF +HFLOI41 MP )DELT C CALCULATE ONLY 3 POLLUTANT MASS LOADS THAT MAY BE SAVED FOR C STORAGE ON FILE DO 1 IPL=1»NQS 1 PSAV£(MN,IPL»=HL,((PSAVEIHNI 1 PL>,£PL=l(NQS!ffMN = ltINLETS) IF III.NfT.NSTEP) GO TO 111 C COMPUTE PERCENTAGE ERROR FOR UNACCOUNTED «ATER ER«OR=(SUKKf-SUHI-SUMOFF-SUMSTI10Q./SUMR WRITEI6,«?DOO > SUMR,SUMIf SUMOFF ,SUKST tERROR JRITfc<6,5000) 00 75 1 = 1,INLETS 75 WkITEt6,3tJ05) ISFI (I ) , ( TLOAD (1 , I T ) , I T = l , NOS) C100Q KOHMAT<12X,I2,5X,F7.2flX,F10.3,2X,F10.3,'»X,EID.'» , 5f 2X VF1 0. 3 ) / ) nOQ FORMAT C12X, I 2 fSX ,F 7. 2 , 1 X ,F 10 .3 ,2X, Fl 0.3 ,««X , F 1 O.«l ,5 t2X »F1U. 3)/) TRC CHNG 2000 FOMATUHlf///2X, 'TOTAL RAINFALL ( CU F T) ' , 5X ,E 12 .6,// ,2X , • TO TAL IN 1FILTRAT10N «CU FT),5X»E12.6,//,2X,•TOTAL GUTTER FLOW CCU FT)f5X» 2E12.6,//,2X,'TOTAL SURFACE STORAGE I CU F T )% 5X,E 1 2.6 ,//,2X ,« ERROR 3 IN CONTINUITY • ,5X,FI0.5) 3101) FORMAT (///// 15X, 'THE TOTAL POLLUTANT LOADS FOR EACH INLET ARE AS F 10LLGWS:'/ 15X, »POLLUTANf LOADS IN LB; COLIFORMS tIF MODELED) IN'.TRC CHNG 2 f MPNV// 10X, 'ELEMENT, 19X, fTSS», 6X, TRC NEW 3 'SULFATES'r » X, 'TOTAL FE ', MX, 'MANGANESE, 5X, TRC NEW <4 ALUMINUH', 7Xf TDS//) TRC NEW C30C5 FOMhATC12XfI2t^X,2(2X,F10.3lt<»XtEIO.«»f5<2XfF10.31//» 300S FG^KAT (12X,I2,2X ,2 ( 2 X t Fl'J. 3 ) ,«X, F 1 Q.M ,5( 2X ,F IP . 3 I//) TRC CMNG 111 CONTINUE RETURN END -142- ------- * * * SUBROUTINE. CShtUZt II » COMMON /GENF-L/ T IMC , T I >1E f , I)E L T t T ,!C 0 , A'?L A < >9 ) ,.JQS ,\'S TEf> , T ARE A , OEL T 12.MQUAL COMMON /OlttT/ PSHEDO9 ,6 ) .PBASIN (S9,8 » COMMON /QSH12/ F PS X , I C TDO < 99 ) , F 1 < 8 ) , F2 ( 8 ) ,CB VOL , 3 A SI NS ( 99 ) , F LWLS T ( 199), ISS COMMON /GUWSb/ EFLOW ( V9 ) , EWI 1)1 H ( 99 J , bL CPU 99 ) .QEPIH ( 99, 3 ) ,PC IMP I 99 1), NRG I 99) COMMON /GUGOL/ NUP( 9 9 I , I UP ( 99 , 3 ) ,NCHAfx f 99 1 ,G6 , SUMOFF COMMON /GOLWSA PCTZE P , RA IN < <4 , 1 [JO ),1SAVL«SO) , NS4VC ,NEL T , JOU T OIMLNSION PMU31 ,POFR99,8I fcUUI VALENCE (P3ASIM( 1) ,POFF< 1) ) C THIS SUBROUTINE COMPUTES WATERSHED QUALITY CONTRIBUTIONS UTM1N=DELT/60. IF(TIMt.EC.TZERODi:LT IF (CC.LT.D.2S> CC=0.25 00 10 KT=lfNCLT IFINCHAR(KT)-! ) 10,9,10 COMPUTE AVERAGE FLOW 9 IF (TIME.EC.TZEHO+DELT) FLWLS f (KT )z£FLOW « KT ) L,KT=KT1 AVFLOW-(FLWLST(KT )+EFLOWCKT))/2.Q FLWLST(KT )=EFLOW (KT ) COMPUTE RUNOFF RATCS IN IM/HR IF(AREA(KT).GT.O.DOI ) RUN 1-12. 0AVFLOW/ARLA 0-1.0 IF (E.GT. 30a. ) t-300. 20H DFACT::1.0-fXP(-FPSX*UNlDEL .8 1MAVAIL1.GT .1 .) IF (AVAIL2.GT.1 .) AVAIL2-1. 0 COMPUTE MATERIAL DECAYED AtfD KATERIAL REMAINING ON THE WATERSHED DO 21L J-1,NUS IF (J.EQ.2.AND.1SS.CQ .1) GO TO 2Urj AV^l . IF(J.E'J.1> AVrAVAILl IF(J.EQ.2) AV-AVAIL2 i^OFF (LKT,J»-AVPSHED (KT, J)DFftCT GO TO 206 2C5 J>GFrCCPSHED(HT , J ) /TO TDD{ KT 1 ) 2Db IFtPOFF(LKT,J».GT .PSHEDIKT, JU POFF CLkT , J > =PSH£D ( KT , J J PSHtO(KT,J)=PSH£n(KT , J ) -POFF ( LK T , J » 2U POFF (LnT,J» = POrFtLKT ,J)/OELTH1J)POFF(LKT,1 >+F2ICF.NIRftTrON OF WATCR IN THE CATCHBASINS ------- * * * * IF ICRVOL.GT . 1 .JE-5.AND.BASINSIKT J.GT .1.QE-15» RATE=< AYFLOWDELT1 /I DF ACT^l.O-LXPl- C COMPUTE CATCHbASINi CONTRIBUTION UO 220 J-l.NQS IF(PbASIN(KT,J).LT.l.E-50> PBASlN»KT,J» = 0.f) PPrPbASINtKT,J)OFACT PbASIK(KT,JI=PdASIN(KT , J)-PP 22 U POFF ILKT , J) = POFF «LKT , J ) PP/DEL T DO 2 L-l ,NSAVE IF(KT-ISAVE(LI)2f 1 »2 1 DO » IP=1,NOS 1 PML(IP) = POFF ILKT,IP»x-..OOai322 PMH 3J=PML(3 J60. yRITEI6,1000 1 KT .EFLOWCKT J ,PML 2 CONTINUE C1QOO FORMATJ12X,I2,5X,F7.2,lX,F10.3,2X,F10.3,«»XfElC.'»,5l2X,FlD.3J/l 1000 FORMAT(12X,I2,SXfF7.2,lXfF10.3f2XfFin.3,«tXfF10.<»,5C2XtFlD.3}/l TRC CHNG 10 CONTINUE MLTURN END -144- ------- * * * SUBROUTINE WSHLDUU COIN' OK /StNRL/ TIME, II ME 2 ,DE L T ,T £E ,0 , AUt A ( 99 ) ,>JQ S ,NS TEP , TAHE A ,QELT 12,MCUAL COMMONi/WSHO/NHISTO,w:,,W6,lJECAY,WLMIN,WLMAX,WSTOREm , SUMR , SUMI , SUM 1ST COMMON /G«LWS/ PCTZE, K , RA IN ( i» f 1UO ) , J S AVE ( 5D ) ,NSAVE »NEL T , JOUT COMMON /GUWSG/ EFLOW (99) ,E UI 01 HI 99 ) , SLOPL f 99 ) , DEPTH! 99 , J I ,PC IMP ( 99 1),NRG(99I COMMON /GUGQL/ NUP 199 » ,IUP (99, 3 I ,NCHAR I 99 > ,G6 ,5UMOFF C THIS SUBROUTINE COMPUTES QUALITY DATA FOM A WATEWSHEO C SET HI - THE RAINFALL INTENSITY FOR THE CURRENT TIME INTERVAL C IF THE TIKESTEP > THJ LAST RAINFALL INTERVAL SET WI=0 UO 320 KT31.NELT IF (NCHARIKT)-l ) 320,9,321) 9 HI-0.0 IF (II-NHISTO»5,5,6 5 L-NRG(KTI RI=RAIN(L,1I ) 6 EFLOW1KTI-0.0 DELR=D.Q C THE FOLLOWING MAJOR DO LOOP COMPUTES 3 INSTANTANEOUS WATER DEPTHS C AND A FLOW FOR THE ENTIRE WATERSHED BASED ON THESE 3 DEPTHS C THESE 3 DEPTHS ARE CALCULATED FOR c i ..... IMPERVIOUS AREA OF WATERSHED WITHOUT IMMEDIATE RUNOFF C 2 ..... PERVIOUS AREA OF WATERSHED WITH INFILTRATION LOSS C 3... ..IMPERVIOUS AREA OF WATERSHED WITH IMMEDIATE RUNOFF DC 315 K-1,3 JFIK-2J 101,2C»V;13 201 WARcQ.U IFIPCTZEW.LT.lJQ.D)WAR=AWEA«KTIPCfMP4KT»/lOQOO.llOD»-PCTZE»» 202 WCOhirC.Q C CALCULATE A MODIFIED MANNING'S EQUATION lF) E» * t 100. -PCIHP ( KTI >/100. CALCULATE A MODIFIED KANNIMG'S EQUATION IF(PCIMPIHT).LT.1DO. > WCOM--C 1 .186/W6 )SO«T (SLOPE ) GO TO 215 21!3 WAR- ARC A CK T > PCIHP CALCULATE A NE .4 DEPTH IF ANY WATER REMAINS ON THE SURFACE AFTER INFILTRATION IF J IRI-RLOSSIUELT+DEPTH(KT,KI.GT.O. ItO 10 22t «LOSS=«1+LEPTHCKT,K l/DLLT JLPTHCKTfK)=O.J WFLO-O.G GO TO 310 1)0 .vOT CALCULAfL FLOW IF NEW R AI NF ALLOLU 'JEP"»H< STORAGE -145- ------- * * * * 2213 1F< U?l-RLOSS)JE.LT+DLPTHCKT,K>.LC.WSTliHE(K IIGO TO 285 C THE FOLLOWING INNEW 00 LOOP CALCULATES A FLOW USING THE C NEWTON-RAPHSOK TECHNIQUE JO 260 1=1,11 00=0 EP TH (KT,K»-K STORE « KI.5DLLR IF «Ca.LT.O.)OD-0. F-OCLR-DELT tWCONDO1.6666667« IRI-RLOSS) ) DF= 1. -DE LT( 0.33 3333 33 WCONDO*. 666 6667) OLL=OELR-F/OF IF(I .EQ.1160 TO 2«fO 1F< » ABSlGO TO 280 WRITE 16, 10aO)TIH£,KT,DEPTHfHTtKl ,DELR 1000 FORMAT«2X,CHECK RESULTS , NO CONVERGENCE IN WSHED • ,F8 .0 , I 6,2E 12 1.5) 280 DCOR»-DEPTHiU,K 1+OEL WF LO = ( RI -RLO SS > WftR-(D CO RR -DEPTH (KT ,K II WAR/DELT IF(WFLO.GT.O. tiiO TO 29U 285 yFLO=0. JCORR=DEPTHIKT,Kl-fRI-RLOSS)DELT 290 UEPTHfKT ,K)rDCORR C SUH FOR TOTAL RAINFALL AND INFILTRATION 310 SUMR=SUHR-»RI#OC:LT«AR SU!1I=SUMI+RLOSSDELTWAR LF LO W I K T ) -EF LOJ t H T 1 WFLO 315 CONTINUE IF ( II.NE.NSTEPIGO TO 320 IFCPCTZER.NE.l JO. J 7E HOCK r PEP Th( KT , I »ARE A iKT ) PC IMP (K T 1 /1000Q.( 10 1Q.-PCT2ER> SUM FOR SURFACE STORAGE SUMSTrSUMSTZE.^OCKDCPTH(KT,2l( 10Q. -PCI «P (K T l> / 1DO, 320 CONTINUE RLTURNi -146- ------- * * * * SUBROUTINE GUTTEMII ) CO IK OK / JlMRL/ T IKl t U ,4E ? ,f)EL T , T 2EKO., A«L A f>9 1 »NQ S ,NS TEP , TAME A , 1ELT 12, 1C UAL COMMON /OSH12A FPSX, T0ro:)<99» fFHrf ) , F2 <8> , CD VCL, BASl NS I 99 » ,FLWLST t I9v», iss COMMON /6UGQL/ NUM 9 S» I „ Ulp t 99, 3 ) ,N'CH AM 99 > tG6 .SUMOFF COMMON /GUWSG/ E.FLOW 199 I ,E WI 01 H t 99 » , SLOPE t 99 I ,OE P1HC 99 ,3 I ,PC IMP! 99 1 >,MfcG<99-) COMMON /GOLWS/ PC1ZER,RAIN<1 ,100 > , IS A VE < bU I ,NS AVE ,N£LT , JOUT COMMON /TFILE/ INLET Sv ISF1 (20) ,F LSV(2(J> ,PSAVE t2Q «£) DIMENSION OFULL(99),GLEN (9?) ,QIN<99J , V (99 > , Q SUR < 99 ) EwUI VALENCE (PCI HP 11 J.OF'JLLI 1 J » , < ARL A 1 1 I ,GLE N 1 1>) EQUIVALENCE ( TOT DD ( 1 > ,Q1 t4t 1 M , CB AS IN S( 1 ) , V ( 1 11 , i FLWL ST 1 1 ) , QSUR ( 1 J ) C THIS SUBROUTINE COMPUTES QUANTITY DATA FHOH PIPES DO <OC KTrlfNELT IF2./1. » (DQ-.5S IN ( 2 .DO ) » IF < AXa.LT.f). )6Xu-D. IF (WPO.LE.i). JWPU-.'JQl WAOC-AXO/WPD iiCON = ll.«»e6/G6>iC»T (SLOPE(KTI ) FLOWjrGCOfcC AX J 1 .6 66G66 7 J / ( WPO(J . 6666666? I C THIS HAJOR DO LOOP COMPUTES A FLOW ANL A DCPTH USING THE C NLWTON-RAPHSON TCCHNIOUE 'JO 3faC 1-1,30 !)I=DEPTH(KT , 1»CEL3 IF(I.GT.1)30 TO 31 T 01=1 .5707963 UELO-DI-DEPTHUT ,1) 3P7 IF « 01. GT. D.I GO TO 303 DI-C. 8 IMDI.LE .DFULL (KTDGO TO 310 DI~DFULL«KT) JLLD-D1-:)EPTHUT,1 ) 0 iDELV 1 J ) -147- ------- * * * AXl-> OA<1= IF (AXI .LT.Q. IAX1-C. IFIWP1.LE.Q. IWP1=.OU1 RA01CAX1/WP1 FLOW1=GCON1 AX1«1.66666671/IWP1*Q.66666667> KLOW = .S(FLOWDFLOW1 ) DFLOUl = .5GCOK't 1 .6666667 fR ADI*. 66666667 JD AX 1 -.666666671 R ADI* 11.6666667IDUP1> F=OELVDELTCFLOW-QINtKT» I-QSURGO TO 320 DLL-. 01 GO TO 3HQ 320 OEL=OELO-F/OF 310 IFd.EQ.llGO TO 360 IF (DEPTHtKT, 1 »DEL.LT.DFULLfKT) ISO TO 355 IFdFLG.EC.l 1GO TO 390 OEL^DFULLIKT I -DEPTH ( KT , 1 I 1FLG=1 GO TO 360 355 IFLC^O C CHECK TO SEE IF GUTTER CONVERGED IFUBSCFJ ,LT .0.1 »GO TG 380 360 UELD^DEL WRITCr6,lCOO»TIME,KTrDEPT4(KT,l» ,DELO iUOO FORMAT(2X, 'CHECK RESULTS , NO CONVERGENCE IN GUTTER •,F8.0, 16 ,ZE1 12.51 360 OELO-OeL OEL-U.O t CALCULATE ME * DEPTH DtPTHIKT tllrOEPTHfKT , 1 )-»OELD JSUR ------- * * * * SU8KOUT1NL ORY-JF COMMON /TIT/ TITLl'CMJJ COMMON /GL MRL/ TIHC, I I IE 2 ,9 \| ,;>\|Q S ,^S TEP , TArtL A.3ELT 12.HUUAL COMMON /6QLWS/ PCT^E R ,RA IN { «• . , 1 JO » , I S A Vt ( 50 ) , NSAVE ,NEL T , JOUT COMMON /TFILE/ 1NLE T S , ISFI ( 2 J I ,F LSV 1 21 > ,PSA VE « ^0 tfi ) JIMENSION ODJFI««,2«») c IHIS SUBROUTINE; COMPUTES DRY WEATHER FLOW C liOD.SUS SOLt AND COLIFORHS ARE THE MAJUR CONSTITUENTS INVOLVED IN C DKY WEATHER FLOW C HOWEVER, ANY 3 POLLUTANTS HAY 8E CHOSEN JUST BY SWITCHING C THEIR POSITION IN THE NEEDED VECTORS TO EITHER 2,3, OR a. C rfEAD DWY taEATHLR KLOJ AND POLLUTANT CONCENTRATION FACTORS READ , J-l ,2<4 I C JOUT=INPUT FILE C JOUTT-OUTPUT FILE HEAD(JOUT1 TITLE JOUTT-JOUT! WRITEtJOUTTl TITLE READ 1JOUTI ^TIM,NfNPUr, NPOLL , JT IM , TZERO WRITE( JOUTT) NTIH,«aiNPUTf NPOLL tDTIM,Ti:EkO 10TIM-(T2ERO/360a. )+ l.Q READ(JOUT> NOUT WRITEtJOUTT) NOUJ C READ FLOW AND POLLUTANT :4ASS LOADS CALCULATED DURING WET WEATHER DO 210 I=1,NTM READ (JOUT J DTH,RUMOHF , POL LI ,POLL2 , POLL 3 C .003 /«4-COKVERS10N FACTOR ( LB S/M&L /F T3SEC/H IN J TDWFrDWF.UL137'« C ADO URY WEATHER FLOW TO WET WEATHER FLOW RUNOFF :RUNOFr-»L)«FL)D WF(1 ,IUTIM ) C CALCULATE POLLUTANT HAiS LOADS FROM Dfc Y WEATHER FLOW A>40 ADD TO C UET WEATHER MASS LOADS PULL1-POLL l + CBJODUWr ( 2, IDT IH > T OWF COLLZ-POLL^+CSS^aUWF ( 3 , ID'f IM ) TD WF POLL 3 -POLL 3 + CC JLIHDWF («4 , IDT IM)TDWF WRITL COMblMED FLOW ANO TOTAL MASS LOADS FrfO* DRY AND WET WEATHER COUDITIONS WRITEIJOUTT) UfH, RUNOFF ,P3LL 1 ,P OLL2 , POLL 3 210 kITEI6,lQ2> DTIM,9UWOFF,POLL1,POLL2 ,P'JLL3 IP 1 l-OtfMATCflFia.SJ 1C2 FORMAT (5X,5( 1P£1 l.;M J RETURN CND -149- ------- * * * PROGRAM LNKPRG U1HENSION TITLk_<20>, PTLEJ22) DIMENSION TPOLC20,8»,PSA»/E(20,8)fTFLOI20>fFLSVC2a)fPPRT(lllfNPINt2 !U,d» ,NPOT»2G,6),NPOLLC20) ,ISFI<20> DIMENSION ZERDC121 TRC NEW DIMENSION SAPSUQI, FLOUUI, APSP(10,11I TRC NEW DATA ZERO/120.0/ TRC NEW C TRC NEW C NOPS NUMBER OF ADDITIONAL POINT SOURCES TRC NEW C TFIN FINAL INPUT AT END OF RECEIV = LAST TIME STEP TRC NEW C APSP ADDITIONAL POINT SOURCE MASS LOADINGS TRC NEW C TRC NEW •IRITE(6,2C01 C ........ READ SSYMM OUTPUT FILE HEAD(5,10C» IFL.IFO C ..... ...READ FROM FILL" GENERAL STORM AND BASIN INFORMATION REWIND IFC REWIND IFL REAO(IFL) TITLE -rfRITEte.HOJ TITLE WE AD I IFL » NSTEP,INLETS,NPFIf SDEL T,SZERO , TARE A HE AD < IFL > (I SFK I I, I -I, INLETS) C, ...... .INITIALIZE TIME TO SSWMM START TIME AND COMPUTE C... ....... THE HOUR ANO MINUTES OF T IME IN I TI ALIZA T ION TIME-SZERO IHRrSZERO/3600. IMN-CSZERG-FLQ4T (I MR > 361.10. »/60. E(6,153) IMLrTS,NSTEP,IHRIMN C. ....... READ RECE1V TIMING INFORMATION READ<5,iio RZLRO,^DI:LT,ISDY WRITE C6fbOOO> RZERO, SDELTt ISDY TRC NEW IF (ISDY. NE. 01 TADD = 86^GO. TRC CHNG C ........ IF SSWMM START TIME BEGINS ON THE DAY AFTER RECEIV START TIMEt C. ........ .SET TADD=364UO. 186100 SEC=2» HOURS) 1 MkiTE(6»173) C» .. .. ...READ THE If OF POLLUTANTS PASSED AND 1-0 ARRAY POSITIONING C ......... .FROM SSWMM TO RECEIV WEAD(5,12U) (NPOLLfl I * I- i , INLE FS ) DO 3 1-1 .IVLETS READ{5,12D) (NfPIN 1 1 ,K > ,K -1 , J ) EAD(S,12G» (NPOTII,K1 ,K=i,J» WRITEI6,160J IvJvINPIN(ZfK >»K=1, JJ 3 yRITEt6,lb5» CMPOTCI ,K 1 ,K=1 ,J» C INITIALIZE TIML-STEP RECORD COUNTER TO 0 HtiL - 1 TRC CHNG C HtAD tStlUOl NOPS, 1-FIN TRC CHNG THR - O.U WRITE <6,18m THR, PTLC LIU 4SL I-1, NOPS F^L4D (5,13i>) NAPS1I), FLOII), I APSP (I , J I , J=l , 11 > TRC NEW -150- ------- * * * * 19 C C C 30 20 18 rfHITFfb, »U3> «mTE (IKJ) IF (KbCL r.(,T WRITE tIFOI jo IB INOE KfcADIlFL ) TI 1, INLETS) THR = (TIME+ WRITE (6, HOC UO IB 1=1, UO 19 N-1, PPRT (N) =0. FSUM - FLSV( NPWT = NPOL DO 24 J-lt K - NPIN(I,J L = NPOT U,J IF (K.NE.3) PPRTtL) = PS GO TO 2D PPRTU) - PS CONTINUE NAPStl >, FLOU >, » APSP Ki'JL , THR, Ni>(l), .SUELT ) GO TO 17 M.JL, 2EHOU), MQL X-UNSTEP ME, IFLSV «MN),MN = 1 ,INLETS T AOU)/56JU. ) TIME.PTLE INLETS 11 0 IJD.U28 317 I) tl,JI ,J=1 ,1 1 ) FLOdl, UPS P ( I , J » , J -1 , 1 1 1 , < ZiIkO< I > ,1 - 1 , 1 2 1 ),( (P&AVF. IMNfN),N = WRITEIIFO) GO TO 15 > ) GO TO 30 AVEl 1,311 ,666C-Ofi AVE(I,K)75S9.37 1,FSUM, THE # OF RECEIV TIME-ST TAT-UP TIME T ADD-f ------- * * * 5 C, C, C, C, C, 333 C. C. C. C. C. 16 55 C, C, C, * TPOL(I ,K I=TP KT-K Tl bO TO 22 ....CALCULATE NTSW=RDELT/S ....PASS TO C ......AND POL OTHEKWI .TIMF.-ST OVER LA IF(ICNT) 222 00 < 1 = 1,1NL TFLGII1=0.0 DO «< J=l ,fc T'POLCI ,JI=0. ....FLOWS AND MANY TI AT THE ....FLOWS AND OVER TH DO 55 IT=1,N READUFL) TI 1 .INLETS) DO 6 1=1,IML TFLOCI»=TFLO NPWT=NPOLL(I DO 6 J=l,fcPW TPOL(I,K)=TP KT=KT+1 ....CHECK FOR IF(KT-NSTLP) CONTINUE GO TO 222 ....IF THC LA SAME TI ......TIME-ST TDIFF=(TIME+ NTDF=TOIFF FDIFF=TDIFF- IFJFDIFFI 13 OLU VK) + PSAVE(I»K) THE * OF SSWMM TIME-STEPS IN A WECEIV TIME-STEP DELT ON'.'EHTING AND PRINTING ROUTINES IF FLOWS LUTANTS WERE INIT1ALIALLY SUMMED AND AVERAGED SE SUM AND AVERAGE SSWMM QUALITY AND QUANTITY EP INFORMATION FOR EACH INLET CH RECLIV TIME-STEP ,16,222 ETS POLLUTANT MASS LOADS ME-STEPS AS NECESSARY SAME TIME AS A RECCIV POLLUTANT MASS LOADS ARE SUMMED FOR EACH INLET FOR AS UNTIL A SSWKM TIME-STEP OCCURS TIME-STEP. ARE THEN AVERAGED E KECEIV TIME STCP LENGTH TSrf ME,IFLSV (MN> ,MNri,INLETS>, ETS tIlFLSVm ) T OLII,K>PSAVECI,KI Ef4D OF KILE 55,7f'55 f PSAVE tMN , M , N = l ,NPFI I,MN = ST SSWMMM TIME-STEP DOES NOT OCCUR AT THE ME AS THE NEXT RECEIV TIME-STEP, ADD AS MANY SSWMM EPS UNTIL BOTH TIHE STEPS OCCUR TOGETHER TADD-RZE30)/f7DELT FLOATf^TDF) ,12,13 13 12 222 GO TO 7 68 THR=CTIMC-TAD0>/360Q. TIME = TIHE TADD WRITE(6,UGO> TIME.PTLE 00 8 1 = 1, INLETS DO 88 N=1,1I PPRTIM>=O.D ...CONVEMT FLOW TO M 3/SEC FSUM=TFLO(I>.J28317/NTSW NPWT=NPOLLf II DO 11 J^l.NPWT X-NPIM I ,J) TRC NEW TRC CHN& -152- ------- * * * c c.... C 10 c c.... 9 11 8 15 L=NPOT(I,J) IFCX-3) 9,10,9 ....CONVERT F. COL1FORMS TO 1U*6 MPN/LEC PPRTCLUTPOLU,3)l.b66E-08/NTSW GO TO 11 ....CONVERT OTHER POLLUTANTS TO MG/SEC PPRT (LUTPOLU.K )* 7559 .87/NTSW CONTINUE WRITE(6,110) l.FSUM,X } ///,lfiX, 'PROGRAM TO INT£»-!iE ,J I) TA 2X 2X 15 , ' A IN C; , CAPSPII, J1,J-1,11) INS FLOWS AND POLLUTANT TRC TRC TRC TRC TRC TRC TRC NEW NEW NEW NEW NEW CHNG CHNG ,I2,2X ,' IN LETS', // ,10X,» , 'RA 1NFALL X, 'POSITIO !'. T TI CU COL 3X ,'«2 ME -', M/SEC' IFORMS STEPS', //,10X N OF POLLUTANT ',3X,»»3',3X,« 2X, F6.0, 2X, / 10X, (IF MODELED) TRC TRC TRC CHNG NEW NEW , 'FLOW* , 11 (3X,2A3) //) r SSWHM OUTPUT FILE TO INP SETUP BLOCK OF Rt.CEIV II MODEL1) ( , 1H1, 2X, //,10X, 'IK-PUT INTO RECEIV 11 »A»?E AS FOLLOWS* /10X , «FLOy A IK 'POLLUTANT LOADINGS IN MG/SEC; STOP FORMAT FORMAT { 1 * 11(3 /7X, / 10 1C 10 ' IN MPNE+D6/SCC.'// 5X, 'INLE X,2A3)// ) 12, F 11 .^ ,1 If 1X,F8.1) > X, •RECCIVE START TIME ', F6 X, 'WLCEIVE TIME STEP ' , F6 X, '1SOY = ', 15) T TI CU COL T', ME',2X M/SEC' IFORMS 6X, 'F ,F6.0,2X ,'SEC* / 1UX, UF MODELED)' LOW", .U// .0 // TRC TRC TRC TRC TRC TRC TRC TRC CHNG NEW CHUG CHNG CHNG NEW NEW NEW ino -153- ------- * * * * PROGRAM QUANT C C C C C C C C C C C C 100 200 300 C C C BASIN MODEL TEST PROGRAM COMMON BLOCKS TC ZERO ARRAYS COMMON /CONTR/ 12122 J COMMON /HEADS/ IZZt6=Q UO 200 1-1,622 1ZZI11=0 UO 3QC, 1 = 1 ,8928 I2ZZJI1=0 SETUP TAPE FILES Mb -6 INCNT=0 iOUTCTro JIN( 1> - 25 JOUT(1 NSCRAT NSCRAT NSCKAT LFILE = 2> = 3) = H ) = 27 28 FORMAT IF <«UN.E0.1 ) GO TO 2 CALL SETUP (Ni5»»N6, JINI1 > ,LFILE> CALL REFLG.I STOP 1111 END BASI BASI BASI BASI BASI BASI BASI BASI BASI BASI BASI BASI BASI BASI BASI BASI BASI BASI BASI BASI BASI BASI BASI BASI BASI BASI BASI 3 «4 5 6 7 8 9 1C 12 13 14 15 17 18 19 20 21 22 23 25 2b 27 28 29 30 31 32 BASI 39 BASI BASI -154- ------- * * * * SUBROUTINE RE FLOW COMMON /TftPLSX INCNT ,10UTC1 ,J1M 1L) , JGUT t 1U> ,NSCHU ( 5k RECE 2 UIML^SION .jUftN (J I ,OUAL (1 ) , AMAME ( «4 ) RECE 3 DATA wtJANt 1» ,L JAN«2> /•* HQU AN , <»HT IT Y / RECE <* DATA CUALI1 ) ,C'UAL(2) /«* HCiJAL, <4HI T Y / RECE 5 Nb=5 RECE b N6=fe RECE 7 INCNT-INCM* 1 RECE 8 HEAD tN5t130> (ANAHE il > , 1-1 ,«») RECE V 10U FORMA7(t«ftt»,I«») RECE 10 IF < ANAM£( 1) .EU.QUAN ( 1 ). AND. ANAMEU) .EQ.QUAN(2)> CALL SWFLOW RECE 11 UOn WRITE»N6,SQO> RECE 17 500 FORMAT <31HDRECEIVING SIMULATION COMPLETED) RECE 18 RETURN RECE IV LNO RECE 20 -155- ------- * * * * SUBROUTINE SETUP INS ,Ki6,N2 1 ,N22 ) IIMTEliEU TYPE DIMENSION TI TU:('4L), ISUUUQ) tNSI 10J.« 1C I .CONST 111 ),PTIME< 1501 t SETU 3 1Q(15QI «QN03E (1 JO ) ,Wl fH ( 1 00 1 , PAAH ( 150 , 11» » TYPE (1 50 »t Cl 11 111001 SE TU 4 READCN5,1031) UITLE(I),1=1,40> SETu 5 1001 KORMATC2JA4) SETU 6 WRITE(N6,2Q01) ( TI TL E 111 ,1 = 1 , «»U 1 SETU 7 20P1 FORMAT<1H1,2UA4/1H ,20A4) SETU 8 REWIND K21 WEWIHD N22 ^RITECN211 ITITLEII) tl = l, , (NS ( L ,K I ,K = 1 ,10) SETU 26 2QC<» FORMATI1H ,1113) SETU 27 211 CONTINUE SETU 28 rfR!TE(N21> ( 1S!(L),L-1 .^JS-i) SETU 29 NiNRCC^O SETU 30 TTIME^O.O SETU 31 00 25 MM = 1,150 SETU 32 25 PT1MEINN>=-1 .0 SETU 33 7U «LAD SETU 44 oO TO 3D SETU 45 r'0 DO 70 L=l,MJSfe SETU 46 ONODCtDrt.Q SETU 47 WlTH(L)-T.n SETU 48 DU 52 KK=I ,1 1 SETU 49 32 CT(KK,LJ=C.-J SETU 50 JO bU K=l,10 SETU 51 N = MS(L,K) SETU 52 IF(N.Ew.-f) 60 TO fc'l SETU 53 QN3CCIL)^CMODE«L)Q ------- .-» iFI DO IF ig IM . S6 KK ( 1YPE LT. -It b (iO T 0 S< * * * SETU b5 SETU 56 CT -CT(KKfL)PARAM(^KK »Q4 CTCKK ,L J =CT< KK,L >PAAM(N,KK I/ID JU. SETU 60 ^6 co^4^I^uE SETU 61 GO TO feU SETU 62 58 WITHCL»='ITH(L )-iJtN) , SETU 63 fcO CONTINUE SETU 6<4 70 CONTINUE SETU 65 KKITE1N21) TT1ME,CQNuDE(L>,WITH(LJ, ------- * * * SUBROUTINE TRIAN(1J,JJVKK,LLI TRIA 1 c SUBROUTINE T>3) ,NEXIT TRIA 15 C TRIA 16 C JUNCTIONS TRIA 17 C TRIA 18 COMMON HI1Q), HNdD), HT(10), HBAR(IQ), HAVEdQ>t NCHANC10,8», 1 IPCINT< 10,6), AS(1D), VOL(IO), X(10», YC1Q), DEPtlGI, 2 COF(10>t UIMI1D), OOU(IO), QINST(IQ), 4INBARI1Q), 3 QOU8ARC101 C TRIA 23 C CHANNELS TRIA 21 C TRIA 25 C01KON LtNdOJ, NJUNCUQ,2>, BUD), RIIOJ, A(10), AT(10), AKdOJ, 1 0(10), vjBAR(lO), OAVEtlQlt VI1D), «TUO), VBARUOI» 2 FUIMDI10), NUMCHIlOlf NTEMP(6I, NCLOS(1U>, RBARC10I C TRIA 30 C PRINTOUT AND PLOTTING TRIA 31 C TRIA 32 COMMON NPRT, IPRT, NMPRT, JPRTdO), PRTH (250 , 101 v NOPRT, CPRTIlOlt 1 P9TVI2Sa, I0», PRT3«25U,10 >, IDUMd2), ICOLdO»t LTIME, 2 NPLTt NPDEL, • JPLTdQI t HPLTdOl C TRIA 36 C STAGE-TIME COEFFICIENTS TRIA 37 C TRIA 38 COMHON YYJbO) ,TT«50J , A A (10 > ,XX (10 I , SXX dO » 10 ) ,SXYt 10 > TRIA 39 1 , AlfA2t A3,Ai* ,A5,A6,A7, PERIOD, JGW TRIA <»0 C TRIA «41 C STORMyATER TRIA 42 C TRIA <43 COMHOtvi TITLE(30) ,NJSW,CE(20t2) , JSWI2CJI TRIA H4 2, RAlNdOD), INT1HE (1 00 ) , IKRA IN , JBOUND f 20 ) t JJFiOUN TRIA US C. TRIA <6 C TAPES TRIA «»7 C TRIA <46 COHHON /1APES/ 1NCNT , I OUTCT , JIN J 10 ) , JOUT (10 > »NSCRAT I 51 TRIA «9 C TRIA bO C, TRIA 51 COMMON/TRI/T (b),NX«S> TRIA 52 C TRIA 53 C TRIA 5«« C TYPE OESI&NATIOKS TRIA 55 C TRIA 56 -158- ------- # * * * INTEGER Cf^ REAL Lh\ IFUI.Nt.lJ) C c 25U C c c C C C c c c r- W C r L GO TO UO 25C I=l,Nj DO 25GJ-1.8 1P01NTII,J)=Q NCHANfli J)=«J CONTINUE RETURN POINTLR SET UP IRIANSLL PARAMETERS ?rn CONTINUE = 11 -JJ ZKK -II = JJ NX(1 NX (2 NX(3 NX(M NX Cb Ull - < 1(21 - < TI3) - ( TCO-T (1 ) T15)=T<2» X(JJJ - XCKK X«KK » - XIII XIII) - XT (M» u-jOfV7 (T (M) » /£. -SUB «2 TKI A TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRI* TRIA TRIA TRIA TRI« TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRI ft ARRAYTRTA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRTA TRIA TRIA TRIA TRTA TRIA TRIA TRIA TRIA TPIA 58 :>9 6U 61 62 63 6'» 6S 66 67 68 69 70 71 72 73 7H 75. 76 77 78 79 an 81 82 83 87 88 89 90 91 92 93 96 97 98 99 1 JU 101 1 J? 103 1Q<4 105 106 1U7 IQfc 109 1 ID 111 -159- ------- * * * * AS(I )~AS(I Mb AS(J)=AS(J)G 1F(C.LE.O.) yp ITf 16, 102P H,C 102 FORHATJ2HI NEGATIVE WIUTH CHANNEL NO.tI5,lQH B(M)-B«MJC WIDTH =,E12.»») A(M)=B(M IR(M\| AK/2. VtM)=0. 600 CONTINUE IF(LL.EQ.D RETUWN 00 750 NN;3t<» I = M1NO 00 620 Krl.s IF (1POINTIIVK).EQ.J> GO TO 6«»0 IFIIPOINTII,K) .EU.U1 GO TO 6 3D 620 CONTINUE 63U IPOINf (I ,K)=J H=NCHAN( I,K» NJUNCIH, 1)=I NJUNCCM, 2J-J SUB-TI3)! tt )-Tt2I G^SORTCT (2) J/2. LEN(M»rG C = G/SCRT(».T I3)f (M I -SUB2 »SUB G=G/2.C AS(I )=ASCI>G/2. ASCJI=AS( J) + G/,?. IFIC.LE.U.I WRITEC6,1D2» M,C li!M)=BIMMC W«H) -(OE^< IMDtP (JJ) /2. A(M)-BIM !:-?< Ml V(M>-0. 75U CONTINUE RETURN LND TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIft TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRIA TRTA TRIA 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 12b 129 130 131 132 133 13< 135 136 137 138 139 110 111 1H2 115 1Mb 117 1<48 119 15fJ 151 -160- ------- * * * * !>UtSROUT INL T IDCF t IT IUE , c c c c t c c c c c c c c c , H AX i T ,NCHT IU> C C C C c c c c c f ,- C f, c STALE TIME COEFFICIENTS HYDRODYNAMICS PROGRAM SPECIFICATION STATEMENTS CONTROL COMMON /CONTR/ N5 ,»46 ,N2Q, N21 , N TC YC ,NQC YC ,NHC YC , NT.NQSWRT It OELTQ.UELT.TZERO, ISWCHI1Q1 GENERAL COMMON ALPHAI30J, NJ,NC, ICYC»KCYC,NCYC, W IND,WDIR,EVAP 1 , PRECP(50) ,NEXIT JUNCTIONS COMMON H(ia», HNUOIf HTC10), HBAR(IQ), HAVEUOI, NCHANtlO»8>, 1 IPCINTI 10,81, AS(101, VOLU01, X(1U), Y(1Q), OEPC101, 2 COFUU), JlN(lO), OOU(IO), QlNi.TUC'1, CINBAR(IO), 3 QOUBARtlQI CHANNELS COMMON LEN(IU), NJUNT « IH f 2 J , b(lU), RI1U), A(1Q», ATUOJ, AK(1D>, 1 OUO), iBAR(lb), OAVEIllJl, VflLJ, VTC1C1, VBARtlO), 2 FWIMUI1.JJ* NUMCHI1L1, N TEMP (8), NCLOSdUl, RBARU01 PRINTOUT AND PLOTTING COMMON NPRT, IPKT, NMPRT, JPRT(IO), PRfH (2 5L , 1U) , NQPRT, CPRTUO) 1 PWTtf(25U,101, PPTO(250,in 1, IDUH(121, ICOLtlO), LTIME, 2 NPLT, NPDLL, JPLTI101, HPLTC10J STAGE-TIME COEFFICIENTS COMMON YY(50» ,TT(5n» , AA ( ID I ,XX ( 10 1 , SXX ( It), 10 1 ,SXY < 1C 1 l,AltA2,A3,A4,A3,A6,A7fPEMIOD,JG«» STORrtUATER COMMON TITLE <3U> ,NJSM,OF(2U,21,JSWJ2UJ 2, RA IN t lur) , JNTIMC < 1 bt? ) , INMA IN , JBOUND <2D ) , JJBOUN CONTROLLED OR FORCED NODES CO MM ON/HEADS/NT IDE , J T 1 DE (1 f> > , T IDE ( 15 , 7 ) ,NDAM , JOAM I'jD ,2) , liJAMt 5U,3 ) ,OELHH( 501 , SPILL (1C 01 , SPLiiA R (1 DU 1 TAPfcS N /TAPE S/ INCNTMOUTCT, J1U( 101 , JIMJT < 101,NSCRAT(bl TIDC Tine TIDC noc TIDC TIDC TIOC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIOC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC UPC TIDC TIDC 1 2 5 14 5 6 7 8 V 10 11 12 13 14 15 16 17 18 19 24 25 26 SI 32 33 37 36 3* 4U 41 M2 43 44 45 '16 47 48 4V 5 Li bl b2 b3 r,4 fib Sb -161- ------- * c c c c c c c c c c c c c c c c c c c c c c c c * * * INTEGER CFRT REAL LEN WRITEtN6,13Q I JTICEt 130 FORMATU7HQ FOR T10A WRITE (Nfa,1401 KO,NI 140 FORMAT « 7HQ KO IS, I 1 OF ITERATIONS IS, 14 DELTA : 0.005 MIT- 7 4 - 2. 3. 14159 /PEI IF1KO.EQ.O) GO TO 22 TT<5o> -TTci )PERIOD YYt5GI=YYU> 00 22D 1-1,4 J-I 1 IF CJ.GT.4) J-5Q NI-NI+1 TT(M):(3.TT(I » + TT< YY(NIJr0.8535YY 1 1 ) + NI-N1+1 TT(NI J-f TTI1I+TTI Jl » YY(NJ }-{ YY(I»+YY (J) J WI-NI+1 TT FOKf-'&T (2 9 HO NO. WRITE <^b,148) (1,TT TIDE COEFFICIENTS . TYPE DESIGNATION TIDAL CURVE FIT, 7 TERM SINUSOIDAL EQUATION ITIDEJ L NODE ,131 ,MAX1T,NCHTID 3,19H NUMBER OF TERMS IS,I4,32H MAXIMUM ,21H TIDE CHECK SWITCH IS, 12) IF KO EQUALS ONE, PROGRAM READ FOUR POINTS OF INFORM AND EXPAND THEM FOR A FULL NT IS THE NUMBER OF INFORM POINTS MAXIT IS THE MAXIMUM NUM8E ITERATIONS IF fcCHTID EQUALS ONE, TIDA INPUT-OUTPUT WILL 8E PRINT DELTA IS THE ACCURACY LIMIT IN FEET 00 '> J) )/4. U. 146SYY 1 J) /2 • 12 . J> »/4. 0.8535YY( JJ TO 2-40 TIME VALUE \ til , YYCIJ , I=1,NIJ TIDC TIDC TIDC TIOC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC NUMBERTIDC TIDC WILL TIDC AT ION TIDC TIDE TIDC TIDC ATION TIDC TIOC R OF TIDC TIDC L TIDC ED TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIDC TIOC 57 59 60 61 62 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 8? 90 91 92 93 94 95 96 97 98 99 1JLJ 1U1 1 J2 103 104 lOb 106 107 108 109 110 111 -162- ------- * * * I4b FORMAT (14, F12.3 > TIDC 112 •>iu CONT inw: ' Tine 113 UO 28D J-l,N I I TIDC 114 DO 26( Kzl,NTT TJ DC 115 260 SXX(K,JJ : D. TIDC lib AMJ) = 0. TIDC 117 260 SXYIJI ~ L. TIDC 118 NJ2 - NTT/2 •» 1 TIDC 11V DO 3bO I = 1 ,N1 TIOC 120 DO 32U J - 1 ,KiTT TIDC 121 FJ1 = FLOAT(j-l> TIDC 122 FJ3 -' FLOAT I J-NJ2 J TIDC 123 IF ( J.LE.NJ2 t GO TO 3GU TIDC 124 XX(JJ = COS = SXY(JI XX(J) YYII) TIDC 12V 00 310 J - 1 ,MT TIDC 130 DO 3UC K : 1 tf»TT TIDC 131 310 SXXIK.J) r SXXIK,J) XX(K) XX(J) TIOC 132 3fcCJ CONTINUE TIDC 133 IT r U TIDC 13«* 3fcH 11 = IT * 1 TIDC 135 QELMAX = C. TIDC 136 DO <42U K - 1 ,NirT TIDC 1 37 SUM r ;i. TIDC 138 DO 100 J - 1,KTT TIDC 139 IF CJ.EQ.K1 GO TO '»:):,} TIDC 1«0 bUM - SUM -A A(J)S. GO TO 4»D TIDC 117 IF (DELMAX.GT. JELT4 ) GO TO 38U TIDC 1M-8 bO TO -46U TIOC 149 14G wkITt(N6 ,150 ) TIOC ISO Jr>Lt FORMAT (69HCAKNOT PEACH DESIRED DELTA, INCREASE EITHER MI OR DELTATIDC 1 «i 1 1 AND TWY A3AIK'! TIDC 152 STOP 6666 TIDC 153 <t-J CONTIKUC TIDC 15** 00 t7C KOtF-1,7 TIDC 155 473 TIDE (ITIDE ,KOEF)=Aft( ,2> TIDC 158 U2 FORMAT C46HO TIME OBSERVED COMPUTED D1FF I TIDC 159 HES - J. HOC 160 00 52u I - 1,M TinC Ibl SUM ~ J. TIDC 162 Uj SDL J - 2,NTT TIDC 163 FJl - FLOAT ( J-l I TIDC 164 FJJ - FLOAT I J-MJ2 J TIDC 165 IF ( J.LE.NJ..' » ;»C TO !\|SJ TIOC 166 -163- ------- * # * * SUM - SUM +AAIJ) COSIFJ3WT1(I I) T1DC l67 60 TO 500 TIOC lfa8 480 SUM = SUM AA(J) SIMFJltfTT(IM TIDC l69 500 CONTINUE TIOC 17° SUM ; SUrt AAI1» TIDC 171 D1FF = SUM -VVU) TIDC 172 RES = RES « ABSJUIFFJ TIDC in 520 rfRITECN6, 1 5 TIDC 17S rfklTE (Mb,156) RtS TIDC 176 156 FORMAT (6HUTOTAL , 3UX, F12.«« I TIDC l 11 5«4U CONTINUE TIDC 178 c TIDC 17V C CONSTANTS FOR INPUT HAVE FORM TIDC 180 c TIDC 181 WRITEHM6,1S8 J JT IDE I IT IDE ) , I T1UE II TI DE, I > ,1 = 1 .71 .PER IOD TIDC 182 15B FORMAT1///16H COIFFICIENTS FOR TIDAL INPUT WAVE AT JUNCTIONl6//85HTIDC 183 1 Al A2 AJ A - Al + A?.SIN(fciT) * A3.SINI2WTI * A^.SIN(3UT> * A5.TIOC 186 <»COSCWT) * A6.COS12WT) * A7.COSC3WTM TIDC 187 RETURN TIDC 188 LND TIDC 189 -164- ------- !) * * * C c c c c c c c c c c c c c SUBROUTINE SWFLOW INTEGER CFRT REAL LEN.INTIME COMMON /CCNTR/ N5.N6 1, DELTQ.DELT.TZERO, COMMON ALPH 1, PKECP(SO) A( 30) , ,N20,N21f N iSWCHdO) UJ,NC, ICY HYUr.ODYiN.AMKS TIDAL OPTION SPECIFICATION CONTROL TCYC ,NOCYC tNHCYC GENERAL C,KC YC.NCV C, W STAT , N 1MD, EMENTS T.NOSWRT WDIR,EVAP ,NEXIT JUNCTION COMMON HdOl 1 IPO IN 2 COFd t 1 ( 01 3 QOU8AR1 C C c c c c c c c f* s. L f. C c (J c (. .- COMMON LENd 1 w(10) 2 FwIND COMMON NPkT, I PRTVC 2 NPLT, COMMON' YYI50 1 Al A2 A3 A1 COMMON TITL 2, rfAINdUCil, 0) t ( 1 HN d 0 1 10,8) , » C I N ( 10) , KiJUN OBAKd J) , NU IPRT, N 25 ) f. ( IK JtlUlt POEL t ,TT (50 5 A6 A iLi> tMJ TlMEd , HT(1U>, HB ASdO)» VOL ini, coudci C(i(!,i;), b d U), QAVEdU) riCHdDI, Mt HP RT, JPRFd P f? T 3 ( 2 5 Q , 1 0 JPLTdLJJ, HP > » A 4 J 1 C ) » X X f PERIOD J G w SW,9L(20f2 ) » ARd (1U1 , QI CH 0), t V I HP(8 PR 0), I* 1 Lid ST < U) ST JSW( 01, HA , XdD NST( 1C ANNELS R 1 1 0 1 , 1L 1 f V ) , NCL I N T 0 U T P^TH(2 DUM(12 01 AbE-TI ,SXX( 1 OkMWAT 2L) 001 f INRA1K, J80UNDC20I , C J VE (101 >, Yd SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL 1 2 3 5 6 3 9 1C 11 12 13 15 16 17 IB 19 20 21 , NCHAMdO,8l, 01, >, CINBARI A diJ) Td( 1, OSdOl , AT VBA , RB AND PLOTT 50,101 DEPdOl, IU), «10> , AK (131 » HdU ) , AK« 101 ING , ^QPRT, CPRTdOl ), 1 COL (10 HE COE Q,1C», ER JJBOUN CONTROLLED 0 CO MM ON /HE A r)S 1UAM< !iC»3l ,0i: /'* LH TIflE ,J M 50 J, TI')t ( 15) ,T IU SPILL( li J> ,S E( 15 ,7J ,ND AK ,JUA F F I C SXY( J , LT1ME , IENTS 101 R FORCED NODES Ml 50 t2), PLBAKdrj'Jl fA PIS SWFL SWFL SWFL SWFL SWFL SWFL t SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL 26 27 28 33 3«4 35 39 "40 41 «2 '4 3 »45 46 47 18 49 5U 51 52 53 54 55 b6 -165- ------- * c c c c c COMMON /TAPES/ INCNT ,10UTCT,JIN I ID) ,JUUTUUJ ,NSCRAT(5» COMMON/ST2X T1TEL2UU) DIMENSION* ENDEK(2) ,VOLBARUOO» COMMON QTI50,2J,1SWI5C> DATA ENDERU J ,D4UEI» ( 2 > /1HENDQ , 1HUANT / TYPC 201 2C5 2C9 C C c c c c c DESIGNATIONS INITIALIZATION N2Q - NSCRAT(1) NEXIT=0 00 205 1-1,50 DEPCI)=0.0 AS(IJ=0. U1N=0. UO 231 J-1,8 1POINTCI,J)=Q NCHANII,J»=0 CONTINUE CONTINUE [JO 210 1-1,100 KwlMDll) = 0.0 g(I1=0.0 UO 209 J-1,2 NJUNCtl,J>=0 CONTINUE CONTINUE CALL INDATA 10UTCT - IOUTCT + N21-JIN(1KCNTI :-i22 = JOUTJIOUTCT ME^l^D N22 NT INT = 0 TT( 1 t - J.'l T T(2 ) - 0.0 NSTEPS - Q MJSW =• D NUUAL = 0 TDELT ~ (J DO 22C 1=1,13 1COL.U1=I UO 222 1=1,20 ISW(1> = C w 1 ( .1 ,1 ) =0.0 :, T (I »k' J = 0. 0 SUBROUTINE INDATA CALLED TO READ INPUT DATA FURTHER INITIALIZATION SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL 57 58 59 60 61 62 63 61 65 66 67 68 69 71 72 73 7<4 75 76 77 78 79 81 82 83 84 85 86 87 88 89 90 91 92 93 91 95 9(3 97 98 99 100 101 102 103 10 ------- * * UE(I ,1) - j.U UL(1,2> - Q.U U.-C. TEP-U. DLLT2=OELT/2.L 223 22<» 225 C C C C 7H97 7091 7092 EVAPzEVAP/(10UCI.3U.e64nQ. TOLD=U. PREC = 0.0 T-T2LRO DO 224 I - l,MHPftT MJPKT - JPRT (11 PKTH 11,1) = MMJPRT CONTINUE DO 225 I = l.NQPRF MCPRT r CPRT(l) PRTC' < 1 ,1 ) PR TV (1,1) CONT 1NUE Q(MCPFT) VIMCPFM READING OF INITIAL HYDWGGRAPH INFORMATION FRO> INTERFACING GO TO 2 JO TI fEL2 TITEL2 IF4N21.EQ.OI MEWIND N21 READ (N21) WklTE (N6.7Q97) FGRMAT(1HI,2DA / REAL (N21) NSfEPS,v JSW,Nl."JAL, TUELT, T2c".RO,TAREA JRITE (N6,7D91) NS fE !JS ,v,.js«», NOUAL , TDLL T , TZtRO ,TARE A FORMAT (3I10,3F1D.2I «EAD(lw21) (ISW(L I ,L-l.MJSW ) FO«KCT(5115) i ------- * * !* C c c c IN111AL TIME-STAGE COMPUTED IF=A1«A2S1N(WT 236 CONTINUE C C C ) + A3SIN(2.WTIA l*6CQSt2.Wn-»A7COS(3.W1» CHANNEL CONSTANTS COMPUTED 260 00 280 N=1,NC IFINJUNC(N,1 ).LE.D>GO TO 280 AKIN >=9. 806212. 2C79AK tN)2/2. 208196 NH:NJUNCIN,2 I K(Nt=K(NM(H DO VOL( J)-0. IF CAblJ> .EQ.O.) VOLUME = V OL UM F_ •»3 t N 1 L EN < N J 3CCJ CONTINUE 32'J ULPTH-VOLUME/AWE A t/OL(J>-nEI"THA$tJ) ^n coNT INi C C START OF PROGRAM CORE WITH MAJOR HYDRAULIC COMPUTATIONS SWFL 168 SWFL 169 KE.LAT10NSHIP SWFL 170 SWFL 171 SWFL 172 SWFL 173 SWFL 17«4 SWFL 175 SWFL 176 SWFL 177 SWFL 178 SWFL 179 SWFL 180 SWFL 181 SWFL 182 SWFL 183 SWFL 18<4 SWFL 185 SWFL 186 SWFL 187 SWFL 188 SWFL 189 SWFL 190 SWFL 191 SWFL 192 SWFL 193 SWFL I9t SWFL 195 SWFL 196 YINHI-YINLMI»SWFL 197 SWFL 198 SWFL 199 SWFL 200 SWFL 2U1 SWFL 2U2 SWFL 203 SWFL 20<( SWFL 205 SWFL 206 SWFL 207 SWFL 208 SWFL 209 SWFL 210 SWFL 211 SWFL 212 SWFL 213 SWFL 214 SWFL 215 SWFL 216 SWFL 217 SWFL 218 SWFL 219 SWFL 220 SWFL 221 SWFL 222 -168- ------- * c c c c C c c c c c c r C r C 315 350 T9 STAhT OF DAY 00 LOOPS OUTER LOOP OK i NESTED DO LOOPS 110 1)0 1 313 NT = 1 ,MCVC IF INT.LT.NOSWKn GO REWIND N22 DO 345 J=1,NPLT 1-IABS< JPLH JJ I HPLT (Jl-HCll TO 35U HOLrt, ChPLTIJl ,J=1 ,NPLT) NPTOTrl CONTINUE LTIME - i UO STtKT OF QUALITY DO LOOP INITIALIZATION OF ARRAYS USED FOR HYDRAULIC OUTPUT TO BE USED BY THE SWOUAL SUBROUTINE IF (N1.LT.MOSW3T I UO 36li N = 1,NC GO. TO 38J (M=0. /[) J-1»K!J K t J >-!_,. UlNb Ak( J)-U. UOUbAkt J)-0. SPLE>Ak {J 1 = 0. U 370 CONTINUE 3eu CONTINUE START OF HYDRAULIC DO LOOP, INNERMOST 00 LOOP OF 3 NESTEO UO LOOPS UO IFCM .LT.NQSWRT) IIKL-1IMEOEL.T GO TO PRECIPITATION COMPUTATIONS FOR EACH TI?T STEP IF (KRAIN-I'-lRAlMi 395 , «* 10, <4 10 IF ( T lHL-IN?IHE(KkAINl ) ) 4G5 , k JO KHAIN-K 1-TOL01 / ( 1000. SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL 2?. 3 22M 22B 226 227 228 229 230 231 232 233 23<* 235 23b 237 236 239 2 '0 241 242 243 244 245 24fc 247 24B 249 250 2S1 252 253 254 2Sb 256 257 258 259 260 261 262 2f>l 264 2b5 266 2b7 268 269 270 271 272 273 274 2 ?b 2 fh 277 -169- ------- * * 105 110 118 120 12b 130 t>0 TO 39 LI 131 7093 133 135 110 C C c c C c C 470 1' fc )/DELT IfcO CONTINUE IF = (QIN{Jl+QTtL,Il>* ,L = 1 1 MJSW » FLOWS ARE ,/ = 1,HJSW) )6X ,bFl 5.3 > 1 IF (T1ME.LE.TF.) GO TO HBO TEO=TE DO <6C' L = l READ INS,10H» TE,(4E,JJ=I,NJSWI FORMAT (8F10.C) CONTINUE TEP-TE/3hD3. •jRITE(N6,ia6 ) TEP, (Qt«L,2) ,L=1 ,NJSWJ FORMAT (1M ,F7.2»10F10.1/C8X,1QFI0.1M 00 SOU SWFL 278 SWFL 279 SWFL 280 SWFL 281 SWFL 282 SWFL 283 SWFL 281 SWFL 285 SWFL 286 SWFL 287 SWFL 288 SWFL 289 SWFL 290 SWFL 291 SWFL 292 SWFL 293 SWFL 291 SWFL 295 SWFL 296 SWFL 297 SWFL 298 SWFL 299 SWFL 300 SWFL 301 SWFL 302 SWFL 303 SWFL 301 SWFL 305 SWFL 306 SWFL 307 SWFL 308 SWFL 309 SWFL 310 SWFL 311 READ HYDWOGKAPH INPUT OR AVERAGESWFL 312 OR INTERPOLATE FOR TIHE STEP SWFL 313 SWFL 311 SWFL 315 SWFL 316 SWFL 317 SWFL 318 SWFL 319 SWFL 320 SWFL 321 SWFL 322 SWFL 323 SWFL 321 SWFL 325 SWFL 326 SWFL 327 SWFL 328 INTERPOLATE HYDROGRAPH SWFL 329 SWFL 330 SWFL 331 SWFL 332 Pn/DELT READ HYDROGRAPHS -170- ------- * * * SLOPE- (QT (L,?I-OE tL, 1 I )MT£-TLO» 5U3 JlNIJ>=OINSHJ)UE .GT.3.D.S) V T C N ) rO . 0 J(N)-D.O GO 10 580 CONTINUE (, 0 TO -H ( NL I> /LEN( N) 2FUINDCN l/R(N V2 = V (M J+DELV2 l./TflMP2.A3S(V21 )- J *2-4 .4 iw('l»-VT(N1A r;cu CONTINUE COMPUTATION OF NODAL STAGE AT HALF TIME STEP JO 9C; J-1,1 00 SPILL < J»=C.O SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL 333 33»» 33i 336 337 33d 339 3<40 311 3M2 343 3<4«» 345 346 347 348 349 350 351 352 353 354 355 356 357 358 359 36C- 361 362 363 364 355 366 367 366 369 370 371 372 3 H 374 375 376 377 378 379 3riO 331 382 383 334 335 3 ,-i 6 337 -171- ------- * * * * i)G 6t>0 J-l.NJ SWFL SWFL 653 6MJ 00 6^(1 Kri,« IF (NCHANCJ.K I.LC.L) GO TO 620 N=NCHAN( J,K) IF IJ.K'E.NJUNCm, il IGU TO 6f)C bO TO 620 600 bUM«=SUMQ-QIN) 620 CONTINUE 64U IF lASt J) .LC.O. J GO TO 66U SUMC=QOU(JI-01N( J) + ( f.VAP-PREOAS IF INUAM.LE.O J GO TO 642 00 641 IOAM=l,rtDAM KDAM-IDAM IFIJ.EQ.JDAMlhDAM,!)) GO TO 650 641 CONTINUE 642 HT IJ)rH( J1-DLLT2SUMQXAS< J> IF (HT< JMDEP ( JJ.GT.O.) GO TO 66U HT=-DEF CJI VOL( J»=rJ. ASIJ»=-AS( J> UO 6M5 Krl,8 UX-NCHAN{J,K ) IF (NX.LE.C) GO TO 6<4 S NCLOSINX )-l &t5 CONTINUE -SPILL « J)+SUMQ GO TO 660 650 CONTINUE ULLHHIKD4M)=D.O £IR1-DAM CONTINUE HT(J)-H(J)DELHH(KOAM» CONTINUE IF INUK V.EC.D I GO TO to?5 If (NTIMS.GT.2) &0 TO 675 DO 6 70 N=1,NC If «N JUNC(K,1 I.LC.U) GO TO 670 IF(NCLOS(M.fct.J » GO TO 670 c(N) -U. V ( 'O - 0 . JO 6fefc 1-1,2 II-NJUMC t\,I I SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL StfFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL 388 33V 390 391 392 393 39«» 395 396 397 398 399 401 <402 M03 lOt <405 406 <4Q7 410 Mil 412 413 414 415 416 417 418 419 420 421 422 423 424 425 426 427 428 429 430 431 432 433 434 43b 43b 437 43b 439 44Q 441 442 -172- ------- * # 664 666 668 670 675 C C C C 67o C c c c c c t>7 c c c IF INCHANtII, JJ.EO..N) CON!INUE bO TO 668 rtCHANII! ,JU-N MJUKCIN,I)=-II CONTINUE GO TO 541) CONTINUE GO TO 666 tJOUKDARY STAGE HALF TIME STEP CONDITION AT IF-tMlOE.LE.OI GO TO 677 UC 6 76 I T1DE=1,NTIDE JGW-JTIDLIITIDEJ Al = TlDFmiDE,ll A2=TIDEIITIUE,2) A3 = 1IDE(I1IDC:t5) A4-T1DE(ITIDE,4) A5=TIDE A7 = TIOEf HIDE,/) HT(JGW)=A1+«2SIN«WT2)A3SIN(2. 1 +A5COSJrfT2)A6COS(2 . CONTINUE T2J +A4SIN(3 .yT2 I T2»-»A7COS(3.WT2> COMPUTATION OF CHANNEL CROSS- SECTIONAL AREAS AT HALF TIME STEF, FLOWS «T HALF TIMt STEP, AND VELOCITIES AT FULL TIME STEP UC 7-'4U N-1,NC IFINJUNCIN,! ) .LE.DfiO TO 7411 NH-NJUNC(N,2 ) L»ELH-0.5CHT JNHl -H (N H) H T I ML )-H 4 NL Hf, TrR(N) DL"LH AT (N )-A(.N)-»B (NI[)ELH DRY CHANNEL CHECK(UNOEk Q.U3HI 1FCRNT.GT.O.U3) GO TO 680 V I N ) -I: . W(^>-U. bG TO 7m tOMT If.'UE UtLV2-2.VT(N>Ml.-A(N)/AT(N) •OELT( tVT{N>2'5(N)/A T(N> ) . F WIMD(N)/KN T3ELT >(HT CNHI-HT »/LEN(N T IMF' rDEL TAK (MX ^NT*1 .3333333 OtLV 1-!).'>{( l./TtHF +2.Ar-»SIV2 I)- ,A.3S I V2) Vt (>;) rV (N ) aELVlQFLV? SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SUFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SwFL ^i £i 7 ti it U • 445 446 447 4 48 449 450 451 452 453 454 455 456 457 458 459 460 4bl 462 4o3 464 465 466 467 46« 469 470 4 71 4 J2 473 474 475 4 76 477 478 4 79 480 461 482 483 43<4 4BS 486 43? 488 489 490 4V1 492 493 494 495 496 497 -173- ------- * * * 1)1 c c c 7oo CONTINUE: IF (NT.LT.NQSWrtT > GO QBAR(N)=qpAR(N)+Q(N) V&AK(NI=VBAP(NIVfN) KBARlNlrWBAR (NMRIN) 720 CONTINUE .CHANNEL FLOWS SUMMED TO 721 C C C EXCESSIVE VELOCITY CHECK IF(ABS(V(NM .LC.b.O) GO TO 710 WRITE(6, 108) NT,NU,NHH,RINI,VINI,N 1H3 FORMAT C27HD V OVER 6 /S, TIDAL CYCLE,II,HH CUAL CYCLE,11, 112H HYDRO CYCLE, II,6H DEPTH,E1Q.1,1H V,E10.4, 26H CHANNEL,I5J NEXlTri 710 CONTINUE IF 1NEXIT.EU.1 ) GO TO 12jQ C C C C COMPUTATION OF VOLUME: AT FULL NODAL STAGE TIME STEP AND' 75L 760 DO 7bO J=1,10C SPILLi J)-D.O CONTINUE UO 900 J=1,NJ i.UMQ-0. HN< J»r-D(IP( J) 1FIASIJ» »LE.O.) uO TO 90J UU 800 K=l,3 1F(NCHAN(J,K J.LE.CI ;^-NCHfiN( J,K) IF< J.NC.MJUNCI^,in&0 TO 780 780 8r,») c Bf I l HH2 TO 8t>D UO TO SOU SUMO-SUMQ-Q(N) CONTINUE IFINTIDE.LE.UI GO TO RJJDJ JO HC1 ITIDL-l.'OIUf: iU IDL-IT IDC IF IJ.EQ. JTIDt tITlOC! > GO TO 801 CONTINUE IF (NOAM.LE.O) GO TO 820 l)C 3ftC3 lL'M = I IF ( J.EQ. JC'AM (Ii)AH, II > GO T 0 80 2 •-•fiC 3 CONTINUE oO TO 82,1 A1 ~ T IU C ( K T 11) E , I ) Aii-TU'tc not ,.ii AJ-TIltUKTIDE, i» SWFL SWFL SWFL SWF! SUFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL 500 501 502 503 50«» 505 506 507 508 509 510 511 512 513 51H 515 516 517 516 519 520 521 522 523 52 ------- * * * A<+-T10t /2. IF CBASEl 803 SPILLIJOOWN) r bC 10 80 b UtLHH»KDAK>rDLLT/AS( J >* I - CONTINUE HN( J)-H< J)-»DtLHH VOL( J1=VOLIJ)+OELHH( KDAM\|AS« J> UO TO 82 S CONTINUE CHMJI-HIJ) JAS ( Jl J)-U. JINJ J)-(DVOL/DELT I + SUMQ IF )T.LT .NQS DO V2J Jrl.NJ HoAk ( JJ^HBAR ( JI+HN U J u i u; A P ( j > - Q i NE; ft«' ( j ) + 5 596 597 598 599 60U 6Ji 6U2 6 0 3 6Q<4 6U5 606 6U7 -175- ------- c c c c * * * 960 980 C C C C 985 9&b 990 C C C inno 1120 FULL TIME STEP COMPUTATION OF HYDRAULIC RADIUS AND CHANNEL CROSS-SCCTIONAL AREAS DO 980 N=1,NC IF IKJUNCrR(N)-»DELH AtN)=A«N)-»B(NJDELH CONTINUL COMPUTATION MODE VOLUME OF >OROINARY> 00 990 J^l.NJ VOLt Jl=0.0 IF (ASf Jl.EQ.Q.J) AfrEA=0.0 VOLUME-P.Q DO 985 K=l,g GO TO 990 IF(N.LE.;j» GO TO 935 AH E A -6 RE A8 t N VLCMN » VOLUME=VOLUMEB(N)LEN bO TO 986 OEPTHrVOLUilE/AREA WOL< J)=DEPTHAS( Jl VOLBARt JlrVOLbAH( J) + VOLU) CONTINUE oo 1020 J-I.NJ H«J)-HN«JJ IF(NT.LT.NQSwRT) GO TO 1U1J if (NPTOT.NC.WPOEL) GO TO 1030 00 1025 J-1,NPLT I-IABS( JPLTI JH NODAL STAGE ARRAYS SHIFTED HOUR =HOU«-»DELT/3bOO.FL OAT WRITE »N22) HOUtf, tKPLTIJ),J=l ,NPLT) WPTOT^O END OF LOOP HYDRAULIC OR INNER 00 CONT1KUE AVERAGING OF VELOCITIES FLOWS AND SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL634A SWFL 635 SWFL SWFL SHFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL SWFL 608 609 610 611 612 613 614 615 616 617 618 619 620 621 622 623 624 625 626 627 628 629 630 631 632 653 634 636 637 638 63V 640 641 642 643 644 645 646 647 648 649 6 SO 651 652 653 654 655 656 657 658 6S9 660 661 -176- ------- 1U 11 JU ; * * IF INT.LI.UCSWrfT> UC ICbJ W-1,NC IF INJUNC IN,1 I.LL .1;) f.»0 TO lUbU ijtlAH (N )r(K)AO (M/I'LOA 1 (NHCYC I VBAK IN )-VB»R IM/FLJA TtNHCYCI RbAR IM-rteAR INJ/FLOA 1 INHCYC) UAVE(N)-UAVEIMQfcAR(N)/FLOATlNQCYC) 1060 CONTINUE DO 1QEO J-l.NJ QINbARU IrQINBAR ( J) / FLO AT I NHCYC I OOUPARIJ»=QOUBARIJI/FLOAT(NHCYCI lib AR\|J)= HEARIJ)/FLOATINhCYC» VOLbAR(J)^VOLBAR(Jl/FLOAT(NHCYC) SPLbARiJirSPLbARIJI/FLOATINHCYCI IFIUINBAHIJ1 .E4.IJ.I GOTO 108U IF IC.OUBARIJ) .EQ.U.) ROTO 10PU QINBARIJ J-OI.VBAR (J)-OOUBAR(J» aoueARCj)ro. IFIUINbARIJ) .GT.O.) GO TO 1D60 iiOUB AR( JI=-CII QINBAR (J):,3. C0"n iNUE C c C L C t t c 1 1 WKT1L HYDRAULIC INFORMATION FOR USE IN DUALITY PROGRAM C C i IVCLbAR (Jl .UHdARIJ ) ,QCUBAR ( Jl ,HDAh I Jl,SFLBARIJI ,J- 1,NJ) STO^L OUTPUT FUR SUBSEQUENT PRINTOUT IPO IF (NT.EQ.(NliS4RT-l) .AND.N-).LC.r,QCYC I GO TC 112U tiO TO 11 «G 120 DO 11 6155 6B6 6B7 688 639 69U 691 692 693 6(><4 695 696 697 69£ 69V 7 -JU 7 0 1 7')2 7DJ 7 J4 7.35 706 707 7U8 7U9 7 ][) 711 712 71 J ?m 715 716 -177- ------- * # 1220 C C C 1210 1260 1?80 C C C C C C C C 13PO I 320 1 310 11 J 1 360 1 "* P 3 112 1 «00 1 14 1 <4?l) C r V* v> DO 1220 l:itNOPRT ML'PRT-CPW Mil PHTQ (LT1ME,! )=QIMCPPT) PR TV (L TIME, I 1-tflMCPRT) CONTINUE IF (ISUCH(l) .NE.l > GO 10 1230 IF (NT.NE.NQSwrfT) SO TO 12«0 CONTINUE CONTINUE IF INT.LT.NQSRT J GO TO 1300 CALL PPTOUT CONTINUE EKO FILE N20 REMIND N20 CONTINUE MCOUNT - 0 liEAD (N5,110I FINAL,CARD FORMA! (2A1) IF (FINAL. EQ. ENDCRU »» GO TO 1 MCOUNT - KCOUNT + 1 IF GO TO 1330 GO TO 1310 IF GO TO 1380 GO TO 13 '40 WRITC lNb1121 FORHAT (62HOQUALITY PROGWAH HA IPLfTIONJ STOP HHHH 4KITE (Nbtlltl FDRHAT (33HOCOHPLETION OF RECE CONT INUT RETURN rNU SWFL 717 SWFL 718 SWFL 719 SWFL 720 SWFL 721 END OF QUALITY DO LOOP SWFL 722 SWFL 723 SWFL 721 SWFL 725 SWFL 726 SWFL 727 SWFL 728 SWFL 729 SUBROUTINE PRTOUT CALLED FOR SWFL 730 HYDRAULIC INFORMATION PRINTOUT SWFL 731 FOR A ONE DAY CYCLE SWFL 732 SWFL 733 SWFL 73» SWFL 735 SWFL 736 END OF SUBROUTINE SWFLOW SWFL 737 SWFL 738 SWFL 739 SWFL 7«»0 SWFL 7m SWFL 7«»2 SWFL 713 SWFL 711 SWFL 715 3bU SWFL 716 SWFL 717 SWFL 718 SWFL 719 00 SWFL 750 SWFL 7S1 SWFL 752 SWFL 753 SWFL 751 S READ MORE THAN 30 CARDS AFTER COMPSWFL 755 SWFL 7b6 SWFL 757 SWFL 758 IVING QUANTITY) SWFL 759 SWFL 7oQ SWFL 761 RETUKN TO SUBROUTINE RECEIV SWFL 762 SWFL 763 SWFL 761 SWFL 765 -178- ------- SUdKOUTlNE INL.UA c c c c c c c c c c c c c c c C c f; C f LSI PUT DATA HYDRODYNAMICS SPECIFICATION STATEMENTS INTEGER CP3T REAL LEN, INTI'IE CuMMON /CONTR/ N5 ,N6 »N 20, W2 1 , NTC YC ,NyC YC ,NHC YC , NT.NQSi.IWT 1, DELTQ ,(JELT,TZf TO, 1SWCHUQ) COrtlWOL COMMON ALPHAI3D), NJ,NC, It PRLCPIST) ,NEAIT GENERAL I C Y C ,KC YC ,NC YC , JUNCI10NS IND , WDIR ,E VAP 1 2 3 COMMON NdfJ), HM(M)» HT(IU), HBARdUl, HAVE (JO), NCHANI1U(8>t 1POINT<13,8), AStlOlt VOLdOl, X(10>, >(10), DLPdOl, COFdQ), QINI10), UOUdUJ, U INS! (10 I, fclNBARUO), QOUBARdO > CHANNELS N LCN(IO), NJ!JNC< 10 ,2), bdH), RdO), AdJI, AT(ll), AK ( UI , 1 Q(i;», J:iARd:5I, QAVEd'}), V ( 1C ) , VH1D, V3ARI10), 2 FWlNDdJ), ^UMCH(in), NTEMP(o), NCLOS(IQ), RBARdU) PRINTOUT AVP PLOTTING COMMON NPKT, IPHT, NHPRT, JPrtTdO), Pk TH ( 2SC , 1U ) , NfQPRT, CPRTdOl 1 PRTV( 25J, iD), PRTy(25U,10 ), IDUrt ,TTCF>D) « A ( 10 » , XX ( 1U ) , SX.X ( 1 u , 1 f•) , SXY t 10 » i i A 1 , A2 r A 3 ,- *» , A S , A6 r A / « PE Rl OD , J GW CUMMON T ITLEI.JO) ,NJSW,OC (2C ,2 ) » JS-JJ 2U 1 ?, HA iUdOt.) , IN TIKE ( 1 00 .l tINRA IN , J BOUND (2Q 1 , JJBOtJN CONTROLLED OR FORCED NODES CO«vON/Hf:AOS/NTIUL» Jl I HF » 1 b> > , T 10 F. ( 1 b , 7 ) ,NDfiM , JOA K(50 ,2) , 1UAMC Sb,3 i ,OF. LhHl i>C»» SP1LL< IC'U) f S PL HA H » i OU) TAPt :> INDA 1 N 0 « IND^ INDA IN PA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INOA INDA INDA INDA INDA INDA INDA INOA INDA INDft INDA INDA INOA INOA INDft INDA INDfi INDA INOA INOA INDA I N n A INDA 1 2 3 <4 5 6 7 ID 11 12 13 14 15 16 17 18 19 20 21 22 27 28 2V 11 Sb 36 4U 4) 1? <3 Ml »s 46 <47 <8 M9 C^Q bl b2 i>3 5M 55 3h -179- ------- * * c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c s^ c COMMON /TAPES/ INCNT,10UTCT,J1N(1U>,JOUT<1J),KSCRAT(5> TYPE DESIGNATIONS DATA ASTER,BLANK /4H#,4H / OPTION SWITCH, 1SWCHU) ISWCH(l) IF 1, WILL CALL TIDAL COEFFICIENTS PROGRAM ISHCHC2) IF I, SUPPRFSSCS CHANNEL AND NOOAL INFORMATION PRINT STEP ONE INITIALIZATION Hb-b RHINO N20 N2U ASSIGNED IN RECEIV STFP TWO TITLFJS, GENERAL CONTROL DATA, AND JUNCTION AND CHANNEL INFOR- MATION SEAD TYPE A CARDS (FlhST TWO CARDS CONTAIN HEAD- INGS FOR HYDRODYNAMICS, SECOND TWO CARDS CONTAIN HEADINGS C0« IDENTIFICATION OF STORMWATER INFORMATION) ica 1C2 WEADAM ) WKITf (IM6,1Q2 FORMAT (1H1, ALPHA TITLE ) ALPHA 1SA4/ 1H 15A4///) REAL TYPE B CARDS SWITCH INFORMATION i: 4 NTIDE-'J NDANTD READ (Nt5, iu4) FORMAT(315) NriDE,NDA'1,ISWCH«2» READ TYPE C CARDS CONTROL INFORMATION kLAU (N5.1Q6I 1 6 > -jTCYCtPE:RIOO,QHvT,OELT ,T/ERO,NHPRT ,NQPRT,NPLT»EVAP INDA INDA INDA INDA INOft INDA INDA INDA INOA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INOA INDA INDA INDA INOA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INOA INDA INDA INDA INDA INDA INDA INDA INDA INOA INDA INDA INOA INDA 57 5« 59 bO 61 b? 63 64 65 66 67 68 69 70 71 72 73 7«» 75 76 77 78 79 80 81 82 83 84 85 86 37 38 89 90 91 92 93 94 95 96 101 1U2 103 104 105 106 107 ne ir)9 110 111 112 113 114 -180- ------- * * -t * IDb FOhM'.MT (IS,4Fb..l, 31S, FS. ), ] j) 1NDA 115 IPFJ-'TD - PERIOD * 1.1 INOA 1 11, IilINT = CilNT3b;:~.l.l IKDA 117 IDELT - UELT « U.1 INDA 11B NUCYC=CIPFRID * 361:0 ) /I QIM T INPA 119 NHCYC = lOlNf/iDELT INDA 1 2H N1NT = I!PER103bU;U/IOELT INHA 121 NPOEL = INlNT'bU !/ltHl INDA 122 C INOA 123 C REAL- TYPF D CARDS INOA 124 C PRECIPITATION IS READ AT THIS INDA 125 C POINT, RATE IS INCHES PER HOUR, INOA 12b C TIME IS REAP IN MINUTES FROM INDA 127 C START OF STCRM INOA 128 C INDA 129 00 ZiO N~1,H1G INDA 13U KAIN(N)=0.0 INDA 131 INTIHE(N)=D.O INOA 132 210 CONTINUE INDA 133 IF t INRAIN.Ew.J) GO TO 215 INDA 134 WEAO{Nb,113> (KAINU! ,INTIMEC11 ,1=1 ,IKAIN.» INOA 13b 11U FORMAT (BF10.D) INDft 13fa 215 CONTINUE INDA 137 DELTO=DELTFLOAT (NHCYO INDA i 38 WKITE(N6 ,112) NTCYC INDA 13V 112 FORMAT I15HGUAYS S IMUL ATED , I <I INDA 1MD 114 FORMAT «29HOWATER QUALITY CYCLES PL* DAY,141 INOA 142 WRITE (K!6,11M MHCYC INOA 143 lib FORMAT (43HD1NTEGRAT10W CYCLES PER WA1ER QUALITY CYCLE,14) INDA 14M hRITE «fc,li6! DLLT INUA 14S 118 FORMAT (inHGLENGTH OF IMEBhAlION STEP IS,Ff,.l-,6H SECONDS! INDA 146 WRITE I6,U'0» TZERO INDA 147 1?H FORMAT (13HOIMT1AL TIME ,Ffa. ?»6H HOURS) INDA 148 «kIT£ (Nfc ,122 )Ei/AP INDA 149 122 FORMAT U BHUEVAPOHATION R ATE ,F5 . I , 1 3jH HH PER MONTH! INDA 1 bO WkITt (Nb, 124 !WIND,WDJR INDA 1!>1 1?4 FORMAT (1 b'HQWINi) VELO Cl T Y ,F 5 .0 ,22 H M/S WIND DIR ECTIOW ,Fb.O, 1 9H DEINDA 152 WfclTL {N6,128> N'JSWRT INOA 1 b'4 128 FORMAT I26HCWKITC CYCLE STARTS AT THE,I4,11H TIME CYCLE//! TWO* Ibb IF (1NRAIN.LE.J! GO 1C 22b INDA 156 130 FO^MAT(75HORAl;il IN HH PER HOUR, AND TIME IN MINUTES, MEASURED INDA 1 &«' 1FKOM STAFVT OF STORM/ J INDB 1 b9 i^RITE (N6,131> INDA 1 bQ 131 FORMAT (1 SX,8H ^,H/HR»,2X,8H Ml NU TE S, 4 X , 8H MM/MR. ,2X ,&H MINUTES, INDA Ibl 14X,£H ^H/HR.,?X,8H MI MUTES, MX ,8 H KM/HR . , 2X. ,8H MINU TES,4X ,8H MM/lNDA 162 2 MR•,2X«8H MINUTES/I INOA 163 DO 220 I - 1,10Q,5 INDA 164 L ~ MINP(I •» 4,11/0! INDA Ibb ^«IT;I tu6,i?2i i? L, uuiNiji »ir.riiE (ji, J-I,L» INDA i&b 1'2 FUR"AT(I4,4H TJ , I 3 , It'FI 1 . 3 > INOA 167 -181- ------- * 222 225 133 230 C C C C C C C C C C C C C C C C C C C INIIME (I »-IN 11 ML mbD. GO TO 230 CONTINUE WRITE (Nb»133J FORMAT I23HQNO PRECIPITATION CONTINUE INPUT) MEAD TYPE E CARDS JUNCTION NUMBERS FOR DETAILED PRINTOUT READ(N5,13«») C JPRTII) ,lrl,NHPRT I 13<» FORMATI8I1Q) WRITt»N6 ,136 1NHPHT, ( JPRT(I) .Irl.NHPRTl 136 FORMAT i 32HOPR IN T t f» OUTPUT AT THE FOLLOWING, I 3 ,1 OH JUNCTIONS,// 1 (10X.16I6M READ TYPE F CARDS CHANNEL NUMBERS FOR DETAILED PRIfcTOUT RE AD IN 5, 13H1 tCPRTII) ,1 = 1 WRITEINb,138)Ki)PRT , < CPPT f I ) , 1-1 , NOPRT I 138 FORMATC//15X ,21HANO FOR THE FULL OWINGI 3,9H CHANNELS// f 1DX , 81 10 M READ TYPE G CARDS WLAD THE JUNCTION NUMBERS IF PLOTS ARE REQUESTED, OTHCRyiSE SKIP THIS READ IF (NPLT.NE.U) REAUCNS, 1 SH ) ( JPL T f N> ,N = 1 i NPL T J COfvTROLLED OR FORCED NODES IF «NTIDE.EQ.01 GO TO 560 00 55C 1TIOE=1,N11DE RE AD (Nb, 140) JTIDEIT1IDE) » KO ,M , MAX I T ,NCHT ID 1«0 FORMAT (5 15) RtAD IN5,1»2> CTTU ) ,VYf I) ,1 = 1 ,NI) 1M2 FORMAT C8F1Q.G) CALL TIDCFU MOE ,KO,NI ,MAX1T,K'CHTIDI SSO CONTINUE 560 CONTINUE IFCNDAM.EQ.G ) GO TO 580 WRITt INb,lMl ) l«il FC»NAT<31H1DAH LOCATIONS AND COEFF 1C ILNTS/ <4HO^O. , 3X , 18HUPSTREAH,3X,10HDOWtiSTRE6M,2X,l 1HCOEFF ICIENT ,<»X »6HHEIGHT 25X,8HEXPOKENT/8Xt5HJUNC. ,7X , 5H JUNC ./ / ) DO t7D IDAH=1,NDAM K't :AOIN5,i«»3) JDAMdrjAM, I) ,JOAHIIDAM,2 ) , DAM i ID AH , 1 ) ,OA Ml ID AM ,2 ) , 1DAM( 1DAM,31 1<4J FORM AT 121 5, 3F 13. U» WRITE (M6,l«5 ) IDAM.JDAHIIOAM,! ), JDAH(10AM,2l , ,I3,6X,1>,9X,I3,6X,F10.4,2X,F1U.U, 2X,PIC.) INDA INDA INDA INDA INOA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INOA INDA INDA INDA INOA INDA INDA INDA INDA INOA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA 170 171 172 173 m 175 176 in 178 179 180 181 182 18i 184 IBS 186 187 188 189 190 191 192 193 194 195 196 197 198 199 200 2U1 202 2U3 204 205 2Q6 2U7 208 209 210 211 212 213 214 215 216 217 218 219 2 20 221 222 223 -182- ------- * * * 570 CONTINUE 580 CONTINUE 150 C C C C 00 150 J=l,50 X(J>=0.0 YU!=O.D 166 620 640 C C C C 172 READ CARDS FOR NODAL INFORMATION 00 620 1=1,50 READ CNS, 166) J.HEAQ, SURF ,QF1 ,QF2 ,DT,CF ,X1 f Yl FORMAT CIS, F5.0,F 10. D,2F5.0,2F 10. 0,20 X.-3P2F5.D1 IFtJ.GT.501 60 TO 640 1F(J.GT.NJ)NJ=J H(J)-HEAO ASCJ)=SURF QIN(J)=QF1 QINSTIJI=OF1 QOU(J)=QF2 X(J)=X1 YtJ»=Vl DEP(J1=DT COFt J)=CF CONTINUE CONTINUE NC-0 READ CARDS FOR CHANNEL INFORMATION DO 660 1=1, IOC READ(N5,i72)N,CMTE^P(K > ,K = 1 ,4 I , A LEN, WIDTH, RAD ,COEF, FORMATC5I5,5F1Q.OI IF IN. GT. 2251 GO TO 670 IF NJUNC(N,2>3MAXOJNTEMP(1> ,NTEMP(2» DO 6<»3 J = l,8 IF NCHAN(K, J}=t^C GO TO 660 TO 648 IND* 225 INDA 226 INDA 227 INDA INDA INDA INDA INDA IND* INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INOA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA INDA 229 230 231 232 233 234 236 237 239 240 241 242 243 244 245 246 247 248 249 250 251 252 253 254 255 257 258 259 260 261 262 263 264 265 266 267 268 269 270 271 272 273 274 275 276 277 278 279 -183- ------- * * * H-NCHANIK,J) BIH)=B(M)«4IDTH RCM)=RAD A(M)ZR(M )BIMI AMM1-COEF 655 660 670 170 GO TO 660 CALL TRIANCNTEHPIl ),NTEMP(2» ,N TEMP (31 ,NTEMPt«m CONTINUE CONTINUE IF (ISWCHI2).LU.l) GO TO 674 WRITE(N6,170> FORMATdlOHlCHANNEL LENGTH WIDTH AREA ELLV IMJ C ) OI GO (Ml AK(N»-U, TO 683 1Y BOTTOM 2 NUMBER 3 DN)/1 674 CONTINUE 00 695 N=1,N IF (AKINJ.LE IF-0 DO b82 J=lt8 IF UPOINTtK, Jl.EG.U) IFUPOINTCK, J) WRITEJN6,168 ) 168 FORMAT (8H CHANNE L » I«» ,8H 1LWO OR NEGATIVE WIDTH) NCHANIK, Jli-0 681 682 683 JUNCTIONS AT (SQ M> 018 ENDS COEF. MANNING MAX INT / (M/SI GO TO 682 NENJUNC(Nt2)I GO TO 681 JOINING,I4»4H ANDtI't38H DELETED DUE TO NJUNCiN, H GO TO 695 CONTINUE CONTINUE CONTINUE 681 685 6t7 00 IFC1POINTIK,JI.EQ.NJUNC«N,1>» GO TO 687 IF (IPCIMIK, JI.EO.Q) GO TO 685 CONTINUE CONTINUE IPOINTCK,JI=NJUNCCNf11 NCHANIK,J)-M CONTINUE IMUMCH e N » -K JUNC (N , 2 ) M JUNC t M , 1 > 1 Q.OU UO 688 J-l.NOPRT IF(CPRT(Jl.NE.MUMCHCNI > GO TO 688 bO TO 693 688 CONTINUE 693 CONTINUE NJ1 = WJUNC(N, 1 I (H, 21 INDA 280 1NDA 281 INDA 282 INDA 283 INDA 284 INDA 285 INDA 286 INDA 287 , INDA 288 INDA 289 INDA 29U INDA 291 INDA 292 VELOCITINDA 293 70HINDA 29t 1M - POSINDA 295 INDA 296 INDA 297 INDA 298 INDA 299 INDA 3UO INDA 301 INDA 302 INDA 303 INDA 30<» INDA 305 INDA 306 ZINDA 307 INDA 308 INDA 309 INDA 310 INDA 311 INDA 312 INDA 313 INDA 3m INDA 315 INDA 316 INDA 317 INDA 318 INDA 319 INDA 320 INDA 321 INOA 322 INDA 323 INOA 324 INDA 325 INDA 326 INDA 327 INDA 328 INDA 329 INDA 330 INDA 331 INOA 332 INDA 333 INDA 3314 -184- ------- 4 * * IFITF.GT.G.O ) TF-0.7 C C C C IFITF.LT.ltELTI XMXrASTERK 1FIISUCHI2I.EC.l) GO TQ 695 rfRITElN6,171 ) N,LEN (N1,8(M) ,A(N >,AK (N»,VIN> , R (N > ,1 N JUNC IN ,K >, 1 K=l,2),TF,XMK 171 FORMATtl5,Fl l.t)tF8.0,-3PF10.UtOPF9.3,Fia.2tF13.1tI19tI6,F16.Uf 1A1) 695 CONTINUE IF IISUCHC2I.EQ.l) GO TC 698 tfRITE(N6»182 > 182 FORMATI121H1JUNCTION INITIAL HEAD SURFACE AREA INPUT 1PUT CHANNELS ENTERING JUNCTION CO 2TES/122H NUMBER CM) I SO M 1 ICU M/S1 I 31 X ATOT^O. 00 696 J=1,NJ ATOT=ATOTAS(J1 WRITE4N6 ,181 I J,HiJ) ,AS(J),OIN(J>,QOU(JJ,(NCHANtJfKI»K-1,8), 1 X(J),Y(J) 181 FORM AT 11 7,F13.21F15.2,2F10.2,110t716 ,F10.1,F7.1» 696 CONTINUE URITFI6,190) ATOT 190 FORMATCE2U.6J 698 CONTINUE rfRITE (N6,1921 TITLE 192 FORMAT ( 1H015A1,15A1 J STORE SYSTEM DATA ON QUALI OUTPUT TAPE ^RITE (N2D1 TITLL,ALKHAtNJ,NC»NQCYC,DELTtt»((NCHANIJ,KI,K=1,8 1 ASIJl,OEP(J),J=1,NJ>,(LENIN »,(NJUNC(N,K),K = 1,2>,N=1,NC>, 2 NT10E,( JTIDEC1I ,M=.l ,N TIDE » ,NO AM , ( I JDAPIIMtNl »N = 1 ,2 I ,M=1, NDAM RETURN END INDA 335 INOA 336 INDA 337 INDA 338 INDA 339 INDA 310 U,1X, INDA 311 INDA 312 INDA 313 INDA 311 INDA 315 OUTINDA 316 OROINAINDA 31? CU M/SINOA 318 Y/JINDA 319 INDA 350 INDA 351 INDA 352 INDA 353 INDA 351 INDA 355 INDA 356 INOA 357 INOA 35B INDA 359 INDA 36U INDA 361 INDA 362 INDA 363 INDA 361 INDA 365 INDA 366 INDA 367 INDA 368 INDA 36^» INDA 370 TY >, -185- ------- * c c c c c c c c c c c r C c c SUUPOUTINE. PRTOUT C C C C c c c c c c c c c c PRINTING OUTPUT ROUTINE HYDRODYNAMICS PROGRAM SPECIFICATION STATEMENTS CONTROL COMMON /CONTR/ N5,N6,N2CtN21 , NTCYC ,NQCYC,NHCYC, NT.NQSWRT It DELTQ.DELT,FZERO, ISWCHC10I GENERAL COMMON ALPHAC30), NJ.K'C, ICYC,KCYC,NCYC, WINO,WDIR ,EVAP 1, PRECP<5Q),NEXIT JUNCTIONS COMMON Hdi.1), HN(IO), HT(10», HBARdGI, HAVEdO), NCHAN(10,8», 1 IPOINTI 10,8) , ASddl, VOLilQ), X(lD), Y(10», DEP(ID), 2 COFllO), QlMllOlt OUU(lfl), QINSTUO), Q1NBARI1Q)V 3 COUBARI10) CHANNELS COMMON LFNriUJ, NJUN C ( 10,!' 1 , BtlQI, P«1Q), A(1Q), AT(IO), AK(10J, 1 2 1 2 QdOJ, QB/VRdH), QAVtdOl, V4101, VTUD), VBARtlO), FWINDdO), NUMCHdCI, NTEMP(B), NCLOSdHI, RBARdOJ PRINTOUT AND PLOTTING COMMON NPRT, IPRT, NHPRT, JPKT(IU), PRTHI250,101, NQPRT, CPRTC101 PRTV»25U,10», PRTO(25I),10>, IOUHd2J, ICOLC10J, LTIME. NPLT, NPDELt JPLT(IO), HPLTilOl STAGE-TIME COEFFICIENTS COMMON YY(501 ,TT<50> , AA dO ) ,XX ( 10 I , SXX d 0 , Hi) , SXY ( 10 ) 1,A1,A2,A3,A4,AS,A6,A 7.PERIOD,JGW STORMyATER COMMON TITLE!JO I,MJ3W,QE(20,2 >JSW(20) 2 t HA Itv (l.)L > , INT I ME d 00 ) , IUWA IN , JI30UND t.?U » , JJBCSJN TAPES COMMON /TAPES/ INCUT,IOUTCT,JINi 10),JUUTd0> ,NSCRATC5 I TYPL DESIGNATIONS INTEGER CPRT KtlAL LEN PRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTO t PRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTO PR TO PRTO PRTO PRTO 1 2 3 n 5 6 7 8 9 10 11 12 13 1M 15 16 17 IB 19 20 25 26 27 32 33 3 ------- » * * 100 FORMAT dhl, laAl/ 1H , 15M///J 00 220 l=l,NMP^T,b dBlTL (0,1001 ALPHA WRITE (N6,112I TITLE 102 FORMATdMO, 3JA<+) WRITE (N»,,IQ WRITE (6, 108) JPRTd) , JPRTd* 11 ,JPRT( 12) ,JPRTd + 1 JPRTd 5) IPS FORMAT (1BO,23X,9H JUNCTION , 15 , I 3H JUNCTION, 1N,I5,13H JUNCTION, 15, 13H JUNCTION, 15 , 1 3H 2,I5/12H HOUR, 1<»X,100H HEADJM1 3 HEADIMI HEADCM) HEADIM) T=TZERO-3ELTFLOAT(NHCYC> LT = HINOd5,NHPRT» DO 220 Lrl.LTirtE T=TOELTFLOAT - IA8SCN JUMC(NX,2»I 230 CONTINUE JRlTE(6,im J (IDUMICI tIC=l»12l lit FOWKAT (1HO,18X,6 ( 1 OH CHANNEL , I 3 , 1«* ) / 2.6<,ll	iHCYC) HOUR-T/3b[i:). 2ia . PRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTO D VELOCITIES PRTO PRTO PRTO PRTO PRTO PRTO PRTO 1ME HISTO RPR TO PRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTC VEL. FLOW PRTO OW VEL.,/,2<«X PRTO M/S CU M/S MPRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTO 61 62 63 6U 65 66 67 ftA oo f.a o ~ 7U 71 72 73 74 75 76 77 78 79 SO 61 82 33 8 ------- * * * * PRTO 115 IF INEXIT.CQ.il STOP 333J ™'" J" DU 260 I = l.NHPKT "™ * PkTHU.l) = PfcTHlLTI.IE.II ppl" }}' 260 CONTINUE l"!° ! DO 28G PRTQC1.II = PRTOCLTIHt.n HRTVtl.I) = PRTV(LTIME,I» 280 IF (JSWiL ),L = 1 118 FORMAT133H1HYDROGRAPH INPUT NODES TO SYSTEM, // <6X ,10 1 10 > I PRTO 127 PRTO 128 PRTO 129 -188- ------- * * * * # PROGRAM QUALT C C C C C C COUPON IZZZC92851 C C C COMMON/TAP£S/INCNT,IOUTCT,JINI10),JOUTtlO),NSCRATI5> INTEGER BASIN MOOEL TEST PROGRAM COMMON BLOCKS TO ZERO ARRAYS TAPE FILES C C C C C C ZERO ARRAYS DO 3DO l-lt9265 300 IZZZ ------- c c c c c c c c c c c c c c c c c c c c c c c c c c c * * SUBROUTINE LOOPQL QUALITY CYCLE LOOP SPECIFICATION STATEMENTS HEAL MADD,LEN DIMENSION TT 12 », OK IT HI 1001, WITH ( 100,2»,SUMQ< 100 > ,CONSTI«» I 1 ,QADDUDO),ADD( 10D,2I ,IFLG( 15} 3ENEHAL AND CONTROL COMMON /TAPES/ INCNT,IOUTCT,JIN(10),JQUT(101,NSCRAT(5 I BLANK COMMON COMMON JGfc/,NTC,NQCYC ,DEL TQ,QE,QF,ALPHA(301 , TITLSWI3Q >,1COLI10) 1 , IS WC HI 101, XR( ill, XMEU5,11 ),XM Fill ),XMEOU5,11 ) 2 ,N5,Nb,NlO,N2J,M3iJ,N4Q,NSTART,XRQlM 15,11) JUNCTIONS COMMON NJ, NCHANI5'J,d) , QIM(SO), COU(5(J), VOLI50), VOLOtSO), X ASC50) CHANNELS COMMON NC, NJU^C (100 ,2 ) , 0 (1 JO ) , LEN(IUO), UUUO) . SOURCE DATA COMHON NJSW,JSW(20) l.MJSUtISU(10a>,CTf11,100,2),INSTM QUALITY COMMON KCON, C2I11), CSfl5,ll), ICON(111 , CfSOtill* SUMC«50,11I, 1 2 1 2 3 <4 b b LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP 18 LOOP 19 LOOP 20 LOOP 21 LOOP 22 LOOP 23 LOOP 24 LOOP 27 LOOiP 28 LOOP 29 LOOP 31 LOOP 32 LOOP 33 LOOP S4 LOOP 35 LOOP 36 LOOP 37 LOOP 38 1 2 3 H 5 6 7 3 10 11 12 13 l ------- * * c c c c c c c c c c c c c c c c * * DAM DATA COMMON /DAM/ NOAM,JDAH I 50,2\,SPILL(1OQI TIDAL JUNCTION DATA COMMON /TIDAL/ NT IDE,JTIUCII5 I PHYSICAL DATA COMMON /PHYS/ DEP«50), ELEV(50> , R<100 ) TITLING COMMON /LBL/ CUUTU2,<») COMMON /ST1/ T IFUNSTH.GE.I.) GO TO DO «4 11:1,15 IFLG(II1=G CONTINUE DO 5 J=1,NJ awlTHf J)-C.Q GO TO 190 TC 1 90 TDELTt 7T91 5 CONTINUE }J IF(INSTM.NE.O) N21-JIN(INCNT) 1F1N21.EQ.O) GO REWIND N21 RLAD IN2U TITEL WRITE (6,7093) TIT EL 7J93 FORMAT (1H1 ,20AM/1H ,2UA<4) READCN21) NSTEHS ,MJSWtNCOM TV = T2ERO/3600. WRITE(6,7t91 ) NSIEPS,KJSW,NCONfTOELl,TZ,TAREA rORMAT(34HO DATA TRANSMITTED FROM INPUT FILE/ .29H NUMbtR OF STEPS =,!!>/ NUMBER OF INPUT POINTS =,15/ NUMBEP OF CONSTITUENTS z,15/ TIME INCREMENT INITIAL TI?1E TOTAL AREA «LAUCN21) (ISW(L)fL=.t,MJSW) WRITE (6,6!J01) ( ISW ( L) ,L -i ,K JSW ) FURM4T(3CHQINPUT POINTS ARC LISTED BELO»,/ 1 UGX ,iai ID)) H'LADtN21 i TTCJ).(ADDtLtll»yiTM(L,llfCCT(KfLfHtK = 1 ,L=1 1. 29H 29H -F1U.2,4H SECS/ HRS/ H SQ KILOMETERS) (SCI TT(1 ) : TTC1 ) fZTRO TH-TTJ 1 J /360U. rfMTf. (6,6533) LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP 56 57 •>& 59 60 61 62 63 6 ------- * * * * 6503 FORMATI34HITOTAL 1 bCHOTIME 2 bOH 3 30H 4 5UH HOURS 5 5CH 6 30H SOURCE LOADS JUNCTION TOS FKOM DATA FILE/ SULFATtS TOTAL F£ ALUMINUM TSS 6M/SEC LOOP Hi GM/SEC GM/SEC MANGANESEt GM/SEC GM/SEC GM/SEC 6502 190 WRITE 16 ,6502 I (TH,ISU«L)(CTCK,L ,1),K = 1,NCON),L=1.MJSWI FORMATI1H ,F5.2,IV,IX,11F10.3I READtN21 I TTt2>,(AOD,UITH(Lf2>»,K=l,ll> 1 tL=lvMJSV> TT<2> - TT<2) T2ERO TH=TT»2)/36DO. WRITEC6,65.02 > I T H, IS U t L ) , < CT < K ,L NINREC=2 12 = 2 TIME = TTP=TIME CONTINUE C c C C C C MAIK LOOP DO 5^8 ICYC=1,NUCYC READ(MO) NQ,ta LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP 121 122 123 124 125 126 127 126 129 130 131 132 133 134 135 136 1 J7 138 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 158 159 160 161 162 163 164 165 166 167 168 -192- ------- * * * * 12-11 IF(NINMEC-NSTCPS» 2025,2030,2030 2025 RLADCN21) TTII2l,(AOOIL,I2l,HlTH(L,I21,(ClCK,L,I21,K:lflll 1 ,L=1,MJSW1 TTII2I - TTU2I + TZLRO TH=TTII21/3600. JRITEl 6,65031 WRIT El 6,6502 1 tTH,ISUILI,tCT(K,L , 121,K=1,NCON1,L=l,MJSU) N1NREC=NINREC1 GO TO 2012 2H30 mi2! = TTIIl 1 T T 111 »-T T( 12 1 00 2035 L=1,MJSW DO 2035 K=l,NCON 2035 CTIK,L,I2»=0. GO TO 2012 2040 DO 2045 L-1,MJS* J=ISUILI QWITHIJI-IQyiTH(J»WlTHIL,Ill(TIME-TTPIl/OELTQ 9ADOIJUIQADOIJI AOD (L ,1 1 )( TIME -T TP > I/DEL TO 00 2045 K-l.KCON KK;MAPSCKIK» 2045 MADDIJ,K} = tMADD(J,K1CT(KK,L,111 {TIME-TIP)I/DELTQ IFCNJSW.EO.O 1 30 10 «»<«7Q 00 <*4CO K-l.KCJN IF (TIHE.LE.TEfK I > GO TO TEOIKI = TE(K) 00 «»4»40 L =1 ,KJSW CE(K ,L,1 ) - CE (K,L,2 > CONTINUE C C C WE AD (N5, 4 320) (CONST READ TIME AND LOADINS RATE ,I=l,4>,TE(Kt,tCE(K,L,2),L=l, 4320 J TEPIKI = TEfK1/3600. WRIT{:iN6,4380I (CONST I 11,I = 1,41,TEPIK1 4380 FORMAT(1HO,10X,23H ADDITIONAL SOURCES OF ,4A4,4H AT ,F5.2, 1 17H HOURS FROM START,/,1HO,10X, 2 120HJUNCTION MASS RATE JUNCTION MASS RATE JUNCTION MASS R 3UNCTION MASS RATE JUNCTION MASS RATE JUNCTION HASS RATE ,/ yRITE (N6,43<»0}( JSWCL1, CE I K ,L, 2 1 ,L =1 «N JSU » 4340 FORMATI1H ,6 (15, F 11 . J I 1 COMTINUE 00 4460 I. =1 ,NJSW J = JSW(L > SLOPMLI^ICE (K,L,21-CE(K,L,I )1/(TE (K 1-TE04K1 » WADD(J,K>=CSPIN(J,K1« « CE »K,L,I 1-»SLOPE IL 11 TIME-TEO (K 111 CONTINUE CONTINUE C C LOOP 109 LOOP 1 ?n LOOP 171 LOOP 172 LOOP 173 LOOP 174 LOOP 175 LOOP 176 LOOP 177 LOOP 17ft LOOP 179 LOOP 180 LOOP 181 LOOP 182 LOOP 183 LOOP 184 LOOP 185 LOOP 186 LOOP 187 LOOP 188 LOOP 189 LOOP 190 LOOP 191 LOOP 192 LOOP 193 LOOP 194 LOOP 195 LOOP 196 LOOP 197 LOOP 198 LOOP 199 LOOP 200 LOOP 201 LOOP 202 LOOP 203 LOOP 204 LOOP 205 LOOP 206 LOOP 2U7 LOOP 208 LOOP 209 ATE JLOOP 210 ,1HOI LOOP 211 LOOP 212 LOOP 213 LOOP 214 LOOP 215 LOOP 216 LOOP 217 LOOP 218 LOOP 219 LOOP 220 LOOP 221 LOOP 222 LOOP 223 -193- ------- * * * c c c 208 209 210 211 215 218 220 221 223 227 230 235 236 C C C C C C C C SET BOUNDARY CONDITIONS CONCENTRATION 1FCNTIDE .LE.OI GO TO 236 00 235 I11DE-I.NTIDE JGWrjTIDEIITIDE) 00 230 KC-l.KCON JFtIFLGIITlDEI-1 » 208,210,220 DO 209 KCC=1,KCON XME(ITIDE,KCC>rl . XMEO(ITIDE,KCCI-0. IFCQINIJGW)) 211,211,215 IF(COIHJGW)) 215,215,221 MADDCJGW.KCJ - ( XR QD < II 1 OE ,KC > /XMt ( I TIDE ,KC I XMEO ( ITIDE,KCl CSIlTIDE,KC»-C = 3. XME« IT1DE,KC 1 =XMt 1 1 T IDE ,KC I + QOUI JGW> XMEO -0.0 CONTINUE CONTINUE COMTINUE COMPUTE CONCENTRATION CHANGES 00 265 J=1,NJ IF(NCHANfJf1 ) .£Q.O) GO TO 265 00 245 KC=1,KCON OCDT(J,KC1-0. ADVECTIVE MOVEMENT IN CHANNELS 00 260 K-1,8 N-NCHfiN(J,KJ IF(K.EO.O> GO TO 260 JL-NJUNC(N,1> JH^NJUNC(N,2 J IF ( IJ.EO.JL » .AMD. IQ(N».&F..a. M 60 TO 260 1F( ( J.EO.JH) .A^O.IQI NULE.U. > ) GO TO 260 SUrtC ( JJ=SUMQ ( JMABSCUINI J 00 2i>0 KC = 1,KCON DCDT(J,Kri=OCOTIJ,KC>Q«N»ICIJL,KCI-C(JH,KC)» CONTINUE CONT IK-UE CONTINUE IF ------- * * * c c c c c SOURCE CONTRIBUTION UPDATE CONCENTRATION AND CHLCK DEPLETION DO 200 J-l.NJ IF/VOL C(J,KC>=D.C 270 CONTINUE 280 CONTINUE c c c 295 30U c c c c c 320 C C c DECAY ANO REAERATION IF(ISWCH(«4) .NE .1 > GO TO 300 CALL ADJUST 00 295 J=1,NJ IFINCHANt J,l 1 .E.U.UI GO TO 295 CALL LINKITIHE,J1 CONTINUE CONTINUE ACCUMULATE MINIMUM, MAXIMUM, AND MEAN CONCENTRATIONS DO 32C J=1,MJ DO 32U KC^l.KCON IF (CHINt J,KC I.GT.C(J,KCH CHIN { J ,KC 1 =C (J ,KC I IF(C1AXC J.KC ).LT.C( J,KC> ) CM AX {J ,KC I =C « J ,KC I SUMC(J,KCJ=SUMCtJ,KC)«CIJ»KC) IF (HQPRT.EG.C) GO TO 1500 IF (NSTPWT.LT.ITCPRT ) GO TO <SQO IF tLGCPRT.LT.NQCTO!) GO TO 4500 CALL QPRINT CONTINUE tNO QUALITY CYCLE LOOP CONTINUE RETURN END LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP LOOP 279 280 281 282 283 28M 285 286 287 288 289 290 291 292 293 29«» 295 296 297 298 299 300 3U1 302 303 3D<« 305 306 307 308 309 310 311 312 313 31U 315 316 317 318 319 320 321 322 323 32<4 -195- ------- * * c c c c c c c c c c c c c SUBROUTINE DAMSISUMQ) c c c c c c c c c c c /•» C C c DIMENSION SUMCflQCn COMPUTES ADVECTION OF CONCENTRATION DUE TO FLOW OVER DAMS SPECIFICATION STATEMENTS INTERNAL VARIABLES BLANK COMMON COMMON JGW,NTC,NOCYC,DELTQ,QE,QF,ALPHAJ30>,TITLSW1301,ICOLII0» 1 ,ISWCMilU>,XR(ll>,XHE,XMEO(15»ll> 2 ,N5,N6tN10,N2U,M3n,N«»OfNSTART,XRCUC15,ll I JUNCTIONS COMMON NJ, NCHAN<50,a», QINI50), COU(50), VOLI5D), VOLO(SO), X AS I 50) CHANNELS COMMON NC, NJUMCCiaO ,2) , UUOD). LENUGJO), UUUO) SOURCE DATA COUPON NJSW,JSJ(2D) 1 ,MJSW,ISWC10JI,CTt11,100,2),INSTM QUALITY COMMON KCON, €2(111, CS(I5,11>, ICON(ll), CISC,111, SUMC(5a,ll), 1 CMAXC50,1U, CMIN(5J,111, MADDI50,11», OCDT (50,11) , 2 CEtll,5u,£>. Tt(ll), TEP(ll), SLOPE(20», CSPIN150,11>, 3 TfcOCl 1 ) LINKAGE AND DECAY COEFFICIENTS COMMON /DECAY/ MAPC13I, MODCHL» MODNIT, MODP , MOD02, MODBOD, 1 2 3 5 b MODCOL, KODMET, SUNRIS, SUNSET, AV6LIT, EXCOEF, TLMPCi>OJ, 5«AZE(bO), RRESH, 6TCOEF, COEFtSO,8l, CONSTN, CONSTP, AZIMCH, PINCH, 02INCH, 3ENTHI5D), SATLII, THETA(b), RAMMI50), RTRITEIbDJ, RTRATEISOr RPtSUJ, RtAER«5U>, OEOXY(5QJ, RCOLIF(SO), «rtETAH5Dl, A(IUO), B(IJQ), CCHANtlOOl, MAPBCKC13I DAM DATA CU.1MUN /UAP4/ NJAM,JDAM(blJ,2l,SPlLLI10ti> TIDAL JUNCTION DATA DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS » DAMS DAMS DAMS DAMS DAMS DAMS 1 2 3 i* 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 21 25 26 28 2V 30 31 32 33 3<* 35 39 ft ji t\| CL !>3 SH 55 56 57 5ft -196- ------- * c c c c c c c c c * * * COMMON /TIDAL/ NI IDE,JT10EC15J PHYSICAL DATA COMMON /PHVS/ aEP(SQ), ELE V I 5(1 I , R t 100 I TITLlNfa COMMON /LBL/ COUTI12.4J COMMON /STl/ TITELCMJ) IF(KDAM.EC.OJ tfLTUPN IF hO DAMS, RETURN TO LOOPQL COMPUTE ADVECTION liO 30 KDAM-1 JUP-JDAMtKOAM,i) 1FIJDOWN.GT.NJ> GO To 50 SUMQCJDOwM=SU?10< JOOWN >•»SPILL « JDOWNI DO 20 KC-1,KCCM IFtMAPdCK (KC I.'JE.V I GO TO 10 HOT=TEMP(JUP) OSAT = U4 .fc5-((J.3393 HOT> 1 +(C.U (16969 HOT* HOT) C C C 3 ( { 1 .Q-(Q.C)QOOOb<5 7ELEV( JUP )/;J. 3C<«8 ) I** 5. 16 7) FACTOK = 1 .L+C .3oa«U .0-»0 .0»«6 HOT )A(3StELLV ( JUP )-LLEV I JDO JN I » CDAI^^I (FACTOft-l.U)OSA T+C( JUP,KC ) )/F ACTOR UCOT ( JDO«JNfKC)-DCDT( JDOWM, KC >* SP ILL I JDOWN >* ( CD AM -C «JDOyN ,KC» ) GO TO 20 10 CONTINUE JCOT (JDOWN,KC)-DCDT( JCOIrfN.KC ) +SP ILL ( JCOWNJ < C t JUP ,KC ) -CIJDOy N,KC ) ?0 CONTINUE 30 CONTINUE RETURN TO LOOPQL END DAMS DAMS DAMS DAMS DAMS OAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS OAMS OAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS DAMS >OAMS DAMS OAMS DAMS DAMS DAMS OAMS OAMS 59 6(1 61 62 63 65 06 67 68 69 70 71 72 73 7<4 75 76 77 78 79 80 81 B2 83 81 35 86 87 88 89 9U 91 92 93 9<« 95 9fc, 97 98 99 100 101 -197- ------- * * * c c c c c c c c c c c c c c c c c c c c c c c c c c c L1NKCTIME,J) C c c c c c COMPUTES PARAMETER DECAY AND LINKAGES BETWEEN PARAMETERS iPEtlFICATION STATEMENTS BLANK COMMON GENERAL AMP CONTROL COMMON /TAPES/ INCNT,IOUTCT,JIN I 10),JOUT(101,fcSCRAT( 5> BLANK COMMON COMMON JGW,NTC,NQCYC ,DELTQ,OE,QF , ALPHA ( 30 >, TIT LSW 130 ) .ICOLUUI 1 ,1 SUCH!1C!,XRt11),XME(15,11 I,XMFC11 ) ,XMEOC15.il) 2 ,N5fNfo,Nltlf N2Ji,N3n,N«4n,NSTART,XRQUC 15,11> JUNCTIONS COMMON NJ, NCKAN(5Q,8>, i)IM(50), OOU(SQ>V VOLISO>, VOLOIbD1» X AS I 50) CHANNELS COMMON NC, NJU'JCUOO ,2), Q (1 00 ) , LEN<100), U ( KID ) SOURCE DATA COMMON 1,MJSW,ISWC100),CTt11,iaO,2),lNSTM QUALITY COMMON KCONt C, RTRATE(i>0)» RPCliD), REAERC50), ULOXYI5D1, »COLIFI5U»t RMCTAL(5Q>t CO^STN, CONSTH, A2IMCH, PINCH, 02INCH, BENTH(bO), SATL1T» THET4JB), COEriSCiv8It AUOD), PCIOC), CCHANC100I, LINK LINK LINK LINK LINK LINK LINK LINK LINK LINK QP1I QP1I QP1I QP1I QP1I OP1I QPII QP1I QPII OP 11 QPII QPII QPII 1 1 QPII OP1I QPH 1 QPII QPII QPII OP 11 QPII QPII QPII OP1I 1 1 1 1 QPII QPII QPII QPII QPII QPII QPII 1 2 3 4 5 6 7 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 2«» 27 28 29 31 32 33 3«t 35 36 37 38 «»2 13 44 45 Hb 47 48 -198- ------- C c C c c c * * 7 MAPBCKU3) COMMON /PHYS/ i)£PIVM, ELCVI511-), W ( J OC I INITIALIZE VARIABLES 1F(K .Mt.n» K=MAPiJ» IFIH .NE.OI IFIK.NE.U) K=MAP(5) If (X .NE.O J K=MAPtb) IF(K.fcE..3J K=MAP<7> IF IK. NE.O } PHOS-CIJ,KI COLIFrCU.KI AMH=f,( J,K) TR1TL-C(J,KJ )=Ct J,i IF (HOU«.LT .SUN^ISI GO TO 1U IFiHOUR.GT.SU^SETI GO TO IQ AHBLIT-1 .57AVQLI1/PHOTOSIN 13.1 Ml 59 /PHOTO* (HOUR -12. 0 + PHOTO/ 2 .0) > (iO TO 2U AM3LIT=C.C DEATH^OEATH+RESP 20 LATIN!C=EXCOEF(ELEtf( JI+DHMJM ALPHAQ=AMBLIT/SATLIT SUN-1.U/EXPCALPHA1 »-i .J/tXPJ6LHHAO J IF {MODNIT.EO.D FACTN ~ 1 .U / I (CON S7N/ ( AMM + TRI TE T WA TE ) ) * 1 .0 > IF IF UMOnwir.tt •! > .ANU. CH'JDP.CQ .Ul > bWOLIM : FACT?^ IF <.II«ODP»£0.1 » . AND. iMOUNIT.Eg.C >) b^OLlM - FACTP oK-JlrTH = .?. 7J eGrcOEFriOT'sUNGf 3 04 ob 66 67 68 i>9 70 7^ 77 78 79 HO IF MonniT.Eo.-n GO ro -199- ------- c c c C C C c r C * * * * ULLAMM-RAMM( J J * AMKDELQA Y AMM=AMM-OELAMH IFUMM.LE.D.JI AHM-O.D DELN02-KTRITEIJJ1«ITLDCLOAY TR1TE = TR1TE-»UELAMM-DLLN02 IFtTRITE.LE.O.U) TRITE=Q.U 1RATE=(1.C-RTRATL( J»DELnAY»TRATE»DELN02 IF(TRATE.LE.O.U) TRATE=0.0 IF tMODCHL.EQ.Cn GO TO 1U UPTAKE=AZlNCHtiWOtaTHCHLORADELDAy IF(UPTAK£.6T.IAMH«TRATE) » TR HE - TR I IE-UPTAKE + AMM THA TE IF (TRITE .LE.O.UJ TRITE^O.O IF (UPTAKE. GT.AMM ) TR AT E=TRATE>UP TAKEAHM IF(TrtATE.LE.O.J) TRATE^O.O AMH^AMH-UPTAKE IF (AMM.LE.O.OI AHMrQ .0 PHOSPHOROUS IF (MODP.EQ.l* PHOS - ( 1 .D-RP ( J »OELOA Y JPHOS IF < (MODP.EQ.U.AND. (MODCHL.EC.l » » X PHOS = PHJS-PINCHG«OMTHCHLORADELDAY IF(FHCS.LE.O.OI PHOSrO.D DISSOLVED OXYGEN TO 50 HOTI HOTHOT) 2 -97ELEV( J)/D.3U«S) J*5.167» JODT- REAER( JJ(OSA1-02J 1 -DEOXYJ J*BOD 2 -BENTH< JI/lf.LEV( JJOEP( J») IF (MODNIT.EQ.U DODT = OODT -( 3. HI^DEL AMM+ 1 . 11DELN02 I/DELOAY IF (MODCHL.EQ.H OODT = OOUT +0 2INCH« CGWOWTH-RESP ICHLORA 02=02OODTDELOAY IF(C2.LE .C.O J 02=C.O 3IO-CHEHICAL OXYGEN OEHAND 50 IF ( (MOOBCO.F.U.1 > .OR . (M0002. EQ . 1 I) X BOD - ( l.U-OEOX Y(J»DELDAY><«BOD IF (BOD. LE.^. 01 800=0.0 COMPLETE CHLOROPHYLL A COMPUTATIONS ,0(GROyrH-DEATHJOELDAYlCHLORA IF IMG002.EC.C) GO OSAT-J11. 65-10. 3393 c c if (HODCHL.EO.l) IFfCHLOPA.LE.1.0) CHLORA - (1 CHLORA-O.tJ C C COLIFORMS LINK LINK LINK LINK LINK LINK LINK LINK LINK LINK LINK LINK LINK LINK LINK LINK LINK LINK 82 83 84 85 86 87 80 89 91 92 93 9«» 95 96 97 98 99 100 LINK LINK LINK LINK LINK LINK LINK LINK LINK LINK LINK 103 lot 105 106 108 109 110 111 112 113 11«4 IF (MODCOL.EO.l> COLIF - (1,0-RCOL IF(JIUELDAYICOL1F IF ICOLIF .L^.n.QJ COLiFrQ.O LINK LINK LINK LINK LINK LINK LINK LINK LINK LINK LINK LINK LINK LINK 117 116 119 120 121 123 12H 125 126 127 129 HO 131 132 LINK 1J1* -200- ------- * * * c c c c c c c c c METALLIC ION IF 1MOUME7.EQ.1) ETAL = C1 .U-RME T AL (Jl DELDAY I E TAL IFIETAL.LE.O.OI ETAL=C.O STORE NEW VALUES OF VARIABLES IF(K.NE.'J> K=MAPI3) IF(K.NE.O> K=MAP(4) IF(K.NE.01 K-MAPI5J IK(K.NE.rJ) K-MAP16) IffK.NE.Di K=:HAPI?> 1FIK.KE.G) K=HAP«81 1FIK.NE.Q1 K=HAPI91 1F1K.NE.U) K-MftPHl I IF(K.NE.O) rtETURN END CIJ,K)ZPHOS CIJ,KI=COLIF CtJ,K»-AMM CIJ,KI=TRITE CIJ,KI=1RAIE C«J,K)-BOD CIJ,K)rCHLORA CIJ,K»=02 CIJ,K\|= ETAL RETURN TO LOOPQL LINK LIMK LINK LINK LINK LINK LINK LINK LINK LINK LINK LINK LINK LINK LINK LINK LINK LINK LINK LINK LINK LINK LINK LINK LINK LINK LINK LINK LINK LINK J35 136 137 139 140 141 112 143 11 ------- c c c c c c c c c c c c c c c c c c c c c c c * * SUBROUTINE SWCUAL RECEIVING WATER QUALITY C C C C C C SPECIFICATION SI .TEMENTS REAL MADO.LEN GENERAL AND CONTROL COMMON /TAPES/ INCNT,1OUTCT,J1NI10),JOUTC10J,NSCRATI 51 BLANK COMMON COMMON JGt»,NTC,NQCYC,DELTQ,QE,QF ,ALPHA(30»,TITLSWI30 »,ICOLU J» 1 ,ISWCHI10),XR<1U,XME<15,11),XMF<111,XMEO<15,11) 2 ,N5,N6,Nia,N2J,N30,N4Q,NSTART,XRQDI 15,111 JUNCTIONS COMMON NJ, NCHANC5J,8J, QINISGI, COUfBQI, VOLI5Q), VOLOI501, X AS I SO J CHANNELS COMMON NC, NJU^CUOO,2) , QUOD), LENUfJG), UUOOJ SOURCE DATA COMMON NJSU, JSJ( 2C) l,MJSW,ISWUOGJ,CTni,10Q,2),INSTM QUALITY COMMON KCON, C2U1), CS(15,I1>» ICON(ll), Ct5D,lll, SUMCC50,lllt 1 2 7 1 5 b C C CMAXtBC.lll, CMIN(5J,11»» MADDI50,llt, UCDT«50,ll)t CCni«5j»Jlf TEU1), TEP(ll), SLOPE (201, CSPI N IbO ,11 > , TEOC1I> PRINTING COMMON NCP9T ,1 rCPPT,LCCPRT ,NSTPR T,NOCTOT , I SK IP ,MSTPR T ,N(PRT ,KPRT « LINKAGE AND DECAY COEFFICIENTS / KAPdU, MODCHL, MOUNIT, MODP, MOD02, MOOBOD, MODCOL, MODMET, SUNRIS, SUNSET, AVGLIT, EXCOEF, TEPPI50), GrfAZE(5n>, RNESH, GTCOEF, COEF(5D,8I, COKSTN, CONSTP, AZINCH, PINCH, 02INCH, BENTHtoOl, SATLIT, THETA(6>, RAMMI50), RTRITEI50I, RTRATEI50 Rf»(50>, REAER(SU), DEOXY(5G», RCOL1FC5UI, RHETAL«3D), AHOO), BdUO), CCHAN(J')Q», MAPBCKC13I 0AM DATA SWQU SWOU swou SWQU SWQU SWOU SWQU SWQU SWQU SWQU SWOU SWQU SWQU SWQU SWQU SWQU SWQU SWQU SWQU SWQU SWOU SWQU SWQU SWQU SWQU SWQU SWQU SWQU SWOU SWOU SWQU SWQU SWQU SWQU SWQU SWOU SWOU SWQU SWQU t SWQU SWQU 1 2 3 <4 5 b 7 8 1U 11 12 13 11 15 16 17 18 19 20 21 22 25 26 27 29 3D 31 32 33 3<4 35 36 to 41 42 <»3 «»4 45 46 54 55 -202- ------- * * * c c c c c c c c c c COMMON /DAM/ NOAM,JOAM5G,2» ,SPILLUQC» TIDAL JUNCTION DATA COMMON /TIDAL/ NTIOErJTIDE<15» PHYSICAL DATA COMMON /PHYS/ DEPC50), ELEVC501, RIIDUI TITLING SWQU swou swou SUQU swou SUQU SUQU SWOU SUQU SUQU SWQU SUQU SUQU SUQU SUQU CALL 1NQUAL 00 751 NT#3=NSTAR1,NTC REWIND NIC '4STPRT - NTAG CALL TO SUBROUTINE 1NQUAL MAIN QUALITY LOOP COMMON /LBL/ COUT<12,4) N20 = NSCRAT(11 INSTMrQ MOOP = 0 MODCOL = D MOONIT = C MODBOD = t! MOOCHL - 0 MOD02 ~ 0 HODMET = 0 SUQU SUOU SUQU SWQU SUOU SUQU SUQU SUQU SUOU SWQU SWOU SUQU CALL TO QUALITY CYCLE SUBROUTINESUQU SUQU SUQU SWQU : swou : PHIKT DAY AVERAGE CQNCENTRATIONSSWQU : SWQU 00 359 J : 1,NJ SWQU i)0 359 KC-l.KCON SWQU 359 SUMC ------- * * * 101 41CU 321 110 111 112 113 114 115 3?2 WkITEI6,101) ALPHA FORMAT (1H1, lbA4/ 1H , 15A4///X) WRITE 16,321) NTAG,KC,(COUT(KC,II),II=1,4>,ICOL WK1TEJN6,41001 TULSW FORMAT « lriO,15A'l,15A4 ) FOWKAT(1HO,10X,38HAVERAGC JUNCTION CONCENTRATIONS DURING, 21H TIDAL OR TIME CYCLE ,I4,21H, CONSTITUENT NUMBER « I3,5X,4A4//9X,10I1'J/14H JUNCTIONS.! UO 110 I=1,NJ,1Q L~MINC(I9,NJ» WRITE (6,111) 1,L,(SUMC(J.KC),J-I,L) FORMAT(I4,5H TO , I 3 ,1 X,10C10.4J 1F(ISWCH(2).E0.1) GO TO 322 WRITE (6,112) FORMAT(1 HO,50Xt8HKAXIMUMS/11H JUNCTION) DO 113 I-1,NJ,IQ L = MlNtm+9,NJl WRITE (6,1111 I,L,(CHAX(J,KC),J-I,L» WRITE (6,114) FORPAT tlHC,5UX,SHHINIMUMS/HH JUNCTION) 00 115 I-1,NJ,1U L-MINO(I+9,NJ) WRITE (6,111) I,L,(CH1N(J,KC),J-I,L» CONTINUE SWQU 111 C C C RESET SUMS FOR NEXT DAY CYCLE 322G 323 CONTINUE DO 323 J=1,NJ VOLUIJ)=VOL(J) UO 323 KC-1,KC3N CKAXCJ,KC)=C. CMINtJ,KC»=C(J,KC) SUMC(J,KC)-C.5C(J,KCJ IF (NTAG.TQ.NTC) GO TO REMIND NIG C C C 1SWCH 10 SET BY N30 READ-IN ,QIWIJ) ,QOU( J), IF (ISWCHUQ).EW.l) GO TO DO 4120 I-l.NOCYC READ (N20) NU, (Q(N),U(N),R(N),N=lfNC), 1 ELEV(J),SPILL(J>,J=1VNJ1 WRITE(Nin) NQ,(Q(Ml,UtN)tR(N),N=11NC ) ,(VOL(J),QIN(J),QOU(J), J ELEtf(J) ,SPILL(J1,J-1,NJ) 4l?[) CONTINUE WLWIND NIG 414U CONTINUE C C END OF PAIN OO-IOOP 7fl CONT1MJL IF (ISwCH{3) EU.1> GO TO U16G swou SWQU SUOU SWOU SUOU SWQU SWOU swou SWOU SWQU SWOU SWQU SWQU SWQU SWQU SWOU SWQU SWOU SWQU SWQU SWQU SWQU SWQU SWQU SWQU SWQU SWOU SWQU SWOU SWQU SWQU SWQU SWQU SWOU SWQU SWQU SWOU SWQU SWQU SWQU SWOU SWOU SWOU SWOU SWOU SWOU SWOU SWQU SWQU SWOU SWQU SWQU SWQU 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 13<4 135 136 137 138 139 110 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 158 159 160 161 162 163 164 165 166 167 168 -204- ------- * * * * C SWOU 169 C RESULT OPTION REMOVED TEMPORARY SWOU 17U C SWOU 171 i»160 CONTINUE SWQU 172 RETURN SWQU 173 END SWOU 174 -205- ------- * * c c c c c c c c c c c c c c c c c c c c c c c c c c * * SUBROUTINE QP&INT c c c PRIM ROUTINE FOR QUALITY CYCLE OUTPUT. SPECIFICATION STATEHENTS REAL MADO.LEN GENEHAL AND CONTROL COMMON /TAPES/ INCNT , 10UTCT f JIN C 10 I , JOUT 1 10 I ,NSCRAT I 5 I BLANK COMMON COMMON JGyfNTC,NQCYC,DELTOfQE,QF .ALPHA (301, TITLSy 1301 tICOL 11 0> 1 , ISWCH<1D»,XRU11,XMEU5,11),XMF<11) ,XM£Otl5,ll } 2 ,N5,N6,Nia,N2J,N30»N40tNSTART ,XRQOI 1511) JUNCTIONS COMMON NJ, NCHANC5Q,8», QIN(50), QOU(5Q), VOLfSOl, VOLO(SO), X AS(SO) CHANNELS COMMON NC, NJUMCtriO,2>, Q (1 00 > , LENdOQJ, UCiaO» SOURCE DATA COMMON NJS4,JS'4(2C> l,HJSW,ISU(100>fCTCIl ,100,2),1NSTM QUALITY COMMON KCON, C ,?< 11 > , CStl5,ll>v ICONdll, Ct50,lU» SUMC(50,11I, 1 2 3 1 2 3 4 t. CMAXC5Q,11I, CMIN(5U,il), MADDCbC.llJ, OCDT150,11 I» CE(11,50,2I, TEUll, TEPU1), SLOPLC20I, CSPI N «50 ,11» , TEOdll PRIMING COMMON NQPRT , I TCPRT ,LCCP«T ,Ni»TPR T ,NQCTQT , 1SH IP ,MSTPR T ,NPRT ,K PRT LINKAGE AND DECAY COEFFICIENTS COMMON /DECAY/ MAP(13I, MO'JCHL , MOONIT, MOOP, M0002, MODBOD, MODCOL, HODMET, SUNRIS, SUNSET, AVGLIF, EXCOEF, TEMPJ'jOJ, GRAZEJ50), RRESP, GTCOEF, COE.FCSO»8t, CONSTN, CONSTP, AZINCH, PINCH, 02INCH, 8ENTH«50), SATLIT, THETAC8), RAMMISOJ, RTRITEC50J, PTRATEC50I R^I50>, RC4CR(5U>, UHOXYJ50I, RCOLIF(5C», RHETALIbD), A d OC > , B dOO ) , CCHANdOQI, MAPBCKC13J QPR1 OPRI OPRI QPRI OPRI OPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRT QPRI QPRI QPRI QPRI QPRI OPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRI 1 2 3 4 5 b 7 8 9 10 12 13 14 15 16 17 18 19 20 21 22 23 21 27 28 29 31 32 33 34 35 36 37 38 42 43 44 45 46 47 48 -206- ------- c c c c c c c c c c c c DAM IJATA COMMON /DAM/ NOAM , JD AM I 5Q ,2 J ,SPI LL t 1 DC 1 TIDAL JUNCTION DATA COMMON /TIDAL/ NT IDE , JT IDE ( 1 S » PHYSICAL DA1A COMMON /PHYS/ UEPI50>, ELEVI50), RJ10C) TITLING COMMON /LBL/ COUFI12,«l) IF (ISKIP. NE.NiiPRTJ GO TO 502U NQCTOT = NQCTOT 1 FORMAT C1HC15AU,1:>A<») RITE«N6,101 I ALPHA WRITE IN6tmUG) riTLSW FORMAT I1H1, 15A4/ 1H , 15AH///1 yRITEtN6,321 I STPT ,MSTPR T FORMAT («43HOJUKCT ION CONCENTRATIONS, DURING TIME CYCL E ,!<» , 1 5H 1ITY CYCLEtlU ,37H. UNITS ARE M6/L , EXCEPT 106 MPN/L t 210.HCOL1FORMS.//1 ^RITEIN6,325 I ( (COJT (KfJ)fJ=l,2),K = l ,KCON) FORM AT (9HC! JUNCTION, 1 H2X,2At J I WRITEIN6 ,326 > ( (COUT (K ,J I , J = 3, 4 I ,K = 1 ,KCONI FORMATUH ,8 X , 111 2X , 2A m /1H ) 00 322 J=I,NJ IrfRITE !N6tlll > Jt«CCJ,Kl,K-l,KCON) FORMATdH , Ib,2X,llFi0.3> CONTINUE ISKIP - I GO TO 501C 502(1 CONTINUE ISKIP = ISKIP 1 CONTINUE RETURN LND 1C1 321 325 326 111 322 010 OPR1 QPRI QPRI QPRI OPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRI (QUALQPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRI QPRI Sb 57 58 59 60 fal 62 63 6<* 65 66 68 69 70 71 72 73 7<» 75 76 81 82 83 8» 85 86 87 88 89 9D 91 92 93 9«» 95 96 97 98 99 -207- ------- * * c c c c c c SUBROUTINE c c c c c c c c c c c c c c c c c c c c c c r* w c QUALITY OAT* INPUT ROUTINE SPECIFICATION STATEMENTS HEAL MADO.LEN DIMENSION VARI13I ,CONSrm> GENERAL AND CONTROL COMMON /TAPES/ INCNT f IOUTCT , JlNt 10 » , JOUT ( 1 J I ,NSCRA T (5 I BLANK COMMON ' COMMON JGh!,NTC,NQCYC ,DELTQ,QL,QF , ALP HA I 301 »TITLS W 130 I ,ICOL 1 1 01 1 , ISWCHt 1C) , XRUD.XME ( 1'5,11 > .XMM11 1,XMEO< 1511 ) 2 ,N5,N6,Nia,N2U,N3Q,NHO,NSTART ,XRQDI 15,111 JUNCTIONS COMMON NJ, NCHAN(5Q,S), QINtSO), OOU(50», VOLfSO), VOLCH50), X AStSOl CHANNELS COMMON NC, NJUNCUOQ»2», UUUQ), LEN(1UD», UtlOOl SOURCE DATA COMMON NJSW, JS-.M20) l.NJSrf, ISWUOinfCTtll , 100,21 , IN STM QUALITY COMMON KCON, C2U1I, CSU5,1U, ICONfll), C t 50 , 1 1 1 , SUNCtSO.UI, 1 CMAX«SC,11>» CMlN(5a,ll»t MAOOC5Q,11 t , OCDT(50,I11, 2 Ctf 11 »5(J,2I, TEC11), TEPtll), SLOPtf20l» CSPIM 1 50 ,1 1 > » 3 TCO(ll) PRINTING COMHON NQPRT.ITCPRT, LGCPRT ,NSTPP T tNOCTOT , I SKIP ,M STPR T ,NPHT ,K PRT LINKAGE AWO DECAY COEFFICIENTS COMMON /OrCAY/ MAPC13), MODCHL , MODNIT, MODP, MOD02, MODBOD, 1 L. c bS 6 INQU INQU INOU INQU INQU INQU INQU INQU INQU INQU 11 INOU 12 INQU INOU INQU INQU INQU INQU INQU INQU INQU INQU INQU INQU INQU INOU INQU INQU INQU INQU INQU MODCOL, MODMET, SUNtfIS, SUNSET, AVGLIT, EXCOEF, TCMP(SUIV GRAZEI5JJ, RRESP, GTCOEF, COEF(50,8», CuNbTN, CONSTP, AZINCH, PINCH, 02IKCH, 8ENTH15Q), SATLIT, THEfA(8l, RAKMC50), RTRITCISOI, RTRATE.CS01 K(M50), REACR(5u), DEOXY(SC), RCOLIFtSO), kMFUL(50>, AI1U01 B (1'JQ ) , CCHAN(130>, MAPBCKdJ) 1 2 3 4 5 6 7 8 10 13 15 16 17 18 19 20 21 22 23 INQU 26 INQU 27 INQU 28 30 31 32 33 31 35 36 37 INOU m INQU 42 INQU M3 INQU W INQU <»5 INQU 16 INQU 17 INQU 55 -208- ------- * * * * C 0AM DATA C COMMON /0AM/ N9AM, JD AM 50,2 > ,SPI LL U OC I C C TIDAL JUNCTION DATA C COMMON /TIDAL/ NUDE ,JTIDLt 1 5) C C C c c c c c c c c c c c c c c c c c c c c PHYSICAL DATA COMMON /PHYS/ DEPI50I, ELEVC5D), RUOOI TITLING COMMON /LBL/ COUTI12,4> COMMON/CARD/ TITLE 14, 131 DATA NAME/MHREAE/ DATA DECLARATIONS SET-UP 1/0 DATA SETS READ N1G,N3G,N40. N10 SHOULD BE DRUM OR DISC STORAGE. N30 AND N4Q SHOULD BE MAGNETIC TAPE, IF USED. NiO = NSCRAT (21 N3Q = NSCRATC3I K4Q - NSCHAT (4 > REWIND N10 MEtfIND N2D KEAD(N5,555) 1SWCH if-5 FORMAT C1DI5I IFC1SWCHCI J.fcG.l I REWIND N30 IF(ISWCK(3).tt.U REWIND N40 UU 11 1=1,10 ICOLU 1 = 1 11 CONTINUE WR1TEIN6,6) ICOL»ISWCH 6 FORMATI16H1SWITCH SETTINGS/I 101101 I INITIALIZATION 00 51DO J-1,50 GRAZCJ J) =0.0 BENTHf J)-0.0 INOU INOU INOU INOU INOU INOU INOU INOU INOU INQU 57 58 59 60 61 62 63 64 65 INOU 67 INQU 68 INQU INQU INQU INQU INQU INQU INQU INOU INQU INQU INQU INQU INQU INOU INQU INQU INQU INOU INOU INQU INQU INQU INOU INQU INQU INQU INQU INQU INQU INQU INQU INQU 1UO INQU 101 INQU 102 INQU 103 INQU 10» INQU 105 INQU 107 INQU 108 INQU 109 INOU 110 69 70 71 72 73 71 75 76 77 78 79 80 81 82 83 84 85 36 87 88 89 90 91 92 93 94 95 96 97 98 99 -209- ------- * * 5050 5100 5110 5120 5130 5110 5150 C C C C RTRITEt JJ-.3.0 RTRATE ( Jl-J.O rtP ( J) = 0.0 DEOXYIJjrC.O REAERt JI-0.0 RCOLIFt J)=O.Q MMETALC Jl-0.0 00 5050 1=1.8 COEF (J.I »=0.0 CONTINUE DO 5100 K-1,11 CIJ,K1=0.0 MAOO=C.O CONTINUE 00 512'J 1=1,15 DO 5120 K=l,ll CS(I ,K »=0.0 CO^JTINUE 00 5130 N=l,10a ACN)=0.0 B(N) =0.0 CCHANJNJ =0.0 CONTINUE DO 5150 1=1, b TECI) =0.0 TEP< I i=0 .0 DO 5110 L=1,2C CE(I ,L.l 1=0.0 Ctd.L ,21=0.0 CONTINUE CONT INUE READ CN20) 1 AS(J>,ULP 2 NTIDE,(JT TITLS IJ1,J= INQU INOU INQU INOU INQU INQU INQU INOU INQU INQU INQU INQU INOU INQU INOU INQU INQU INQU INQU INQU INQU INQU INQU INQU INQU INQU INQU INQU INQU INQU INQU INOU INOU INOU NETWORK DATA ARE READ FROM INQU RECEIVING WATER QUANTITY PROGRAMINQU INQU W,ALPHA,NJ,NC»NOCYC,DELTQ,(CNCHANIJ,K t,K = 1,8 ) , lfNIJ),(LEN(N), ,Krl ,<>> (N = 1 ,MC) , TK-1 ,NT10E),NDAM ,< (JDAM(M.N) ,N = 1,2),M-1,NOAM J C C FLOt DATA ARE TRANSFERRED TO FAST STORAGE, DRUrt OR DISC. 00 90 I=1,NOCYC READ (f NQ, t«(KJ,a«NJ , R ( N ) ,N= 1, NC ) ,(VOL(J» ,OINCJ) ,GOU(JI, 1 ELEV(J) ,SPILL,J=i.rNJ» wPITt"IN10» NQ.1U 1 ELEVJJI .SPILL(J I CONTINUE REWIND MO IF(ISWCH(l).NE.l» GO TO 95 RESTART OPTION TEMPORARILY ------- * c c * * 95 101 <»10Q C C c 11 OH 1102 110<4 1105 1106 1110 4200 snio « READ 1 WRITE FORMAT WRITE FORMAT WRITE FORMAT WRITE FORMAT WRITE FORMAT WRITE FORMAT WRITE FORMAT WRITE FORMAT WRITE FORMAT MTOTAL WRITE FORMAT 1 2 DO 601 N5.555 IN6,10 1 1H1, IN6, NOCY I33HONUMBER 0 (N6,ll 05) NTC FCPRT, H sw <4) t vJUNC NQPK'T, 15A«»/ 1H TION CHANNEL C F I15HONUMBER OF \|N6,11 06) OELT Q I«»5HOLE? 9H10 FORMAT ( 4 A<4 , m , 1 2F S. f) ) 1FIINTEG.NE.UI GO TO 8080 IFtJCHECK.NE.NJI STOP 11 JCHECKrO UO 8010 KCC-1,13 GO TO 8050 IFCCONSTU ) .EQ.TITLE II ,KCC»> 8'JJJO CONTINUE STOP 12 BQSO IFdVAR.ME.b) GO TO IF ( CONST* 2 ).£Q. TITLE (2.6M fcHSl IF (I VAR.EC.12I GO TO 8031 KCON-KCON+I IVAR = INQU INQU INQU INOU INQU INQU INQU INQU INQU INQU INQU INOU INOU INOU INQU INQU INQU INQU INQU INQU INQU INQU INQU INOU INQU INQU INQU INQU INQU INQU INQU INQU INQU INQU INQU INOU INQU INQU INQU INQU INQU INQU INQU INQU INQU INQU INQU 175 176 177 178 179 180 181 182 183 134 185 186 187 188 189 190 191 195 196 197 198 199 200 201 202 203 2Ut 2U5 206 207 208 2U9 210 211 212 213 2m 215 216 217 218 219 220 221 222 223 -211- ------- * * 8061 6062 8063 8065 6066 8067 8168 8:169 6070 1 MAPbCK (KCCNIrlVAW uO TO (8031,8061 ,8'J6,IVrtR IF (MODP.EQ.l) STOP 21 MODP - 1 THETAI4) - VARU) uO TO 8030 IF JMODCOL.EQ.U S !OP 22 HOOCOL - I THETAI71 : VARC1 » 60 TO 8030 THETAU) r VAR<1I 30 TO 8066 THETA(2I - VARd > GO TO 8066 THETA<3» - VARCM HOONIT = 1 NITCHK=NITCHK+IVAR GO TO 8030 IF tMODBOD.EQ.il STOP 23 MODfaOD = 1 THETA(6>=VAR(1 ) GO TO 8U30 IF (MODCHL.EQ.U STOP 24 .100CHL = 1 SUNR1S - VARC11 SUNSET - VAR12) AVGLIT = VAR(3> SATLIT = VARC4) CXCOEF = VARC5I GTCOEF = VAR(6> HRESP - VAR(7l CONSTN - VARC8I CONSTP - VAR(9) AZINCH = VARUi'JI PINCH - VAR(H> 02INCH = VARU2J (iO TO 8030 IF (M0002.EQ.1) STOP 25 M0002 = 1 THETA(S) - VAP(l) GO TO 8030 IF (HOOMET.EQ.I) STOP 26 10DMET = 1 THETAI8>=VARI1 ) SO TO 30 3D JCHECK-MAXOI JCHECK.IUTEG) JTT-IKTEG IF UVAR.rt.12I GO TO B10Q CIJTT,KCON)=VAt?(lI MADDt JTT ,KCON)=VAR«2 ) uO TO (8110, 8D71 ,8392,8093,8091, 8095, «096, 8097,8098, 8110,80991, IVAft 3) INQU 22«» INOU225 INQU 226 INOU 227 INOU INQU INQU INQU INQU INQU INQU INQU INQU INQU 2<42 INOU 243 INQU 2 ------- * * 8092 8093 809 <4 8095 BQ96 8097 8098 8099 S100 * GO TO 811U KCOLIF(JTT: GO TO 8110 6120 6130 C C C C 9H20 60 TO 3110 RTRITE( JTT)=VAttf 31 GO TO 8110 RTHATE( JTTI=VA(3) 60 TO 811C OEOXY(JTTI=VAR(31 GO TO 8110 GRAZE (JTU-VAR<3) GO TO 8110 BENTH(JTT1=VAR(3) GO TO 8111 RMETALCJTTlrVARI 31 bO TO 8110 TEMPt JTT)=VAR(1) GO TO 8031 IF(NTIDE.EQ.O) GO TO 6030 00 6120 KTIOE=1,NTIDE IF ( JTT.EQ.JTIDEUTTDEII GO TO ai3o CONTINUE GO TO 8030 CS(KTIOE,KCON)::VAR(1 I XWOD(KTIDE,KCO,>J)-VAR (5 » GO TO 80 3G IF i (MODN1T.EC.1 J.ANO. CNITCHK.NE .151 STOP 31 IF ( CM0002.EQ.ll . A^O . ( rtOOBOO .E Q .OH STOP 32 LIST INITIALIZATION AND BOUNDARY DATA WRITE (N6.902D) FORMAT f 32HOCO>-JSTITUENTS BEING MODELED ARE-* IOUT=D JO 8160 IVAR-1,11 IF(MAPCIVAR) .EO.O) GO TO 8160 i)0 8150 1 = 1,1 COUT (MAPCUT ,1) = TITl£tI B15U CONTINUE «16Q CONTINUE IOUTrIOUT+1 UO c 161 1 = 1,1 COUT C10UTtI»-TITLEU,12> t-161 CONTINUE 4HITE (N6,903DI ((COUTU, 9J30 FORMAT ( 1H3, b( <4A1,1X I/1H J» , J=l , II , 1 = 1 f KCON» t6(tA1t1XI) KORHAT (<3HMMT1AL CONCENTRATIONS , BY WKITL «N6, 90501 t (COUT (K , Jl , J=l » 2 I ,K =1 ,10UT ) FORMAT (9HD JUNCTION, 12 (2X,,£A INQU INOU INOU INOU INQU INOU INOU INOU INOU INQU INOU INOU INQU INQU INQU INQU INQU INQU INQU INQU INQU INQU INOU INQU INQU INQU INQU 279 280 281 2d2 283 281 285 286 287 288 289 290 291 292 293 291 295 296 297 298 299 3QO 301 302 303 301 305 JUNCTION! INQU INOU INQU INQU INQU INQU INOU INQU INOU INQU INQU INQU INQU INOU INQU INQU INQU INQU INQU INQU INQU INQU INOU INQU INQU INQU 308 309 310 311 312 313 311 315 316 317 318 319 320 321 322 323 321 325 326 327 326 329 330 331 332 333 -213- ------- * * * 9060 7010 9070 9080 =3 ,<4 ) ,K- 1 , IOU T > I =1 ,KCON ) , TEMP IJ I 7020 9160 J,IMADrMJ,KI,K = TO 7050 7030 9170 7040 705U 9120 9130 7,160 9110 WRITE (N6,9G6GJ ( (COUT I K , J) ,. FORMAT (lh ,8X,12IZX ,2A4)/1M DO 7010 J-1,NJ WRITE (N6,9C7C) J,(C(J,K) CONTINUE FORMAT <1H ,I6,2X,12F10.3> WRITE (N6.9D8G) FORMAT (44H1BACKGROUND MASS LOADING (MG/L), BY JUNCTION) WRITE (N6.9050) C(COUTIK,J),J=l,2),K=1,KCON> WRITE (N6,906CI ( (CO IJT (K , J ) , J-3,4 ) ,K-1 ,KCOM) DO 7020 J=1,NJ WRITE CN6,90701 CONTINUE IF (NTIDE.EQ.OI GO WRITE (N6,916C) FORMAT OOHlCONCENfRATIONS IMG/L> OF OCEAN SINKS, BY JUNCTION) WRITE (N6,9(,5fc» I ( COUT ( K , J) , J- 1 , 21 ,K -1 ,KCON ) WRITE (N6,906C) ((COUT(K,J),J = 3,4),K-1,KCOfO DO 7030 M-l.NTIDE J3JTIDE«M) WRITE (N6,907C> J,(CSIM,K),K=1,KCON) CONTINUE JRITE (N6.917D) FORMAT (45H1EXCHANGE RATIOS FOR OCEAN SINKS, BY JUNCTION) WRITE (N6,90SO) I> IF (MODCHL.EQ.O* GO TO 8165 WRITE (N6,9150) SUNRIS,SUNSET,AVGlIT ,SATLIT , EXCOEF,GTCOEF,RRESP 1 CONSFN,CONSTP FORMAT (34HOPAPAMF.TE9S FOR CHLOROPHYLL A ARE-/1H ,5X, AiSHSUNRISE -,F5.2, HOURS , DlfcH HOURS C35MAWEWAGE DAILY /1H , SOLAR RADIATION &HCHSOLAR RADIAIIO* SATURATION H18H LAfJGLEYS/DAY /1H , I 35HEXTl!SiCTION COCFF1CIENT JJ««H I/METERS /1H -,F5.2, 3,F5.2, INQU INOU INQU INQU INQU INOU INOU INOU INQU INQU INOU INQU INQU INQU INQU INQU INQU INOU INOU INOU INQU INQU INQU INOU INOU INQU INQU INQU INQU INQU INQU JUINOU INOU INQU TESINQU INQU INQU INQU INQU INQU INQU INQU INQU INQU INQU INOU INQU INQU INQU INQU INOU INOU INQU INQU 3314 335 336 337 338 339 3«0 316 3«»7 348 349 350 351 352 353 355 356 357 358 359 360 361 362 363 364 365 366 367 368 369 370 371 372 373 374 376 377 378 379 3 80 381 382 381 384 385 386 387 338 -214- ------- ##-.» K3fjHTEMPLRATURl COEFFICIENT OF GROWTH 3,F5.2, L24H , M4UHTLMPE«TUH£ COEFFICIENT OF RESPIRATION =,F5.2/1H N35HMICHAELIS CONSTANT FOH N1TKOGEN =,F5.2, 024H ICROG«AM ' ,B ( ICHAN J ,CCHAN( ICHAN I S TO0 41 IF 00 bl7Q N^l,NC ^EAD «N5, 92001 IF(IO.NE.NAME> 6170 CONTINUE WRITE (N6,9210) 92DQ FORMAT «AM,bX,Ia, 3FIO. 01 9210 FORMAT ( 67H1 CHANNEL CHARACTERISTICS lCOEFFICIEKTS/36HnCHANNEL A WRITt (N6,9220) ( N ,4 (N ) ,Fi ( M 1 ,CCH AN (N 1 9220 FORMAT liH , 15 ,F 12. 3 ,2^ I J. 3 > FOR COMPUTATION OF REAERATION B C/1H 1 = 1 ,NC » C C C C ADDITIONAL POINT SOURCE INPUTS FRO* CARDS. IF(NJSW.EC.01 GO TO 818C »/360U. «j(hlTC(N6 ,9 25 ill ( COMS rCI»,I=lfiH,TEPIKI FOrtM AT (!HC;f10X,2T,h ADDITIONAL SOURCES OF ,'I/U,«H AT ,F5.2, INQU INQU INOU INOU INQU INQU INOU INQU INQU INQU INQU INOU INQU INQU INQU INQU INQU INOU INOU INQU INQU INQU INQU INQU INOU INQU INQU INQU INQU INQU INQU INOU INQU INQU INQU INQU INQU INQU INQU INQU INQU INQU INQU INQU INQU INQU INQU INQU INQU INQU INQU INQU INQU INQU 389 390 391 392 393 394 395 396 397 398 399 400 402 403 404 406 407 408 409 410 411 412 413 414 415 416 418 419 420 421 422 423 42'4 425 426 427 428 429 430 431 432 433 434 435 436 4 37 438 439 440 441 442 443 -215- ------- * * * 1 17H HOURS FR04 SiART , /,1HQ,1UX , 2 12QHJUNCTION MASS RATE JUNCTION MASS RATE JUNCTION MASS RATE J 3UNCTION MASS KATC JUNCTION MASS RATE JUNCTION MASS RATE t1HQ) WKITECN6 ,9260) ( JSU I L) ,CE I K « L,<> I ,L = 1 (N JSU ) S260 FORMATUH ,6(15,F11.2» 8171 CONTINUE C C C SET-UP DATA FOR SWQUAL 6180 NSTART -1 KPUT : 1 MOCTOT = 1 ISKIP - 1 DO 230 J=ltNJ VOLD(J»-VOL«J> DO 230 KC r l.KCON CSPINIJ,KC)=MAOD ------- * * SUBROUTINE ADJUST c c c c c c c c c c c c c c c c c c c c c SPECIFICATION STATEMENTS C C c c c c. GENERAL AND CONTROL COMMON /TAPES/ INCNT,IOUTCT,JIN I 10 I,JOUTJ10).NSCRAT ( 5 I BLANK COHMON COMMON JGlN,NTC,NQCYC ,DELTQ,QE,QF ,ALPHA I 30 I,TITLSU1301,ICOLd0 I 1 ,ISUCHIlDltXRtll I,X ME (15, 11 I.XMFdl ),XMEOd5,ll I 2 ,N5fN6tN10,N2tl,N3f],N4Q,NSTART,XKQDC 15,111 JUNCTIONS COMMON NJ, NCHAN(50,8I, jINfSQl, QOU(50I, VOLI50), VOLaiSDI, X ASC5O CHANNELS COMMON NC, NJUUCdOa,2l, Q d DC! I , LCNdGO), UdODJ SOURCE DATA COMMON NJSW,JS<20» 1 ,MJSW,ISWdOO),CTdl ,iaO,2»,lNSTM QUALITY COMMON KCC, C2dl>, CS(15,llt, ICONdU, DUMH Yl 50, 11 > , X SUKCI5C,11>, 1 CMAX<50,11>, CHINI5U,11I, MADD«50,lllf DCDTI5U,111, 2 CEdl,50,2), TEdl), TEPC1H, SLOPH20), CSPI N 450 , 11) , 3 TEOCllI PRINTING COMMON NQPRT,ITCPRT,LOCPRT,NSTPRT,NQCTOT,ISKIP.MSTPRT,NPRT,KPRT LINKAGE AND DECAY COEFFICIENTS COMMON /DECAY/ MAP(13>, .-100CHL, MCDM1, MODP, MOD02, KODBOD, 1 MODCOL, ^ODMET, SUNRIS, SUNSET, AVGLIT, EXCOEF, 2 TLMP(5U), G?AZE(50)f HRESP, GTCOEF, COEF(50,8>, 3 CONSTN, CONST!', AZINCH, PINCH, 02INCH, BENTHC50), 4 SATLIT, THETA<8», CDE F20 < 50 ,8 » , 5 AdOD), BdaOl, Cd3G>, MAPBCMd3) COMKON /PHYS/ JEPCSO), ELEVIbO), RdUL) UI MEMS ION DEOX/(bU», ft-EAERISO, DCNOMI50) LUUI VALE MCE (DilOXYd I ,COEF Cl ,b ) I , t iE AEH 11 » ,COf.FI 1,5 > I ADJU ADJU ADJU ADJU QP1I QP1I QP1I QPII QP1I OP 11 OP1I OP 11 QPII QPII QPII QPII QPII 1 1 QPII GPU QPII 1 QPII QPII QPII QPII QPII QPII QPII QPII 1 1 1 QPII QPII QPII QPII QPII QPII QPII 1 1 1 ADJU ADJU ADJU 1 2 3 ------- * c c c c c c c * * * PHYSICAL DATA 10 COMPUTE CHANNEL RE AERATION COEFFICIENTS AND PREPARE FOR WEIGHTED AVERAGES AT NODES DO 10 Jrl.50 OENOHIJ 1=0.0 REAER1 J)=0.0 CONTINUE DO 20 N=1,NC iFlR(N) .LE. 0.0! GOTO 20 CHANKR= AINJI ( 3 .280 fl AB S < U ( N > » )»B=RCAER(J1 J+ADDESD »EAER«J2>=REAER.EQ.UI GO TO 60 1F 1FIDEPTH .LL. J.0» GOTO bt) IF (DEPTH.LT.2.'44 ) DE OX Y( Jl =DEOXY ( J )/ ( IOEPTH/2.4M )*0.13l ) UO bO K-1,3 GO TO <30,30,3U»30t«»0,'»Ot30,30),K IFITHETA(KJ.EC.O.O) GO TO 50 COEF (J,K >rCOEF20(J,K 1(THETA IK ) (TE MP ( J > -20 .0 ) I oO TO 50 IF (THETA (Kl.EQ.O.O) GO TO 50 COCF < J»K jrCOEF«J,KJ (THETA(K}*C TEMP t J J-20 .0 ) 1 CONTINUE CONTINUE ENO ADJU 21 ADJU 22 ADJU 2 ADJU 27 ADJU 28 ADJU ADJU ADJU ADJU ADJU ADJU ADJU ADJU ADJU ADJU ADJU ADJU ADJU ADJU ADJU ADJU ADJU ADJU ADJU ADJU ADJU ADJU ADJU ADJU ADJU ADJU ADJU ADJU ADJU ADJU ADJU ADJU ADJU ADJU ADJU ADJU ADJU ADJU 30 31 32 33 33A 34 3S 36 37 38 39 40 Ml <»2 43 44 45 46 47 48 49 ------- * V SUBROUTINE RECUAL COMMON /TAPES/ INCNT,1OUTCT,JINI 10J,JOUT11U».KSCkAT ( b) RECE 2 DIMENSION QU4M2ltQUAL<2),AMAMEI<«> RECE 3 DATA CUANIiI»QUAN121/HHQUAN.IhTITY/ RECE 1 DATA QUALUI ,w JALC2 >/«4 HQUAL ,HHIT Y / RECE 5 N6-6 RE" 6 Nb-b RECE 7 INCMT=INCNT1 R^CE & READ IN5.1Q01 IANAME(I 1,1 = 1fm REcf 9 100 FORMAT CHA«» ,1m RE CE IQ 150 IF(ANAME(3).EC.QUAL ------- * * * ULOCK DATA TITLE2 COMMON /CARD/ TI TLE < «4 , 1J I UATA TITLE /«HSULF ,t» HA TES ,HH ,«»H A <«HTOTA,»»HL FC,»H f«H B C D HHN1TR,»HITE ,«H t««H , E 1HNITR tUHAFE «<4H ,UH f J 4HTSS «<«H ,<»H ,«H , K »HTEMP,MH£RATf»JHURE ,4H , L (4HLAST,«»H CON.IHSTIT.IHUENT/ END -220- ------- APPENDIX C SSWMM - RECEIV II INPUT REQUIREMENTS -221- ------- SSWMM INPUT FORMAT 12 20A4 12 12 12 12 F5.0 F5.0 12 12 12 4012 4012 4012 COLUMNS 1-2 1-80 1-2 3-4 5-6 7-8 9-13 14-18 19-20 21-22 23-24 1-2 3-4 5-6 79-80 1-2 3-4 5-6 19-20 1-2 3-4 5-6 VARIABLE JOUT TITLE IDEAS NSTEP NHR NMM DELT PCTZER NSAVE INLETS NPFI ISAVE (1) ISAVE (2) ISAVE (3) ISAVE (40) ISAVE (41) ISAVE (42) ISAVE (43) ISAVE (50) ISFI (1) ISFI (2) ISFI (3) DESCRIPTION OUTPUT FILE F0R LNKPRQ (0 IF NOT CREATING AN OUTPUT FILE) 1 DESCRIPTIVE TITLE CARD BASIN IDENTIFICATION # OF TIME STEPS HOUR OF START OF STORM MINUTES OF START OF STORM TIME STEP LENGTH (SEC) % OF IMPERVIOUS AREA WITH ZERO DETENTION (ARTIFICIAL-25%) # OF ELEMENTS WHOSE FLOWS AND POLLUTANT MASS LOADS ARE TO BE PRINTED (MAX=50) INLETS AND ANY SUBCATCHMENTS # OF INLETS (MAX=20) BOTTOM OF RUNOFF AREA OR SYSTEM (EACH INLET MUST BE THE LAST DOWNSTREAM ELEMENT) # OF POLLUTANTS TO BE SAVED ON FILE (MAX=8) ELEMENT NUMBERS WHOSE FLOWS AND POLLUTANT MASS ARE TO BE PRINTED CARD 4B USED ONLY IF NSAVE > 40 INLET NUMBERS IN BASIN CARD 1 2 3 4A 4B 5 ------- SSWMM INPUT FORMAT 15 15 15 COLUMNS 1-5 6-10 11-15 VARIABLE NHISTO NELT NHYT DESCRIPTION # OF RAINFALL DATA POINTS (MAX=100) TOTAL # OF ELEMENTS (MAX=99) # OF HYETOGRAPHS (MAX=4) REPEAT CARD GROUP 7 FOR EACH HYETOGRAPH (MUST BE READ IN ORDER) 10F5.0 1-5 6-10 11-15 • • • 45-50 RAIN (1,1) RAIN (1,2) RAIN (1,3) • • RAIN (1,10) RAINFALL INTENSITY FOR HYETOGRAPH #1 (IN/HR). DURATION OF RAINFALL INTENSITY MUST EQUAL THE TIME STEP LENGTH (DELT). NUMBER OF CARDS F0R EACH HYETOGRAPH= (NHISTO+9)/10 (TRUNCATE DECIMAL PLACES) THE FOLLOWING INFORMATION MUST BE READ ACCORDING TO INCREASING ELEMENT ORDER REPEAT CARDS 8 AND 9 IF NCHAR (KT)=1 OR CARDS 8 AND 10 IF NCHAR (KT)=2 15 15 15 15 15 15 15 1-5 6-10 11-15 16-20 21-25 26-30 31-35 IELT NCHAR (KT) NUP(KT) IUP(KT,1) IUP(KT,2) IUP(KT,3) NRG(KT) ELEMENT NUMBER ELEMENT TYPE (1 - WATERSHED) (2 - PIPE OR MANHOLE) # OF UPSTREAM ELEMENTS (MAX=3) 1ST UPSTREAM ELEMENT 2ND UPSTREAM ELEMENT 3RD UPSTREAM ELEMENT HYETOGRAPH NUMBER, BASED ON ORDER READ IN (VALUE NEEDED ONLY FOR WATERSHED. DEFAULT VALUE IS 1) CARD 6 7 8 -223- ------- SSWMM INPUT FORMAT 15X F5.0 F5.0 F5.0 F5.0 20X F8.0 F8.0 F8.0 SOX F8.0 F8.0 F8.0 F8.0 F8.0 F8.0 F8.0 F8.0 F8.0 COLUMNS 1-15 16-20 21-25 26-30 31-35 1-20 21-28 29-36 37-44 1-80 1-8 9-16 17-24 25-32 33-40 41-48 49-56 57-64 65-72 VARIABLE BLANK EWIDTH(KT) AREA(KT) PCIMP(KT) SLOPE (KT) BLANK EWIDTH(KT) GLEN(KT) SLOPE (KT) BLANK G6 W5 W6 WSTORE (1) WSTORE(2) WLMAX WLMIN DECAY FPSX DESCRIPTION WIDTH OF OVERLAND FLOW (FT) AREA OF WATERSHED (AC) % IMPERVIOUSNESS WATERSHED SLOPE (FT/FT) DIAMETER OF PIPE (FT) LENGTH OF PIPE (FT) INVERT SLOPE (FT/FT) OR BLANK CARD IF ELEMENT IS A MANHOLE MANNING'S COEFFICIENT NEEDED FOR GUTTER DEPTH CALCULATIONS OR PIPE FLOWS IMPERVIOUS AREA RESISTANCE FACTOR (MANNING'S COEFFICIENT) PERVIOUS AREA RESISTANCE FACTOR (MANNING'S COEFFICIENT) RETENTION STORAGE FOR IMPERVIOUS AREA (IN) RETENTION STORAGE FOR PERVIOUS AREA (IN) MAXIMUM INFILTRATION RATE (IN/HR) MINIMUM INFILTRATION RATE (IN/HR) DECAY RATE OF INFILTRATION (I/SEC) EXPONENTIAL DECAY COEFFICIENT OF POLLUTANTS OF WATERSHED CARD 9 10 11 -224- ------- SSWMM INPUT FORMAT 5X 15 F10.0 15 15 F10.0 8F10.0 e.g. 8F10.0 COLUMNS 1-5 6-10 1-10 11-15 16-20 21-30 1-10 11-20 21-30 • 71-80 CBFACT(l) CBFACT(2) 1-10 11-20 21-30 31-40 41-50 51-60 61-70 71-80 VARIABLE BLANK MQUAL DESCRIPTION CONTROL CARD TO ALLOW FOR QUALITY MODELING 0 - NO QUALITY MODELED 1 - QUALITY MODELED IF MQUAL = 0, SKIP GARBS 13-25 CBVOL NQS ISS DRYDAY CBFACT(l) CBFACT(2) CBFACT(3) • • CBFACT(8) AVERAGE CATCHBASIN (VOLUME (FT3)) NUMBER OF POLLUTANTS (MAX=8) METHOD FOR CALCULATING SUSPENDED SOLIDS (0 IF CALCULATION IS TO BE DONE THE SAME WAY AS FOR OTHER POLLUTANTS) NUMBER OF DRY DAYS PREVIOUS TO STORM. i.e., RAINFALL PREVIOUS TO STORM < 1.0 IN. CONCENTRATION OF 8 POLLUTANTS IN CATCHBASINS. (THESE CONCENTRATIONS CAN BE ARBITRARILY CHOSEN AS CAN THE POLLUTANTS EXCEPT FOR SUS. SOL.) = CONCENTRATION OF BOD, OR COD, OR ... = CONCENTRATION OF SUS. SOL. DXFACT(l) DXFACT(2) DXFACT(3) DXFACT(4) DXFACT(5) DXFACT(6) DXFACT(7) DXFACT(8) DUST AND DIRT LOADING RATES FOR ANY 8 ARBITRARILY CHOSEN LAND USES (LBS/DRY DAY-FT2) • • CARD 12 13 14 15 -225- ------- SSWMM INPUT FORMAT F10.0 F10.0 F10.3 5F10.0 COLUMNS 1-10 11-20 21-30 31-40 71-80 VARIABLE XFACT(1,1) XFACT(1,2) XFACT(1,3) XFACT(1,4) XF ACT (1,8) DESCRIPTION CONCENTRATION OF 8 POSSIBLE .CONSTITUENTS IN A GRAM OF DUST AND DIRT FOR FIRST LAND USE (mg/g) (MUST USE 8 CARDS LEAVING SOME BLANK IF NECESSARY) REPEAT CARD 16 FOR LAND USES #2, #3, #4, #5, #6, #7, AND #8 8F10.0 8F10.0 1-10 11-20 21-30 71-80 1-10 11-20 21-30 * * 71-80 Fl(2) Fl(3) Fl(8) F2(l) F2(2) F2(3) * F2(8) FACTOR FOR INSOLUBLE POLLUTANT WITHIN SETTLEABLE SOLIDS TO BE ADDED TO POLLUTANT ALREADY WASHED FROM SURFACE DEFAULT ESTIMATES FROM SWMM ARE AS FOLLOWS: BOD = .02 N = .01 P04 = .001 OTHERS = 0. FACTOR FOR INSOLUBLE POLLUTANT WITHIN SUSPENDED SOLIDS TO BE ADDED TO POLLUTANT ALREADY WASHED FROM SURFACE DEFAULT ESTIMATES FROM SWMM ARE AS FOLLOWS : BOD = .05 N = .045 P04 = .0045 OTHERS = 0. CARD 16 17-23 24 25 REPEAT CARDS 26, 27, 28 FOR EACH WATERSHED (MUST BE READ IN ORDER OF COMPUTATION) 15X F10.0 1-15 16-25 BLANK BASINS (KT) NUMBER OF CATCHBASINS WITHIN WATERSHED 26 -226- ------- SSWMM INPUT „•-— ^—»» FORMAT ' •_— ______™™H__»"ill^«Hl> COLUMNS I ., VARIABLE F10.0 26-35 REFF // OF STREET SWEEPER PASSES 2 2 2 2 1 1 1 F10.0 8F10.5 8F10.5 ' 12 36-45 1-10 11-20 21-30 31-40 41-50 71-80 1-10 11-20 21-30 31-40 41-50 71-80 •WM«V«MV»— nBH^HHM 1-2 CLFREQ XLAND(l) XLAND(2) XLAND(3) XLAND(4) XLAND(5) XLAND(8) GQLEN(l) GQLEN(2) GQLEN(3) GQLEN(4) GQLEN(5) GQLEN(8) _™ IBBBIM^^,™ .^•••^^ ^^ _^^B-gB-^BBM^M^— IDWF — — _ DESCRIPTION " — — ______ REMOVAL EFFICIENCY (SEE TABLE BELOW) CLEANING FREQUENCY Rgj 1 1 CARD 26 (Cont) T .98 0-8 >95 8-15 92 15 ;88 0-8 .75 8-15 . 70 15 .60 STREET CLEANING FREQUENCY FRACTION (EXPRESSED AS A DECIMAL) OF LAND US? WITHIN WATERSHED • AREA OF EACH LAND USE IN FT2 CONTROL CARD TO MODEL DRY WEATHER FLOW 0 - NO DRY WEATHER FLOW MODELED 27 28 •~~~>>l-— ~-W-«V-IllMM 29 IF IDWF = 0, SKIP THE REMAINING CARDS -227- ------- SSWMM INPUT FORMAT F10.5 F10.5 F10.5 F10.5 8F10.5 COLUMNS 1-10 11-20 21-30 31-40 1-10 11-20 • • 71-80 VARIABLE DWF CBOD CSS CCOLI DDWF(l.l) DDWF(1,2) • • • DDWF(1,24) DESCRIPTION BASE DRY WEATHER FLOW BOD CONCENTRATION FACTOR SUSPENDED SOLIDS CONCENTRATION FACTOR F. COLIFORMS CONCENTRATION FACTOR FLOW DIURNAL VARIATION, BASED ON A 24 HOUR CYCLE t REPEAT CARD GROUPS 31-33 FOR VARIATION IN BOD SUSPENDED SOLIDS F. COLIFORMS CARD 30 31-33 34-36 37-39 40-42 -228- ------- LNKPRG INTERPRETER INPUT FORMAT 15 15 F5.0 F5.0 15 1015 1015 1015 COLUMNS 1-5 6-10 1-5 6-10 11-15 1-5 6-10 • VARIABLE IFL IF0 RZERO RDELT ISDY NPOLL(l) NPOLL(2) NPOLL( INLETS) DESCRIPTION SSWMM OUTPUT FILE LNKPRG OUTPUT FILE RECEIV START UP TIME (HRS) RECEIV QUANTITY TIME-STEP LENGTH (SEC) MUST BE A MULTIPLE OF SSWMM TIME STEP CONTROL VARIABLE TO NOTE SSWMM START-UP TIME BEGINS ON THE NEXT DAY AFTER RECEIV START-UP TIME. (0 IF SSWMM STARTS ON SAME DAY) # OF POLLUTANTS TO BE PASSED AS INPUT TO RECEIV FOR EACH INLET CARD 1 2 3 REPEAT CARDS 4 & 5 FOR EACH SOURCE INLET 1-5 6-10 11-15 1-5 6-10 11-15 * NPIN(I.K) K=1,NPOLL(I) 1=1, INLETS NPOT(I,K) POSITION OF POLLUTANTS IN THE SSWMM OUTPUT FILE THAT ARE TO BE PASSED TO RECEIV POSITION OF POLLUTANTS IN THE RECEIV INPUT ARRAY 4 5 -229- ------- LNKPRG INTERPRETER INPUT FORMAT 2A3 2A3 2A3 2A3 15 F5.0 COLUMNS 1-6 7-12 * . 61-66 1-5 6-10 VARIABLE PTLE(l) PTLE(2) PTLE(ll) NOPS TFIN DESCRIPTION POLLUTANT COLUMN HEADINGS FOR LNKPRG PRINTOUT NUMBER OF ADDITIONAL POINT SOURCES FINAL RECEIV II TIME AT END OF MODELING PERIOD - HRS REPEAT CARDS 8 AND 9 FOR EACH ADDITIONAL POINT SOURCES 15 F5.2 F8.0 10F80 1-5 6-10 11-18 1-8 9-16 . 72-80 NAPS FL0 APSP(l) APSP(2) APSP(3) t APSP(ll) ID NUMBER OF ADDITIONAL POINT SOURCES ADDITIONAL POINT SOURCE FLOW (CU M/SEC) (WITHDRAWAL IS NEGATIVE; DISCHARGE IS POSI- TIVE) ADDITIONAL :POINT SOURCE MASS LOADINGS (mg/SEC' IN RECEIV INPUT ARRAY SEQUENCE ADDITIONAL POINT SOURCE MASS LOADINGS (mg/SEC) IN RECEIVE INPUT ARRAY SEQUENCE CARD 6 7 8 9 -230- ------- SETUP DATA DECK 1 Ni U) h-1 Card Group A B C D Number of Cards 1 2 1 One card for each node which has one or more sources associated with it Card Column 1-2 1-80 1-5 6-15 16-20 1-5 6-55 Description Check for calling of SUBROUTINE SETUP = 1, do not call SETUP = 0, CALL SETUP If RUN = 1 on Card Group A, skip remaining groups River basin title cards Number of nodes with source inputs (Total=storm+Add- itional) Time of first source inputs with respect to model start time Number of times at which one or more sources change input values (# RAINFALL STEPS +2) Node number Number of each source associated with node (maximum of 10) Variable Name RUN TITLE MJSW TZERO NSTEPS ISW NS Format 2 + 20A4 15 F10.0 15 15 1015 Default Value 0 none none none none none 0 Units hours ------- QUANTITY DATA DECK 1 N3 UJ 1 Card Group 1 2 3 4 5 Number of Cards 1 2 2 1 Card Column 1-8 1-60 1-60 1-5 6-10 11-15 1-5 6-10 11-15 16-20 21-25 26-30 31-35 41-45 46-50 51-55 56-60 61-65 66-70 Description If hydraulic calculations are to carried out, enter "QUANTITY." If not, leave blank and omit remaining cards . Title for run Title for Basin Number of tidally forced junctions Number of dams = 0, print input channel and junction data = 1, skip printing Number of day cycles desired Number of hours/day cycle (>1 and <30) Length of quality timestep } . - , . -, . ^ .. 1 (QINT/DELT) < 12 Length of hydraulic timestep 1 ~ Initial time for start of hydrograph input from cards Number of nodes for time-history printout (2,<100) Variable Name ANAME (1) ANAME (2) ALPHA TITLE NTIDE NDAM ISWCH (2) NTCYC PERIOD QINT DELT TZERO NHPRT NQPRT EVAP WIND WDIR NQSWRT NJSW INRAIN Format 2A4 15A4 15A4 15 15 15 15 F5.0 F5.0 F5.0 F5.0 15 15 F5.0 F5.0 F5.0 15 15 15 Default Value blank blank blank 0 0 0 none none none none none none none 0 0 none none none none Units hours hours seconds hour mm/hr m/sec degrees from North ------- 1 N5 U> u> 1 QUANTITY DATA DECK Card Group 6 7 8 9 Number of Cards maximum=25 maximum=7 maximutn=7 Not implemented see text Card Column 1-10 11-20 21-30 31-40 1-10 11-20 * 1-7 8-10 11-17 18-20 Description If INRAIN = 0, SKIP CARD GROUP 6 (maximum number of points = 100, four per card) Rate of precipitation Time from model start time Etc., up to INRAIN points • • Node(s) selected for stage-history printout; NHPRT values 8 per card First node number Second node number * * Last node number Channels selected for flow print, NQPRT values, 8 per card Lower node number at end of first desired channel Higher node number at end of desired channel Lower node number at end of second desired channel Higher node number at end of second desired channel * • • • • • Lower node number at end of last desired channel Higher node number at end of last desired channel Variable Name RAIN(l) INTIMEd • • JPRT(l) JPRT(2) * JPRT (NHPRT) >CPRT(1) \CPRT(2) • • )cPRT j (NQPRT) Format F10.0 F10.0 F10.0 F10.0 110 110 • '• 110 110 110 • • • 110 Default Value none none none none none none * none none none * Units mm/hr min ------- QUANTITY DATA DECK Card Group 10 (Type A) 10 (Type B) 11 Number of Cards One card for tidally forced junction, each Group 10A card is followed by the Group 10B cards for the same tidally forced junction At least two cards for each tidally-forced node; these cards follow the correspond- ing tidally- forced note, if K0=0. If K0=l and NI=4,1 card. One card for each dam, i.e. , number of cards in Group 11 = NDAM Card Column 1-5 6-10 11-15 16-20 21-25 1-10 11-20 21-30 31-40 : ' 1-5 6-10 Description If NTIDE=0 on Card Group 4, skip Card Group 10 Node number of tidally-forced node If=l, will expand from tide points (HHW,LHW,LLW, HLW) for tidal coefficients Number of tidal stage data points for junction Maximum number of iterations for curve fit, usually 50 =0, skip tidal input print =1 print all tidal parameters IF NTIDE=0 on Card Group 10B NI pairs of values, 4 pairs/card, minimum of 7 pairs Time of tidal stage, first point Tidal stage, first point Time of tidal stage, second point Tidal stage, second point * * Time of tidal stage, last point Tidal stage, last point IF NDAM=0 on Card Group 4, skip Card Group 11 Node number of node immediately upstream of dam Node number of node immediately downstream of dam Variable Name JTIDE KO NI MAXIT NCHTID TT(1) YY(1) TT(2) YY(2) . TT(NI) YY(NI) JDAM(,1) JDAM(,2) Format 15 15 15 15 15 F10.0 F10.0 F10.0 F10.0 • F10.0 F10.0 15 15 Default Value none none none none * * none none none none j Units i hours meters hours meters » hours meters r ------- QUANTITY DATA DECK Card Group 11 (cont.) 1 10 LO 1 12 umber of Cards ne for each node 'maximum =10) Card Column 11-20 21-30 31-40 1-5 • 6-10 11-20 21-25 26-30 31-40 41-50 51-70 71-75 76-80 Description Weir Factor=XW, where: W = width of spillway for broad or narrow crested weir = 1 for V-notched weir X = 1.8299 for narrow crested X = 1.67 for broad crested X = 1.416 tan , where (J> = angle of notch Elevation of rest of weir, referenced to datum plane Exponent for Weir equation =1.5 for broad and narrow crested =2.5 for V-notched Node number Water surface elevation referenced to datum plane Surface area of node* Node constant flow into receiving waters Node constant flow out of receiving waters Depth of node bottom** Nodal Manning's coefficient (Include Manning's coefficient if program develops geometric data) (blank) X - coordinate Y - coordinate Variable Name DAM(,1) DAM(,2) DAM(,3) J H(J) AS(J) QIN(J) QOU(J) DEP(J) X(J) Y(J) Format F10.0 F10.0 F10.0 15 F5.0 F10.0 F5.0 F5.0 F10.0 F5.0 F5.0 Default Value none none none none none none none none none none none Units meters , meters meters sq. meters m^/sec m3/sec meters kilo- meters kilo- meters * Half of the surface area of the previous channel plus half of the surface area of succeeding channel Directed positive downward from datum plane ------- QUANTITY DATA DECK 1 to OJ ON 1 Card Group 13 14 15 16 17 18 Number of Cards 1 One for each channel (maximum = 10) 1 Not implemented see text Card Column 1-5 1-5 6-10 11-15 16-20 21-25 26-35 36-45 46-55 56-65 66-75 1-5 Description To terminate node cards, write 99999 User assigned channel number Node at upper end of channel Node at lower end of channel Blank, unless TRIAN is used to develop geometric data. Node which, with first two junctions, form an acute triangle. Program will develop channels and node characteristics Blank unless it is a number of a fourth node which lies between a pair of previous three junctions. Program will develop geometric data. Length of channel Width of Channel Average depth of channel (channel) Manning's coefficient, n Initial velocity To terminate channel cards, write 99999 Variable Name N NTEMP(l) NTEMP(2) NTEMP(4) ALEN WIDTH RAD COEF VEL Format 15 15 15 15 15 F10.0 F10.0 F10.0 F10.0 F10.0 15 Default Value none none none .018 none Units meters meters meters p./sec ** Directed positive downward from datum plane. ------- QUANTITY DATA DECK Card Group 19 20 21 22 Number of Cards 1 or 2 Repeat for each time- step 1 1 Card Column 1-5 6-10 1-10 11-20 21-30 1-10 1-8 Description If NJSW = 0 on Card Group 5, skip to Card Group 22 Nodes for storm water input, NJSW values (maximum=20) First nodes number for storm water input Second nodes number for storm water input Last nodes number for storm water input Time for hydrograph Flow for first node Flow for second node Flow for last node Terminate input hydrograph cards with TE(1) beyond expected time of analysis Enter "ENDQUANT" in field (End of QUANTITY Data Deck) Variable Name JSW(l) JSW(2) JSW(NJSW) TE(1) QEU.l) QE(1,2) QE (1,NJSW) Format 15 15 15 F10.0 F10.0 F10.0 F10.0 F10.0 2A4 Default Value none none none none none none none none none Units seconds m3/sec m3/sec m3/sec sec I N> U> •~J I ------- LO QO I Card Group 1 2 3 4 Type A QUALITY DATA DECK Number of Cards 1 1 ' 1 Card per constituent being modeled Card Column 9-15 6-10 21-25 46-50 1-5 6-10 11-15 16-20 21-25 26-30 1-16 17-20 Description Enter "QUALITY". Skip printing of maximum and minimum concentrations (=1) Tidally influenced receiving water (=1) Use only first daily cycle on input file (=1) Number of junctions with sources specified on card (max = 50) Daily cycle at which detailed quality information will begin printing. Number of cycles between printing of quality results Total number of daily cycles printed (maximum 50 cycles) Number of Daily Cycles Desired Print interval-days NPRT = 1 to Print Every Day Name of Constituent: SULFATES TOTAL FE MANGANESE ALUMINUM TDS TSS TEMPERATURE or terminator LAST CONSTITUENT (Blank) Variable Name ANAME (3) ANAME (4) ISWCH (2) ISWCH (5) ISWCH(IO) NJSW ITCPRT NQPRT LQCPRT NTC NPRT CONST Format 2A4 15 15 15 15 15 15 15 15 15 4A4 Default Value blank 0 1 0 0 none none none none none none Units ! i \| hours i - - days - ------- VD I r ' Card Group I 4 Type A (cont.) I i i t 4 Type B I lumber of Cards ] 1 Card per node per constituent set i Card Column 21-25 t 26-30 31-35 36-40 41-45 46-50 51-55 56-60 61-65 66-70 71-75 76-80 1-16 17-20 21-25 QUALITY DATA DECK Description Temperature Compensation coefficient (Theta) except for chlorophyll a: Time of sunrise (SUNRIS) Following data entries for Chlorophyll a only Time of sunset (SUNSET) Average daily maximum light intensity (AVGLIT) Saturation light intensity (SATLIT) Extinction coefficient (EXCOEF) Growth coefficient (GTCOEF) Rate of respiration (RRESP) Michaelis constant for nitrogen Michaelis constant for phosphorous Nitrogen ratio (AZINCH) Phosphorous ratio (PINCH) Oxygen ratio (02INCH) Name of constituent Node number Initial concentration Variable Name VAR(l) VAR(2) VAR(3) VAR(4) VAR(5) VAR(6) VAR(7) VAR(S) VAR(9) VAR(IO) VAR(ll) VAR(12) CONST VAR(l) Format F5.0 F5.0 F5.0 F5.0 F5.0 F5.0 F5.0 F5.0 F5.0 F5.0 F5.0 4A4 14 F5.0 Default Value 0 0 0 0 0 0 0 0 0 0 0 none 0 0 Units l/'C hours joule m2-day joule 1/m mg/1 mg/1 mg mg mg mg SS. - jng/1 1 °C ------- QUALITY DATA DECK Card Group 4 Type B (cont.) 5 6 Number of Cards 1 Card for each Channel when modeling oxygen 1 or 2, depending on number of nodes Card Column 26-30 31-35 36-40 41-45 1-4 5-10 11-15 16-25 26-35 36-45 1-5 6-10 * Description Background source concentration Reaction rate or Benthic demand (DO) or Grazing rate (chlorophyll a) . Concentration of ocean sink (tidally forced node only) Ocean exchange coefficient (XRQD) REAE- RATION Channel Number K coef. for reaeration computation K coef. for reaeration computation K coef. for reaeration computation Node number for 1st additional source node Node number for 2nd additional source node Node number for NJSW additional source node Variable Name VAR(2) VAR(3) VAR(4) VAR(5) ID ICHAN A B C JSW(l) JSW(2) JSW (NJSW) Format F5.0 F5.0 F5.0 F5.0 A4 6X 15 F10.0 F10.0 F10.0 15 15 15 Default Value 0 0 0 0 none 0 0 0 0 0 0 * 0 Units mg/1 106MPN 1 °C I/ day joule mz-day i - i ------- QUALITY DATA DECK Card Group 7 Number of Cards 1 set per time specified; set consists of 1-2 card(s) per constituent modeled Card Column 1-16 17-26 27-31 32-37 • • Description Constituent name Time Mass rate for 1st node Mass rate for 2nd node • • Mass rate for NJSW node Variable Name CONST ( ) TE( ) CD( ) CE( ) * • CE( ) Format 4A4 F10.0 F6.0 F6.0 • * F6.0 Default Value Blank 0 0 0 • • 0 Units s gm/s gm/s • * gm/s ------- APPENDIX D SSWMM - RECEIV II INPUT LISTINGS FOR MODEL RUNS'1,2,3, AND 4 -242- ------- MODEL RUN 1 - INITIAL RUN - STORM SEPT. 17, 1976 WARREN GENERATING STATION, WARREN, PA. * * * * // JOB SSWMK // DVC RES // LBL iLOKOlTRCLIB // LFD THCLIB // DVC 20 // LFD PRNTR // DVC 20 // LFD FORID3 // DVC 51 // VOL TMCUC1 // LBL 'WARREN STO»M 2 SSWHM INITIAL' // LFD FORT21 // EXEC SWIM.TftCLIB 21 DATA SET STORM 2, SEPTEMBER 17, 1976 WArtREK GENERATING STATION 1400745 900. 25. 337 358 3 S fc 40 n.o .05 .03 .C3 1 2 3 „ 5 6 7 8 • U D b .04 .05 .03 0.0 1 2 2 1 2 1 2 2 15 I o.u .003 1 .04 .05 .03 a.a a i i 0 i j i i C'.Ol 7 . 04 .11 ..'13 0.0 333. 1 2 488.0 * 275 .0 6 7 2 0 0.0 C.003 9 <* 3 . b VJ3.5 993.5 .04 .04 .11 .07 .05 .03 3.1 0.0 2.61 100. 1 .0 1 1.71 100. 2.53 100. 2!">. U.U6 21. 74 0.0 0.003 1.0 1.0 1.0 .04 .07 .03 :).a i .018 53.13 1 .137 1 .045 325. 2 .05 .05 .05 .07 .07 .03 .03 .03 .03 0.0 0.0 0.0 .137 .022 0.0 D.D 0.0 18.7 .3 18.7 «3 18.7 .3 0.0 0.0 0.0 3.4 b.5 3.«* b.5 3.«» 6.5 o.c o.o o.o o.o .0 j.c c>.c 0.3 o.a »c ,).i o.o luo.a 11 $ i> I 3. -243- ------- •'J . 0 u.u 130.J 1. i). J 0 . (J 1 . nous. L /* /L // FIK -244- ------- » * II II II II II II II II II II * < FIfv JOb DVC DVC DVC DVC LBL DVC LBL LNKPRG RES // LBL iLOKOlfRCLIB 20 // LFD PWNTF! 20 // LFD FJWT03 51 // VOL TWCUG1 STORM 2 SSWHM INITIAL* VOL IHCHCI STORM 2 LNKPRG INITIAL* // LFU TfiCLIB •WARREN 51 // •WARREN EXEC LNKPRG, TWCLI3 // LFD FORT21 // LFU FOR122 21 22 0.0 30. 1 666 234 11 1 2 234 11 1 2 234 11 1 2 SO1* TOT FE MN 5 72 463.661110232. 13J45. 206U. 5 -3.6 58211. 684. 108. 6 3.6 58211. 684. IQfi. 7-17.9 289443. ?400. 537. 8 17.9 2«9<4*3. 3-400. 337. 3 5 7 _ 5 3 6 7 6 7 6 7 7 10 7 in 7 10 AL TDS TSS 66660. 3600. 3600. 17900. 17903. 7222882. 797126. 378712. «»1795. 378712. 41795. 1883041. 207815. 1883041. 207815. FIN -245- ------- * X // // // // // // // // // // // // // // // // // // // II * * JOE OrfC DVC DVC DVC L3L DVC LBL DVC LBL DVC LBL DVC LBL DVC LBL nvc LBL EXEC UUAN RES / if) / / 20 // 51 // •WARREN 51 // •WARREN 51 // SLSCRAT 51 // 'UARREN 51 // SLSChAT 51 // SLSCRAT 51 // SLSCRAT / LbL iLOKOl LFD P^N TK LFD FJRfCJ VOL T«iCOGl STORM 2 LNK VOL TWCDCl STORM 2 SET VOL TRCJC1 2 // LFD F VOL TtfCQOl STORM 2 QUA VOL TWCUD1 1 // LFD F VOL TRCUC1 TRCLIB // PRG INITIAL' UPf // LFD ORT21 N» // LFO URT26 7 // LFD FORT27 VOL TrtCUGl <> // LFD F ORT2d QUAN.TRCLIB LFO TkCLIb // LFU FORT21 FORT23 FORT25 li DATA SLT STORM 2, SEP1EMHEK 17, 1976 WARREhi GENERATING STATION STORM CONTAINS 1J RAINFALL STEPS 1 O.J 12 1 1 1125 5 3 h 7 9 8 OUANTI TVQUALIT i DATA SET STORM 2, SEPTFMBER 17,1976 WARDEN GENERATING STATION ALL LOADINGS TREATED AS FINITE SOURCES 'liASIN CONTAINS 3 SUBCA TCHM EN TS ,2 PIPES,AND 3 INLETS TOTAL AREA - fa.PS AC^ES 0 1 J 3 21. .1 30. o.a 10 a o.o o.o o.o i o o 1231567 9 10 i 2 ? 3 31 45 56 67 78 9 1L 265.01 0.0 1.5 1 5.13 134072. -1.89 .033 2 2.69 111616. -1.59 .033 3 2.6«? 29350. -1.51 .033 1 2.69 23181. -1.17 .033 5 2.69 39073. -1.17 .033 6 2.69 68611. -1.17 .033 1 2.69 7591B. -1.17 .L33 8 2.69 3G2C3. -.80 .U33 9 1.17 17265. .033 10 U.25 <4?26:>. +.79 .033 9'. 9 9 9 1 1 2 1331. 133. -1.71 .033 .33 ------- b 6 7 460. IB?. -1.17 .033 .33 778 383. 172. -.98 .033 .33 8 B 9 (.90. 137. -.HO .033 .33 99999 ENDQUANT /* II II FIN -247- ------- // // * * -» JOb UTLNPS DVC HES // LBL iLOKJlTfiCLIB nVC 20 // LFD PrfNTR // LFO TKCLIB DVC DVC LBL DVC LBL DVC LBL DVC LBL ovc LBL EXEC 0 23 // LFD FJWTC3 51 // VOL TRC001 •rfARREN STORM 2 SETUP' [>1 // VOL T4CU01 •WARRCN STORK 2 GUAN* 51 // VOL TrtCOOl SLSCRAT«4 // LfD FORT26 51 // VOL TrfCOOl SLSCRAT7 // LFD FORT27 51 // VOL TKC001 SLSCPAT8 // LFD FORT28 UTLNPS, // LFD FORT23 // LFO FORT25 QUALITY U 20 1 SULFATES SULFA1ES SULFATtS SULFATES SULFATES SULFATLS SULFATES SULFATES SULFATES SULFATES SULFATES TOTAL FE TOTAL TCTAL TOTAL TOTAL TOTAL TOTAL TOTAL TOTAL TCTAL TOTAL MANGAKiLSE MANGANESE FE FE FE KE. Ft FE Ft FE TL FE 14NC 'UNGANitSE ALU^1 I MUM ALUMINUM ALUMINUM 0 se. 3 i 1.0 O.Q 0.0 O.C O.Q 112.DO 212.CO 312.00 512. 612. 712. 812. 91 2. 1U12. 1 "3 i 3 n f 6 7 8 9 1C 1 2 3 U c, (»• fc 7 6 9 lu 1 2 1 G. 0. 0. 3. G. a. u. u. 0. 0. I 0. u. Li. U. u. G. a. a. Li. a. i . i . 00 00 00 00 00 11 .a 15 15 15 1 5 15 15 15 15 15 15 .0 03 03 03 03 C3 03 03 03 03 03 01 DO 0 c.o 0.0 O.Q 0.0 0.0 0.0 o.o a.j O.Q a.u o.o o.o o.o o.o o.o o.o o. 0.0 0.0 0.0 0.0 U.O U.O 0.0 O.Q 0.0 0.0 0, 0.0 '.),0 0.0 0.0 O.P 3.0 0.0 0.0 0.0 0.0 0 -248- ------- ALUMINUM ALUMINUM ALUMINUM ALUMINUM ALUMINUM ALUMINUM ALUMINUM ALUMINUM TDS TDS IDS TbS TDS TDS TCS TDS IDS TDS TtS TSS TSS TSS ISS TSS ISS ISS ISS ISS TSS TSS TEMPERATURE TEMPERATURE TEMPERATURE TEMPERATURE TEMPERATURE TEMPERATURE TEMPERATURE TEMPERATURE TEMPERATURC TEMPERATURE TEMPERATURE LAST CONSTITUENT /t 1 V /c // FIKi 3 1 .00 i* 1..DO s i.on t i.on 7 l.DU 8 l.Uil 9 i.oa 10 l.CO i.n i loo. a 2iao.n 310IJ.O MlUO.J 51GU.O biau.o Tiau.a Bioa. a 9iua.-} loioo.a i. a 1 7.00 2 7.00 3 7.00 t 7. 0(1 b 7.00 6 7 . C 3 7 7.03 e 7.00 9 7. OH 10 7.0-3 1 2i, . 2 2C. 3 20. 4 20. S 20. b 2t. 7 20. fc 20. 9 20. 1C 20. O.L a.;j o.o o.a o.n o.o o.u o.o o.o o.o o.o .0 o.a O.D o.u o.o u.o o.o o.o o.o o.o o.a -249- ------- MODEL RUN 2 - CALIBRATION RUN - STORM SEPT. 17, 1976 WARREN GENERATING STATION, WARREN, PA. * * * * // JOB SSWMM // DVC kES // LBL S>LOK01TRCLIH // LFD TWLLIB // DVC 20 // LFD PRNTR // DVC 20 // LFD F)RTC:'. // OVC 51 // VOL T^CDCJl // LUL 'WARREN STORM 2 SSWMM CALIBRATION 2« // L>'D FORT21 // EXEC SWiM,TRCLIK /i 21 WA9RCN GENERATING STATION, WARRLNI, PA., STUhM 2 - SEPTEMBER IT, 1976 14CU74b 9LiD. 25. 337 3 5 d 358 40 8 1 •!UQ .^ .0<« .04 .D'» .Q<< .P'4 •Ob .05 . C 3 .03 .03 0.0 1 1 2 2 3 2 4 1 5 J 6 1 / 2 8 2 .Cli 1 U.O Q . (j U.UD3 U . ,, U.P 1 . 1 i 6 1; -> 5 t .Oh . .1)3 . 0.0 C 0 33 1 1 n 43K I 0 275 1 1 0.013 T 0 G.O V93 993 0 "j 11 03 .0 B. 1 2 .0 4 .0 6 7 r> LJ .0 03 .5 .5 — t • C> .I- .11 .07 .07 .07 .07 .03 .03 .03 .03 .03 U.O G.O U.O 0.0 0.0 1 2.M ion. .018 l.C J5.J.13 .13? 1 l.M iOU. .137 1 2.53 ICO. ,U41i 2b. 32 5. .022 O.DU1 u 21.74 ( ! . 0 C . D 0 .003 i.n iH.7 1 .0 18 .7 1.0 .ib.7 Li . 3 0.0 U.O 0.0 u.-l U.U 1UU.O -250- .03 .03 0.0 .0 o.n .3 .3 .3 0.0 o.u 0.0 0.0 4.6 O.D 3.4 3.4 6.5 'fa. 5 6.5 .0 .Q ------- 0 /* /(, // FIN n.u o.o 1. !'..') u.U 1. 1U U. U lou.a -251- ------- » 4 V * // JOB LNKMRI, // DVC RUS // LOL i.L.)K )1 fRCLlB // LFD TCLIB // DVC 2'J // LTD PiONfR // DVC 20 /./ LTD Fort !G3 // DVC bl // VOL T^CJOl // LBL «WA:?WrN STOtiM 2 SSWHM CALiBWAFlON 2» // LFD FORT21 // DVC 51 // VOL TWC001 // LBL 'WAPPEN S10KM 2 LWKPPL // LFP FOKT?2 // EXEC LNKPWG,1WCLIB /S 2J 22 D.O 30. 1 666 ? 3 t 5 6 7 111^3710 i1 J '+ S h 7 I I . 1 ..' 3 7 A 0 234567 1 1 1 ..' 3 7 10 SOU TOT FEHN 4L TDSTSS 5 72 •468. 66 lilt) 232. 13'J«15. 2Q6U. fa'tObH. 7222882,, 797126. 5 -3.6 58211. 6bMc 10^. 3bOO. 378712e <«1795. 6 3.6 58211, 681. 1C?;1. 3600. 376712. 41795. 7-17.9 2894U3. 3MDU. !>37. 17900. 1883011. 20781fj. 8 17.V 2894UJ. 3"UO. 537. 1790U. . 1883a« ------- * * * // JOB // DVC // ovc // DVC // DVC // LBL // DVC // LBL // DVC // LUL // DVC // LUL // DVC // LBL // DVC // LBL // DVC // LBL // EXE t- QUAN RES / 2il // 20 // 51 // •WARREN 51 // •WARREN 51 // SLSCRAT 51 // •WARREN 51 // SLSCRAT 51 // SLSCRAT 51 // SLSCRAT C UUAN.T / LBL iLOKOI TRCLIB // LFD TRCLIU LFD PWNTK LFD FORTU3 VOL TRCJ01 STORM 2 L"4KPRG» // LFD FORT21 VOL TwCOOl STORM 2 SFTUP' // LfO FOHT23 VOL IRCODl 2 // LfD FORr2«« VOL TRCUCl STORh 2 OUAN* // LFD FORT25 VOL TRCUCI1 4 // LFD FORT2* VOL T^CUOl 7 // LFD FOR f27 VOL TrfCUOl 8 // LFD FORT28 RCLIB 0 DATA SET STORM STORM CONTAINS •4 n.a 1 <4 •4 1 2 j 3 fa 9 8 CUftNTITYUUALITY DATA SET STORM ALL LOADINGS T« RASIKi CONTAINS TOTAL AKEA : 6. 2, SEPTEMBER 17, 1976 40 RAINFALL STEPS I 42 5 7 fc GENERATING STATION 3 17,1976 WARREN GENERATING STATION I TED AS FINITE SOURCFS SURCATCHKENTS,2 PIPES,AND 3 INLETS > ACRES 3 1 ». 1 9 2 0 , 1 U.O 10 3 9 1 2 3 M 5 h 7 v i (j 10 !j. 13 2.69 2.69 2. 6 9 2.69 2.69 2.69 2.69 l.<47 U.2t> 10 3 0.0 L..U 0.0 5 U.O 0 7 29550. 2 3 1 8 1 . 59078. H0203. M7265. 47265. -1 -1 -1 -1 -1 5 .5 ------- & 6 7 <4c,n. 187. -1.17 .033 7 7 d 3115. 172, -.98 .033 6 6 s> 6VO. 1 J7. -,«U) 99999 EMOOUAiU /* /t // FIN -254- ------- II // // JOfa DVC DVC DVC DVC L13L DVC LBL DVC LliL DVC LBL DVC LBL ' EXE 0 // I.FU LFD FORT23 UTLNPS KtS // LBL 'iLIKOl TRCL1R 2 a // LFD PrtNTR 20 // LFC FJRTljS 51 // VOL TrtCtlOl •WARREN STOUM 2 SCTIIP' // 51 // VJL Tt-'CUO! •WARREN STORM 2 QUAN» // LFD FOKT25 51 // VOL TrtCUOl SLSCRATH // LFD FORT26 51 // VOL TRCiJOl SLSCRAT7 // LFD FORT27 si // VOL T«caoi SLSCRAT8 // LFD FORr2« C UTLNPS,TRCL13 QUALITY 0 1 20 SULf SULFATtS SULFATtS SULFATLS SULFATtS SULFATLS SULFATtS SULFATES SULFATLS SULFATtS SILFATtS TOT4L FE TOTAL IOIAL TOTAL TOTAL TOTAL TOTAL 1C! A L TOTAL JOTH TOTftL FL FE FL FE FE ft FE ^ E ft FE 36 5 1.1 112.0 J 212.00 312.01! «»12.00 512.0(1 612.UCI 712.0U 812.on 912.mi 1 2 3 4 5 6 7 6 9 10 1 2 3 \i 'i " s 5 !i :i ';, !» 0 < jt 3 .03 • . . . • . 1 » * u D 0 u C 0 f C 0 5 } J i J J n il ] i Q.O o.o u.a o.o J.Q o.o o.o o.o o.o o.o O.D U.U Q.O 0.0 0.0 U.LJ 0.0 0.0 0.0 0.0 0.0 o.o n.o o.o u.o o.o u.o o.o o.a o.o o.o o.o u.o J.o a O.il U.O 0.0 0.0 0.0 0.0 0.0 0.0 -255- ------- ALUMINUM ALUMINUM ALUMINUM ALUMINUM ALUMINUM ALUMINUM ALUMINUM ALUM[NJh TbS TUS ros TDS TDS TDS TDS TUS TOS TUS TDS TSS TSS TSS TSS TSS TSS rss TSS rss FSS TSS Tt '1PLK •UUC?£ TF MPERATURE UMPERATURC TLMPL'R A TURF. TEMPLR ATUPF. LMPFPATUK't L6ST X* XL XX f 3 1 .C<) » I.U.I 5 l.C:> t l.DM 7 1 ,U!J b i -ua 9 l.U'l 1C l.UU 1 .1) nuu.o 2100.!) 3100.iJ 510.J.1) 610LJ. ) 71U ".'I 61UJ.J 9 I Oil. l.) 1 01 U U . !1 l.i 1 7.U) 2 7,'JD 3 7.0'J «» 7 . G 1 5 7. CD 6 7.0'J 7 7.01 6 7. OH 9 7.0'J 10 7.0 > 1 2 3 6 7 e 9 10 JO. /c. -•Hi. 20. JO. .-'0. 2H. 20. D.D j.n o.o o.o o.n i.n o.o u.n Q.Q o.n o.o 0.0 J.J 0.U L'.n j.'j o.o a. a o.o o.a o.u -256- ------- MODEL RUN 3 - VERIFICATION RUN - STORM AUGUST 26, 1976 WARREN GENERATING STATION, WARREN, PA * * -t // JOB bSWMH // TVC kZS // LBL iLOKu I T i?C'.I 3 // LFD T^CLl'i // DVC 2J U LKu P^NTR // nvc 20 // LFP F.)Rrc« // DtfC bl // VOL T^CJUl // LBL '-jARRtN SCOKM 1 SSW-1M CALIBRATION »5« // LFQ F04T2.1 // EXEC S* iM,T KLI 3 /i 21 JAPM..N oi; NCR AT [NT STAT tO -I, tl!)?h 1 ?r. lu iL 3 Qu . 2^.337 3 S 8 3 5 :.i 2'-J h 1 ' ' ' . rJ . 16 . 1 o .16 .1 f> 1. U . :). C . -J. 9. ). D. J.C U. 1 .11.0 :).J U.L J.'J J.O I 1 i] 1 • 33d . i .61 iOU. . )1-VJ 2211 1 .u 155.13 .1 «? i 2 1 2 4 1 .1 1 4 3 fi . L I . M i J J. .137 52 I •* t> 1 J I • 2rcj .D 2.s ". LOU. .•)':. 7 7 it ?i. 525. .J22 8 2 1 7 .Lib 0.013 U.D)1 O.U 0.0 0.0 <4 ,f> 1 ,1 , :J ? L 1 I . 'i 1 (.'.;.) !J.."J l . n 13,7 1 . il i ti . 7 1.0 18 . / U.I? .3 .3 .3 n.u 3.» 3.M 3. a 6.5 6.5 6.5 (li n.-j o.o c.c o.o .u P :-,..-'- 0,0 Q«P L'.fj .U 1% tff ~ ™ ' i • .1.1 J . u i u J . '.I i. -257- ------- ;j.i a. a loo.a i. 110055. P /* /I II F IN // JOB L^KPRG // DVC M£S // LBL iLOKJl TRCLIB // LFJ T&CLI9 // DVC 2J // LFO MNTR // PVC 20 // LFD F3RTC3 // DVC 51 // VOL T.JCOQ1 // LBL 'WARREN STORM 1 SSWMM CALIBRATION «5' // LFD FORT21 // DVC 51 II VOL T3CUU1 // L8L 'WARREN STO&M 1 LNKPRG CALIBRATION 5* // LFO FORT22 // EXEC LNKPRG,T?CL1 ) ? 1 3.0 f) I 1 1 2 1 1 2 \ \ *! ') 14 M6 11 79 '5 J2 u 12 7- M .' 1 8 Ml /-. n. // r ;N ?2 30. 1 6 6 ? i\| r 1 2 3 3 -f 5 1 2 3 345 1 2 3 ror FE /IN •i.oo 856377. .?. 20S 1. -3.6 4^?23. a . : o h . 36 '44921. :> . 1 G J . 17.9 2233V?. 7. 5?7. i7.9 223 Jv;?. 7 . b ? 7 . ' 7 ' 10 »> 7 7 ID 'j 7 7 1C AL TOS TSS 784,1570. 530742. M2!00. 27S28. 112^00* 27828. 179DU. 20««9550. 138367. 1790U. 20»«y55a. 138367. -258- ------- * * > ' JUt C.JAN { nvc K.:S // .NL ,>La* n r~ :L i-i // t_f j ih:m> / "' ^C 2 •] // ;. ,-'j >•'•?•, TK / L-VL 2 ) // L -J F )K Jl J / Di/C :>l // v:)L T-tCULl / LiiL l // V3L T JCJL1 / L1L •WARRCN S fO }f> 1 ST.TJP CULlEUAflON 5" // LFD I '/ PtfC bl // VOL HC'JCl '/ L 5L SLSCRAT2 // LFD FOPT24 If CtfC bl // V )L T JC.JCl f/ LUL JA^«CN STO^M 1 QUA'4 CALl'iW AT 1.0 "J j« // LFO H( ^/ OVC bl // VOL TJCilUl ^/ LBL bLSCRAT4 // L!: 0 F0^r?3 // CVC 51 // VOL T ?C,)L i // LbL SUS::»AT7 // Lfu F ")R T2 1 II fVC il // V)L T C Jo I // L3L SLSCRAT3 // LFO f 1^ T 2 J // EKtC 3LUN,T' n StT S rOi?M If AU-iU-jf 2..>, 1 J7o WAS^LN GE".NCf2 1 t 1 2 !> 5357 9 8 3U4NFI fY J'JAL ITY tAFA SET SfO«r It AUiJST ALL L04Li[N'JS T^flTri' AS iitiiN CoJTAlUS 3 SJf-.ArC FOT4L ARcA : b.65 At^Li 0 1 3 5 J 4 . .1 3 C . 0 . 1 2 9 11? 12 23 V 1 :j 2 1 i . M 1 1 5. 13 1 S<+ 172. 2 2. j9 1 1 ISM 6. ? 2.oV ?5?3cjr}. 2.->v -.'313'-«. i 2.b9 39.J76. ij ,>.#jy 'iSSM1. f 2.'i9 ^-JUd. ' ..'.!j"r 1H.Z03. / :. «7 < 7 ..'6 5. •" >'•/ y ' 1 ^ 4L j < ,t > i -:v 2x>t li>73 WAQKJM bF.NEK ATING S1AT10M f"I M TE" SOU^C sIS HM '^rS,2 PlH^ISfA^D 3 I ML ITS 3 10 « 0 » J L, . C J . !l 1 0 0 3^567 3«* 4b 56 6? 78 b.C 1 .5 -I. '39 .033 -1.59 .U33 -1.54 .C53 -1.17 .053 - !. . 1 7 . u J 3 -1.17 .055 -1.17 . U ,5 3 - . i r ! . 0 J 3 UJ3 iJi><». 135. -1.7M .033 3'D. Ufc. -1.56 .033 1,1. 121. -1.36 . ------- 6 fe ? '460. 187. -1.17 .033 .33 778 3-J3. 172. -.98 .033 .33 889 6?0. 137. -.40 .033 .33 99999 ENDQUANT / /C // FIN -260- ------- * * * V II JOb UiLNPS // PVC UPS /> LhL iLUK.ll TKCL iy // I.H) TKCLlt» // OVC 24 II L^U MM IK // OVC 2J // LTD F )>? fU 5 // DVC 51 // VOL TrfCOUl // LOL •WARKEN STORM 1 SCTUP CALIBRATION 5* // LFD FORT23 // DVC bl // VOL TWCQLl // LSiL 'WArfRtN STORM 1 CDAM CALIBRATION :> • // LFD FOKT25 // CVC 51 // VOL TUC'JOl // LOL SLSCRAT^ // LFD roKT2j // OVC hi // VHL TUCnOl // L6L SLSCRAT? // LTD FORT2/ // nVC bl // VOL THCQU1 // LHL SL SCR AT 8 // LTD FORT2H // EXEC UTLNPS, I'-^CLla /t QUALITY 0 '} 0 Q 1 21 3t> \ 1 SULFATLS l.J 0.0 0.5'1 0.0 0 . .1 C.O il.J 0.0 U.O D.O 0.0 D.O bULFATtb 112.0) SL'LFATtS 212.CJ SULFATLS 312. LJ Tt-.S 512. C^l SliLFATCS 612.0) bULFATtb 712.0) SULFATES »r:i2.Cl c.ULFATr:$ 912.LJ SULFATCS H-i2.'ji i; TOTAL FL l.J 0.0 ).J 0 .Li J.J 0.0 J.O D.U O.U 0.0 0.0 O.Q I u T A L r f 1 Q . 1 5 I u T M.. F L 2 u . 1 5 Ii. T«L KL 3 0.1 'i ro'T;L TL ^^ti.lS r i- T ft L f L b U . 1 5 U' T t L r L fc J . 1 5 f',;TAL FL 7 L. 15 ;U-TAL Ft B L.I '3 ' L T £ L F E. S C . 1 5 '".; ?^L FE 1C 0.15 i.'-VC f^NLbl i.O n.O '3.3 0 .C 0.0 U.O 3.0 0.0 O.'J D.O 0.0 D.O i i 4 (.. A >. il S r 2 - k) r A f , L s -: z - '•( i?. ,. ic. i -' .•' sM'Sr. 5 ^v<:' ^f. tb-: 6 •• M r,i N : s :: ? '-1 ' ' ?, - •: 'I : ' fc --.•:• A i.,.. s: 9 ' •-'" 4' ... ; :' H' i. ;.'-- '„'•:>" l i- !., j'- i L .''• i' >'. ? J . C 3 Q.G3 ;.i . L ? 3 . C ? L.L3 w .C ? u . r 3 G . L 5 J . li' 3 1. ') 1 . u > i . L ') o.o n.T c.o a.o o.o a.o u.o o.o o.o -261- ------- ALUMINUM ALUMINUM ALUMINUM ALUMINUM ALUMINUM ALUMINUM ALUMINUM ALUMINUM TC S TUS TDS TUS TLS TJS TDS TPS TDS TDS TDS TSS TSS 1SS TSS TSS TSS rss TSS TSS rss TSS TEMPCRATUSF Tf. MPERATJRC 3 1.0'3 <4 I.C.I 5 1 .00 6 1.03 7 1.00 9 1.0'J 10 1.0,1 i.a 1 lOO.i) mou.o SiOO.J 810D.fl IQltn.'J i.a 1 7.01) 2 7.0 ) 3 7.0'J » 7.0Q 5 7.0r1 6 7.DJ 7 7.00 8 7.0) 9 7.f3:l 1C 7.0'1 I 2 20. ?D. C.O ,1.J D.O 0.0 0.0 1.1 0.0 0.0 0.0 0.0 0.0 ii. n .i.n o.o o.n o.o o.o u.o o.o o.o o.o TL-iPLf? ATUKi TL -IPC^AT JWC T: MPtK Al'Jn - L-ST CONST fl 5 6 7 6 9 1C 20. 2C. ,2C. n, // -262- ------- MODEL RUN 4 - STORM OCT. 20, 1976 PORTLAND GENERATING STATION, PORTLAND, PA * * * // JOB SSWMK // DrfC 20 // LFD PJ^NTK // DtfC 2'J // LFO FJHT03 // C5VC hES // LiJL iLOKJl TKCLUJ // LFU TKCLlti // PVC 51 // VOL T.iCOUl // LOL 'PORTLAND SSwlM* // LFQ FOT21 // EXEC S'wIM,TMCLIb 21 LLNERATING STATION,P03TLANI,PA.,S1G«M 1-OC10BER 20,1976 2S. 2 2 7 211 211 65 !, . P 0 C .09 C.12 0.12 C.12 D.I 2 b.OO 1 2 3 S 6 7 9 33 1 i .L W I, 11 J. 1L U.0> U. 12 U. 12 J.12 U.12 J.IJG 1 J 2 1 4, 2 i "5 4. i U « i.' 1 G . i a G.C9 0.12 U.12 0.12 0.12 O.OJ a i 0 1 0 1 2 0 1 1 7 99 ?.'> v v 7 . ^ /V 7. '< J. lu '1.16 0. 12 a . 1 2 0.12 0.12 j.un an « . i 122U. 3 6 9 8 . b 1 520. t 7 1C t . >, •^ . ».) . JJu 5 Q.M 0.16 0 . 1 '.'. U. 12 3.12 .J.12 u . U 0 13.5, 1 7.»43 I. 11 .93 1. 6 3 lu.23 1. 5 i. H i.ll 1 . i 1 1.11 J.H5 J.J5J 0.12 U.12 !).!? 0.12 U . 1 2 0.12 0.12 0.12 U.LJ3 O.CU 1 fU. .Ci> 1 3,33 .OGd 75 317 1 101. .102 .L 223 iOU. .05 7C, -4a2 .0 -452 .P'Jl 1 . 00 H . L; DLH3 . C J 4 .Glfc .Jib .016 J.05 U.OIj 0.09 0. 12 iJ. 12 0.12 U. 12 0.12 0.12 0. 12 0.12 0.12 0.12 0.12 0.12 0. GO O.D'J O.'IQ .J1C 7 .U169 . J09t . 0 1 0 . Ou96 .18M J.OD u . a u . ? .ouu .OU3 .UO 3 .OU3 0. .t is . f 1 5 • ni5 0.52 O.OM115 U.fi 1.61 2.09 2.U9 2.09 -263- ------- L.L 0.0 1. D.C U.D O.C U.O 0.0 0 .D 0.0 U.O 0.0 0.0 100.0 0 .0 0.0 0.0 0.0 1. 761129. 100. 0 100.0 J.I 0.0 1. 518361. 0.0 J.O 100.0 1. 115619. 0 / /£ // FIN JOB LNKPRS DVC RES // LBL ILOK'Jl TKCL IB PVC 20 // LFD P.JNFR DVC 20 // LFD FJRT03 DVC 51 // VOL TRCI301 LBL 'PORTLAND SSWMM* DVC 51 // VOL TRC001 FXT SQ,C,l,CYL,l LBL 'PORTLAND LNKPRG.' EXEC LNKPRG,1»CL1B // LF!) TRCLIb // LFD FORT21 // LFD FORT22 /'I ?1 n.o 6 2 1 1 -> 1 1 22 30. 6 J 1 7 j I 6 7 7 10 7 ID MN Sf)1 TOT FE 3 12 32V7.21311130. AL 1 -6. 90.?9'J. / /1. 5 o.U 9C29J. FIN 297360. b!80 616U. TDS TSS 200569321751787. 116810. 98818. 116810. 98818. -264- ------- II JOfc tJCM // r VC kES // L VC SI // VOL T.) , 1 9 76 ,POK TL AND GLUEHATING STATION ALL LOADINGS TREATED AS FINITE SJUKCLS BASIN CONTAINS «* S UB CA 1C >W LN I S f 3 PlKtSiANO 2 INLETS T( TAL AKEA - 52.97 ACWLS 0 1 0 3 Z<». . 1 JO. »).J 7 S 3.3 C.C 0.0 1 0 0 1231567 •12 3 O.I 1.5 I 3.33 93361. -3. 31 .053 2 3.05 92S322. -2.37 .033 3 3.05 7^?22. -3.>0«» .L33 4 B..J5 IJL'^^J. -3.71 .033 S u.MM 17263B. -3.2fc .033 6 5.95 71779. • Li .U .U 53 7 <4.b9 71770. -.48 .033 9 I ] 2 <4!J2.<4'4 253.23 -?.8<4 .033 .2 2 Z i t»02.U4 22<4.U9 -2.71 .033 .2 3 3 '4 241. ') 6 2ib.i3 -3.38 .033 .? H H 5 9bb.Bij 2J8.feb -3.U9 .033 '• 2 i t b atJ^.tiB 1/6. 3b -1.63 .U33 .2 9 " 9 // f I'- -265- ------- // LFD FORT23 JOb UTLNPS DVC RES // LBL iLOKOl TRCL 13 DVC 20 // LFD PtfNTR DVC 20 // LFO FORTU3 DVC 51 // VOL TRC001 LBL fPORTLAND SETUP DVC 51 // VOL TRC301 LBL 'PORTLAND QUAN* // LFD FORT25 DVC 51 // VOL TtfCOOl LBL SLSCRAT<4 // LFD FORT26 DVC 51 // VOL TRC001 LBL SLSCRAT7 // LFD FORT27 DVC 51 // VOL TKCDOl LBL SLSCRAT8 // LTD FORT28 EXEC UTLNPS,TRCLlil // LFD TRCLIB /I 0 SULFATES SULFATES SULFATES SULFATES SULFATLS SULFATES SULFATLS SULFATES TOTAL FL TOTAL TOTAL TOTAL T C T A L TOTAL TC TAL TOTAL QUALITY D 1 20 FE FE FE FE FE FE FL WfiNbANL'SE HA NTiANtSC HAN6ANESE IfiNP ANESC •UMGANLSC •1ANGANESE INJK il I NUM 3b 0 3 214.00 5l«* .00 614 -00 7m. 03 1.0 .50 .50 .50 .50 .50 .50 .50 1 2 1 2 3 «* 5 6 7 1 •> A, 3 14 5 C 7 1 — -. t .05 • OS .05 .OS .05 .C5 .C5 1.0 0.5 U.5 0.5 J.5 O.b J.5 n.s i. J 65. b5. 1 0.0 j.o o.o o.o o.o o.o o.o o.o o.o a.a o.a a.a o.o o.o o.a c.o a.a o.o o.o o.a o.o o.o o.o o.a o.o o.o o.o o.o o.o a.a o.o o.o o.o 0.0 3.0 0.0 0.0 0.0 U.Q 0.0 0.0 0.0 0.0 0.0 n.n j.o o.o o.a o.o a.a o.o o.o o.o o.o o.o -266- ------- ins n (>i. TLS 5 b5. TOS t. f,5. TPS 7 65. 1SS 1«J l-»0 J»0 0.0 T.J u.O 0.0 U.O 0.0 0.0 3.0 0.0 TSS 1 15. TSS 2 15. TSS i 15. TSS ------- TECHNICAL REPORT DATA (1'leosc read Instructions on the reverse before completing) 1. REPORT NO. EPA-600/2-77-199 2. 4. TITLE AND SUBTITLE Sampling and Modeling of Non-Point Sources at a Coal-Fired Utility 3. RECIPIENT'S ACCESSION NO. 5. REPORT DATE September 1977 6. PERFORMING ORGANIZATION CODE 7. AUTHOR(S) Gordon T. Brookman 8. PERFORMING ORGANIZATION REPORT NO. 9. PERFORMING ORGANIZATION NAME AND ADDRESS 10. PROGRAM ELEMENT NO. TRC--The Research Corporation of New England 125 Silas Deane Highway Wethersfield, Connecticut 06109 1NE624 11. CONTRACT/GRANT NO. 68-02-2133, Task 2 12. SPONSORING AGENCY NAME AND ADDRESS EPA, Office of Research and Development Industrial Environmental Research Laboratory Research Triangle Park, NC 27711 13. TYPE OF REPORT AND PERIOD COVERED Task Final: 1/76-5/77 14. SPONSORING AGENCY CODE EPA/600/13 15.SUPPLEMENTARY NOTES jERL-RTP project officer for this report is D. Bruce Harris, Mail Drop 62, 919/541-2557. 16. ABSTRACT repor(. gjves results of a measurement and modeling program for non- point sources (NPS) from two coal-fired utility plants, and the impact of NPS on receiving waters. The field measurement survey, performed at two utility plants in Pennsylvania, included measurement of overland runoff from NPS and river sampling upstream and downstream of each plant site. NPS sampled were storm water runoff and leachate from coal storage piles and runoff from impervious areas such as par- king lots and roofs which were covered with dust fallout from coal and ash handling operations. A mathematical model was developed to simulate both the quantity and quality of industrial NPS pollution and its impact on receiving waters. Field data indicated that NPS pollution from utilities had little impact on the two rivers , com- pared to the impact from sources upstream of each site. Modeled results compared to field measurements within a factor of 4 for both the quantity and quality of storm water runoff and its impact on the quality of the receiving waters. Field survey results indicate that, for a cost-effective program, sampling must be supplemented with modeling (the modeling results indicate that the developed model can be used with a minimum of field data to successfully simulate industrial NPS pollution and its impact on receiving waters for the utility industry). 7. KEY WORDS AND DOCUMENT ANALYSIS DESCRIPTORS Pollution Utilities Combustion Coal Coal Handling Measurement Mathematical Models Runoff Stream Pollution Coal Storage Leaching Dust b.lDENTIFIERS/OPEN ENDED TERMS Pollution Control Stationary Sources Non-Point Sources c. COSATI Field/Group 13B 2 IB 2 ID 15E 14B 12A 08H 081 07D,07A 11G 3. DISTRIBUTION STATEMENT Unlimited 19. SECURITY CLASS (This Report) Unclassified 21. NO. OF PAGES 275 20. SECURITY CLASS (Thispage) Unclassified 22. PRICE EPA Form 2220-1 (9-73) -268- -------


EPA-600/2-77-199
September 1977
Environmental Protection Technology Series
                     SAMPLING AND MODELING
                       OF  NON-POINT SOURCES
                     AT A COAL-FIRED  UTILITY

                                      W
                          UJ
                          O
                             Industrial Environmental Research Laboratory
                                  Office of Research and Development
                                 U.S. Environmental Protection Agency
                             Research Triangle Park, North Carolina 27711

-------
RESEARCH REPORTING SERIES
Research reports of the Office of Research and Development, U.S. Environmental Protec-
tion Agency, have been grouped into nine series. These nine broad categories were
established to facilitate further development and application of environmental tech-
nology. Elimination of traditional grouping was consciously planned to foster technology
transfer and a maximum interface in related fields. The nine series are:

1. Environmental Health Effects Research
2. Environmental Protection Technology
3. Ecological Research
4. Environmental Monitoring
5. Socioeconomic Environmental Studies
6. Scientific and Technical Assessment Reports (STAR)
7. Interagency Energy-Environment Research and Development
8. "Special" Reports
9. Miscellaneous Reports

This report has been assigned to the ENVIRONMENTAL PROTECTION TECHNOLOGY
series. This series describes research performed to develop and demonstrate instrumen-
tation, equipment, and methodology to repair or prevent environmental degradation from
point and non-point sources of pollution. This work provides the new or Improved tech-
nology required for the control and treatment of pollution sources to meet environmental
quality standards.
REVIEW NOTICE
This report has been reviewed by the participating Federal Agencies, and approved for
publication. Approval does not signify that the contents necessarily reflect the views and
policies of the Government, nor does mention of trade names or commercial products
constitute endorsement or recommendation for use.

This document is available to the public through the National Technical Information
Service, Springfield, Virginia 22161.

-------
                                  EPA-600/2-77-199
                                    September  1977
SAMPLING  AND  MODELING
  OF  NON-POINT  SOURCES
AT  A   COAL-FIRED   UTILITY
                   by

             Gordon T. Brookman
               James J. Binder
             Willard A. Wade III

   TRC - The Research Corporation of New England
            125 Silas Deane Highway
        Wethersfield, Connecticut 06109
            Contract No.  68-02-2133
                Task No. 2
          Program Element No. INE624
      EPA Project Officer:  D. Bruce Harris

   Industrial Environmental Research Laboratory
     Office of Energy, Minerals, and Industry
       Research Triangle Park, N.C.  27711
               Prepared for

      U.S. ENVIRONMENTAL PROTECTION AGENCY
       Office of Research and Development
           Washington, D.C. 20460

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                            TABLE OF CONTENTS


Section                                                          Page

1.0              INTRODUCTION 	   1

2.0              CONCLUSIONS AND RECOMMENDATIONS  	   6
   2.1             Conclusions  	   6
   2.2             Recommendations  	   9

3.0              PROGRAM DESCRIPTION	11
   3.1             Background Review of Non-Point Source Water
                   Pollution	11
      3.1.1          Evaluation of Industrial Non-Point  '
                     Sources	15
      3.1.2          Measurement Methodology  	
           3.1.2.1     Selection of Sample Type and
                       Sampling Method	    19
           3.1.2.2     Sampling Receiving Waters  	    21
           3.1.2.3     Sampling Runoff  	    22
      3.1.3          Prediction Methodology 	    23
      3.1.4          Background Review Conclusions  	    33
   3.2             Field Survey		    34
      3.2.1          Industry Selection         	    34
      3.2.2          Site Selection	    35
      3.2.3          Test Plan	    39
      3.2.4          Implementation	    41
           3.2.4.1     Warren Station 	    41
           3.2.4.2     Portland Station 	    43
           3.2.4.3     Analytical Procedures  	    45
           3.2.4.4     Quality Control of Analytical Work ...    48
      3.2.5          Results of Field Survey	    51
           3,2.5.1     Warren Station Data  	    52
           3.2.5.2     Portland Station Data  	    62
   3.3             Model Development  	    71
      3.3.1          Model Selection  . .	    72
      3.3.2          Detailed Model Description of
                     SSWMM - RECEIV II	    73
           3.3.2.1     SSWMM (Short Stormwater Management
                       Model Program)	    74
           3.3.2.2     LNKPRG (Link Program)  	    86
           3.3.2.3     SETUP/QUANTITY (RECEIV II
                       Quantity Program)   	    87
           3.3.2.4     QUALITY (RECEIV II Quality Program)  .  .    91
      3.3.3          Model Application  .	    94
           3.3.3.1     Fundamental Model Inputs 	    96
           3,3.3.2     Model Results	   Ill
      3.3.4          Results of the Model Development
                     Program	   125
                                   iii

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                        TABLE OF CONTENTS (CONT.)


Section                                                           Page

REFERENCES

APPENDICES

    A            STATISTICAL EVALUATION OF FIELD DATA

    B            SSWMM - RECEIV II PROGRAM LISTING

    C            SSWMM - RECEIV II INPUT REQUIREMENTS

    D            SSWMM - RECEIV II INPUT LISTINGS FOR
                 MODEL RUNS 1, 2, 3, AND 4
                                  iv

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                             LIST OF FIGURES


Figure                                                           Page

 1-1           Simple Representation of the Runoff Cycle ....    3

 3-1           Non-point sources	   12

 3-2           Plug Collector	   24

 3-3           Relative Difficulty of Applied Modeling ......   26

 3-4           Site Layout with Sampling Locations - Site #1 .  .   37

 3-5           Site Layout with Sampling Locations - Site #2 .  .   37

 3-6           SSWMM - RECEIV II Flowchart	   75

 3-7           Discrete Element Schematic of Land Area;
               Warren, PA	   97

 3-8           Discrete Element Schematic of Allegheny River;
               Warren, PA	   98

 3-9           Discrete Element Schematic of Land Area;
               Portland, PA	103

 3-10          Discrete Element Schematic of Delaware River;
               Portland, PA	104

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                              LIST OF TABLES
Table                                                            Page
 3-1           Non-point Source Problems Listed in
               State 305(b) Reports	    13

 3-2           Industries Whose Proposed or Final Effluent
               Guidelines Reference Non-point Sources 	    16
                                    i            i
 3-3           Comparison of Types of Samples and Means
               of Sampling	    20

 3-4           Models Selected for Evaluation 	    29

 3-5           A Comparison of Model Capabilities, Application,
               Complexity, Cost, and Availability 	 ,    31

 3-6           Characteristics of the Two Sampling Sites
               Used in the Survey	    36

 3-7           Preservation and Analytical Methods Used for
               Sample Analyses  	    46

 3-8           Range of Pollutant Concentration at the Sampling
               Locations at Warren Station of Pennsylvania
               Electric Co., Warren, PA	    53

 3-9           Mean Pollutant Concentrations with 95% Confidence
               Limits in the Allegheny River at Warren Station
               of Pennsylvania Electric Co., Warren PA  ....    55

 3-10          Comparisons of Mean Values & Variances Within 95%
               Confidence Limits at Upstream & Downstream Sites
               During Dry & Wet Sampling Periods;
               Warren, PA   	    56

 3-11          Characteristics of Coal Pile Leachate-Dry
               Weather at Warren Station of Pennsylvania Electric
               Co., Warren, PA	    58

 3-12          Characteristics of Rainfall Events at Warren
               Station of Pennsylvania Electric Co.,
               Warren, PA   	    59

 3-13          Characteristics of Coal Pile & Access Road
               Runoff During Second Storm Event at Warren Station
               of Pennsylvania Electric Co., Warren, PA ....    60
                                   vi

-------
                          LIST OF TABLES (CONT.)
Table
 3-14          Range of Pollutant Concentration at  the
               Sampling Locations at Portland  Station of
               Metropolitan Edison Co.,  Portland, PA 	    63

 3-15          Mean Concentrations with  95% Confidence Limits
               for Selected Pollutants at the  Portland Station
               of Metropolitan Edison Co.,  Portland, PA  ....    65

 3-17          Characteristics of the Rainfall Event at
               Portland Station of Metropolitan Edison Co.,
               Portland, PA	    68

 3-18          Characteristics of Coal Pile &  Fly Ash Area
               Runoff During the Rainfall Event at  Portland
               Station of Metropolitan Edison  Co.,
               Portland, PA  . . .	    69

 3-19          SSWMM Printout	    84

 3-20          SSWMM Output File	    85

 3-21          Discrete Land Elements; Warren, PA	    99

 3-22          Discrete River Elements;  Warren, PA  	   100

 3-23          Discrete Land Elements; Portland, PA  	   105

 3-24          Discrete River Elements;  Portland, PA 	   106

 3-25          Summary Results of Dust and Dirt Sampling Program
               as Input to Model	108

 3-26          Summary of Storm Activity	110

 3-27          Comparison of Model Results to  Field Data Model
               Run 1, Storm 2, (Initial  Run) Warren
               Generating Station  	   113

 3-28          Comparison of Model Results to  Field Data Model
               Run 1, Storm 2 (Calibration Run) Warren
               Generating Station  	   114

 3-29          Comparison of Model Results to  Field Data Model
               Run 3, Storm 1, (Verification)  Warren
               Generating Station  	   116
                                  vii

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                          LIST OF TABLES (CONT.)
Table                                                            Page

 3-30          Comparison of Model Results to Field Data
               Model Run 4, Storm 1, Portland
               Generating Station  	  117

 3-31          Comparison of Model Results to Field Data
               Model Run 4, Storm 1, Portland
               Generating Station  	 	  118

 3-32          Selected Results From Model Runs Run 1, Storm 2
               (Initial Run) Warren Generating Station .  , . .  .  119

 3-33          Selected Results From Model Runs Run 2, Storm 2
               (Calibration Run) Warren Generating Station . .  .  120

 3-34          Selected Results From Model Runs Run 3, Storm I
               (Calibration) Warren Generating Station 	  121

 3-35          Selected Results From Model Runs   Run 4,  Storm 1
               Portland Generating Station 	  122
                                   viii

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1.0  INTRODUCTION

     Since the enactment of PL 92-500 (Federal Water Pollution Control Act

Amendments of 1972), the U. S. Environmental Protection Agency has directed

its water pollution control program primarily at point source emissions

which include wastewater discharges through pipes to receiving bodies of

water.  Most industries and many municipalities will meet the 1977

standards.  However, there are numerous areas in the United States where

water quality has not significantly improved even though point sources

have been controlled.  In such areas non-point source water pollution

often has a major influence on water quality.  This is documented by the

National Commission on Water Quality which reported that "non-point

pollutant sources are significant to the Commission's study because they

may in some instances overwhelm and negate the reductions achieved through

point source effluent limitations".'1'  Based on these findings, the

Commission recommended to Congress that "control or treatment measures

shall be applied to agricultural and non-point discharges when these

measures are cost effective and will significantly help in achieving water

quality standards".(2)

     Non-point sources are not specifically defined in PL 92-500.  For

this program the following definition applies:


          the accumulated pollutants in a receiving body of water
     from runoff due to snow melt and rain, seepage and percolation,
     and chemical spills and leaks, contributing to the degradation
     of the quality of surface waters and groundwaters.
                                   -1-

-------
     As defined,  non-point sources have some or all of the following char-

acteristics:


        Diffuse in nature

        Intermittent

     •   Site specific

     •   Not easily monitored at their exact source

        Related to uncontrollable meteorological events
        (precipitation, snow melt, drought)

        Not usually repetitive in nature from event to event


     The primary transport mechanism for non-point sources is water runoff

from meteorological events.  Figure l-l'3' is a simple representation of

the runoff cycle.  This figure shows three basic modes of runoff transport:

overland flow, interflow, and groundwater flow.  The quickest means of trans-

port is direct overland flow, commonly called surface runoff.  Surface run-

off will usually contain the highest quantity of contaminants and, except

during snow melt conditions, does not usually flow for a long duration after

a storm event.

     The second means of transport is infiltration (seepage) into the soil

and then transport by interflow (also called interstitial flow) through  the

ground to either a receiving body of water or, depending on terrain, perco-

lation back to the surface to become surface runoff.  Interflow contaminants

are often filtered by the soil.  The interflow route is between the surface

and the water table and, depending on the soil and geological conditions,  can

be rapid.
                                    -2-

-------
                                                         Surface detention = sheet of water
                  Depression
                   storage
                         Perched
                         water table
Soil moisture  ..-..'••  •;.'•
                                                               Surface runoff
                                 Impervious lens   Groundwater
                                                       flow
  ----- _ -_-.-_-_-- -_-.-_-. Water table ------------ -r.^^r^--
                                                                    Stream
                                                                    channel
        Figure 1-1:   Simple Representation  of the Runoff  Cycle
                                          —3—

-------
     The third transport route, by far the slowest, is infiltration (seepage)

to the water table followed by groundwater flow to a receiving body of

water.  While the soil may filter contaminants, any pollutants which enter

the groundwaters could persist for years.

     The scope of this program is directed toward surface runoff for the

following reasons:
                                     ';

      1.  Surface runoff is the quickest means for transporting
         pollutants to receiving waters and usually contains
         the highest quantities of contaminants and flow.

      2.  Depending on terrain, measurement of surface runoff
         will also include quantities of interflow (inter-
         stitial flow).

      3.  While sampling non-point sources is difficult, surface
         runoff presents the easiest means for tracking and
         measuring these sources.


      In January, 1976, an evaluation of the scope of the waterborne fugitive

emissions  (non-point sources) problem was initiated.  The objectives of

the  initial program were:


        To develop a matrix relating sources of industrial non-
        point pollution to categories of pollutants.

        To evaluate present sampling techniques used in non-
        point programs based on practicality and efficiency,
        and to propose a Level 1  (overall identification)
        sampling program for industrial activities.

        To evaluate existing mathematical models for predict-
        ing non-point source pollution based on their suit-
        ability, adaptability, complexity, cost, and availability
        for quantifying runoff and predicting its associated
        impact on receiving waters.
                                   -4-

-------
     This work was completed in June 1976 and Is summarized in Section

3.1 of this report.  Based on the results of this initial program, a

follow-on program was initiated with the following objectives:
     •  Design a test program for sampling runoff and receiving
        waters for an industrial site.

     •  Using the test plan, quantify and qualify runoff from two
        coal burning utilities and measure the effect, if any, on
        the receiving body.

     •  Choose one of the models evaluated in the previous work
        and adapt it for use in the coal burning utility industry.

     •  Calibrate and verify the model using the field data.
     Section 3.2 describes the field survey and results.  The model

description, development, and results are detailed in Section 3.3.

Conclusions and recommendations for further work are summarized in Sec-

tion 2.0.

     This report is part of a two-volume set.  The other volume entitled

"Technical Manual for the Measurement and Modeling of Non-Point Sources

at an Industrial Site on a River" provides a general guide for performing

a program such as the one described in this volume.
                                    -5-

-------
2.0  CONCLUSIONS AND RECOMMENDATIONS

2.1  Conclusions

     This program began with a background review of non-point source water

pollution from industries.  Included in the review was an evaluation of

measurement methodology and prediction methodology which could be utilized

in an assessment of non-point sources from an industrial site.

     Based on this initial review, the following conclusions were reached:


     1.  Only urban and agricultural non-point sources have been
         quantified to any extent, while little has been done
         toward isolating and quantifying non-point sources from
         industrial activities.

     2.  Non-point sources most probable to industrial sites are:

         a)  Runoff from material storage piles

         b)  Runoff from accumulated materials due to fallout
             from fugitive and point source air emissions.

     3.  Non-point sampling programs have generally included only
         measurements of the quality of the receiving waters.
         Little has been done with sampling actual runoff except
         in urban storm sewers and agricultural ditches.

     4.  With the exception of agricultural and mining activities,
         mathematical models have not been developed to simulate
         stormwater runoff and receiving water impact specific to
         industries.

     5.  Five of ten models evaluated are capable of dynamically
         simulating the quantity and quality of both stormwater
         runoff and its impact on the receiving waters.

     6.  All of the five models referred to in item 5 can be
         adapted for industrial non-point sources; of these, how-
         ever, three are proprietary, and only one is completely
         in the public domain.  The other model is part proprietary
         and part in the public domain.
                                   -6-

-------
     Using these conclusions, a field survey for sampling stormwater run-

off and receiving waters at industrial sites was designed and performed.

The sites chosen were located at two coal-fired utility plants in Pennsylvania.

One plant was near the headwaters of the Allegheny River in Warren, Pennsyl-

vania.  The second plant was on the Delaware River in Portland, Pennsylvania,

near the Pocono Mountains.  In addition, one of the models evaluated in

the background review was adapted for use in the coal burning utility industry.

     The following conclusions resulted from the field survey and mathemat-

cial model development in this program:


     1.  The pollutant concentrations in the river at both sites
         were highly variable, often by an order of magnitude.
         These variations were independent of river flow and
         weather conditions.

     2.  The mass loading of pollutants in the Delaware River
         increased substantially during and after the sampled
         storm event.  This was due primarily to an increased
         flow attributable to upstream conditions and storm in-
         tensity.  The mass loading of pollutants in the Allegheny
         River remained essentially unchanged for both sampled
         storm events since river flow was controlled by a dam
         approximately six miles upstream and neither storm
         event was substantial.  Therefore, the pollutant concen-
         trations in each river at both upstream and downstream
         sampling stations were not necessarily higher during
         storm conditions.

     3.  The data from these two sites generally show no statis-
         tical difference in mean concentrations of upstream versus
         downstream pollutant levels in either dry or wet conditions.

     4.  The data show no statistical difference in sample variances
         which are not consistently predictable with respect to
         pollutant, site, and sampling period.
                                   -7-

-------
 5,  The main contributors to the change in S2 of the calcu-
     lated variance were site location and the storm event.
     The site location was the major contributor at Warren
     while the rain event was the major contributor at Port-
     land.  The sample variances were generally consistent
     for each pollutant at the Warren and Portland Sites.
     The only exceptions were total suspended solids and
     iron.

 6.  The storm data from Warren shows a "first flush" effect
     from the initial runoff of the access road which con-
     tained fugitive fallout from the coal pile and coal
     trucks.

 7.  The pollutant concentrations of the leachates from the
     coal pile at Warren were orders of magnitude higher than
     the storm runoff pollutant concentrations.  For a short
     duration moderate intensity storm and a moderate dura-
     tion low intensity storm (the two events sampled at
     Warren), the leachate mass loading was greater than the
     storm mass loading because the leachate drained for
     several days.  Thus, for the two storms sampled at
     Warren, the pollutant loads on the river from the power
     plant were less during rain than during the dry weather
     period following the rain with the exception of total
     suspended solids.

 8.  The sample plugs worked effectively except for one prob-
     lem; dry solids filtered through the screen prior to
     runoff and leached into the sample, creating higher mea-
     sured pollutant concentrations.

 9.  The field survey results from the two utility sites in-
     dicate that more field survey work must be performed at
     industrial sites before control measures can be taken.

10.  The SSWMM - RECEIV II model is capable of predicting the
     quantity and quality of stormwater runoff and its impact
     on receiving waters for specific industries with model
     limitations.  These limitations include the lack of capa-
     bility to simulate storm erosion of infinite sources,
     i.e., material storage piles, and to simulate stormwater
     percolation through material storage piles.

11.  Application of the model to the utility industry has
     demonstrated that for the most part, where adequate field
     data were available, the model results compared favorably
     to field measurements.
                               -8-

-------
     12.   At Warren,  calibrated model results for  stormwater run-
          off flow and pollutant concentrations (total suspended
          solids,  total iron,  manganese,  and aluminum) compared
          within a factor of four to field measurements,  and river
          pollutant concentrations for all six pollutants compared
          within a factor of three.  EPA has indicated that an agree-
          ment within a factor of four to five should be  considered
          indicative of a good predictive method.   A model-field
          measurement comparative factor of four was maintained for
          a second storm at Warren indicating that the calibrated
          model could predict the effects of different storm condi-
          tions with the same degree of accuracy established in
          model calibration.

     13.   Due to a lack of runoff flow data at the Portland site, it
          was not possible to ascertain the comparative validity of
          the model at more than one site.
2.2  Recommendations

     Based on the conclusions of this program, the following recommenda-

tions are made for future work:
     1.  Develop the SSWMM - RECEIV II model capability to simulate
         the erosion of material storage piles, and to simulate the
         percolation of stormwater runoff through materials storage
         piles.

     2.  Conduct additional field surveys to provide data to com-
         pare to model predictions, thus enhancing model credibility.
         Specifically, more field data are required on:

         a)  Stormwater runoff flow and pollutant concentrations
             from industrial sites.

         b)  Dust and dirt accumulation rates and the amount of
             pollutants in the dust and dirt.

         c)  Flow and pollutant concentrations after the storm for
             the leachate from material storage piles.

         d)  Receiving water pollutant concentrations.  To acquire
             definitive representative receiving water pollutant
             concentrations (background and storm-induced), it
             will be necessary to increase the number of sampling
             stations in the receiving water upstream and downstream
                                   -9-

-------
        from the stormwater discharges.   At least two, and
        preferably three,  such stations  should be established
        at both the upstream and downstream sites.  With a
        single upstream station, the risk is greater of
        measuring an anomaly in the river characteristics.
        The additional upstream stations would be located
        either in an "across the flow" pattern or longitu-
        dinally with flow depending on river mixing charac-
        teristics to insure that the sampling locations and
        data are representative of the river.  The additional
        downstream stations would be located longitudinally
        in the river to allow for better definition of the
        impact of stormwater runoff on the river (i.e., dilu-
        tion and reaction of non-point pollutants in the
        river).

3.  Once model credibility has been enhanced, apply the model
    to a site on an estuary or lake and  compare the results
    with those of a field sampling program.

4.  Upon completion of items 1, 2, and 3 prepare a User's
    Manual for SSWMM - RECEIV II to enhance the model's use.
                              -10-

-------
3.0  PROGRAM DESCRIPTION



     This project consisted of three major tasks.  The background review,



the initial task, included an evaluation of potential non-point sources



from industry, a review of sampling techniques to quantify non-point



sources, and an evaluation of existing mathematical models for predicting



the impact of non-point sources from industrial sites.  The second task



involved a field survey to quantify non-point sources at two coal-fired



utility plants in Pennsylvania.  The final task was the adaptation of a



mathematical model to predict stormwater runoff from a coal-fired utility-







3.1  Background Review of Non-Point Source Water Pollution



     A non-point source was defined in Section 1.0 and the primary means



of transport  (runoff, interflow, and groundwater flow) were discussed.


          CO
Figure 3-1    illustrates the most common non-point sources and Table 3-1



demonstrates  that most of these sources are rated as Areas of Concern by

                                                      (5)
the states in their  305(b) reports (PL 92-500) to EPA.     The following



summarizes some of these common non-point sources:





     Urban Sources - Rainfall dislodges pollutants from street surfaces,



rooftops, lawns and  other urban environments, causing contaminant particles



to become suspended  and dissolved in the runoff.  Pollution concentration



is therefore  greatest at the beginning of a rainfall event.  This phenomenon



is commonly called "first flush".



     The most common pollutants in urban runoff are dust, pathogens,



fertilizers,  pesticides, battery acid, rubber, grease, oil, animal  and
                                    -11-

-------
                                                                                Dry fallout
to
I
                                                                                                            Residential
                                                                                                            Commercial
                                                                                                            Sanitary landfills
                                                                                                            Septic tanks
                                      Precipitation
                                                     Woodlands
                                                     (silviculture)
                                                                               Construction
                                                                     Unregistered
                                                                     point sources
                                                                                                               Hydrologic ^,
                                                                                                              modifications '4=
                                                                                                                   il.— -s^
                                                                                                                  >J
                                                                                          Wetlands v
       Groves and orchards

Agricultural
                       Salt water
                       intrusion
                                                                                                   v/ *'^= - V— "
                                                      Figure 3-1:  Non-point sources

-------
                                   TABLE 3-1

           NON-POINT SOURCE PROBLEMS LISTED IN STATE 305(b)  REPORTS

Alabama
Alaska *
American Samoa
Arizonat
Arkansas
California
Colorado
Connecticut
Delaware
District of Columbia
Florida
Georgia
Territory of Guam
Hawaii
Idaho
Illinois
Indiana
Iowa
Kansas
Kentucky
Louis iana
Maine
Maryland
Massachusetts*
Michigant
Minnesota
Mississippi*
Missouri *
Montana
Nebraska
Nevada
New Hampshire
New Jersey
New Mexico
Non-Point Source Problems
Agricultural
X



X
X
X
X
X

X
X
X
X
X
X
X
X
X
X
X
X
X


X


X
X 1
X
X
X
X
New York X
North Carolina
North Dakotat
Ohio
X

X
Oklahoma 	 j 	 X 	
Oregont
Pennsylvania j X
Commonwealth of Puerto X
Rico •
Rhode Island
South Carolina
South Dakota
Tennessee
Texas 	 i
Trust Territories
Utah
Vermont
Virginia
Virgin Islands
Washington
West Virginia
X
X
X
X
X

X
X
X
~x
X
Wisconsin ] X
Wyoming
Totals
X
44
Sivicultural
X



X
X
X



X



X




X
X
— Y~
X





X

X
X





X








X i

X
X
X

"x" ~*
X

x ~f
21
00
c
•H
a
•rl
X



X
X
X



X



X
X
X

X
X
X
X
X





X

X
X





X .
X 	

X

X


X
X

X
X
X

X
X


27
Construction



Hydrologic
Modification





X

X

X


X

X

X

X


X




X










X








X i X






X
X
X
X

X
X

X

X
X


x i -
i





X


X ; X
X
X ;
X j
X
X
X ''

X
_x 	
_.?_.!. 	

25

9
§
XI
M
i=>
X



X
X
X
X
X
X
X
X
X
X
X
X
X
" x 	
X j

Salt Water
Intrusion





X




X








Proposed
Energy
Development






X












X X j
X
X




X



X
X
X
X

X


X
X

X
X
X

X
















X

4














. ....


X
X X
r
A

X

X
- x- -1
X
X
40







	

v -
i
i ' x
4 3
*State report was not received in time for inclusion.
tNot discussed by category
                                       -13-

-------
 bird  droppings, heavy metals, salts, sand, gravel, coal, leaves, paper




 products, plastics, and glassware.




      Agriculture - Runoff from cultivated crop fields, forage crop




 fields,  orchards, vineyards, rangeland, pasture land, confined animal




 feedlots, and aquaculture project areas producing algae, shellfish, and




 finfish  are  sources of non-point pollution.  When forests or grass lands




 are cultivated, erosion is increased.




      Crop fertilization provides nutrients, principally phosphates and




 nitrates, which are transported into lakes and streams, thereby accel-




 erating  eutrophication.  Irrigation can leach salts out of the soil,




 and pesticides used for control can be transported to receiving waters.




 Runoff from  rangelands, pasture lands, and feedlots (for beef, dairy,




 pork, and poultry) carries significant amounts of suspended solids, nu-




 trients, coliform bacteria, organic materials, and salts.




      Silviculture - This activity which includes the harvesting of trees,




 log transport, and forest regeneration has several potential non-point




 sources.  Removing the forest canopy along shallow stream banks and




 lakes causes water temperature to rise and thus affects the biota.  The




 harvesting of timber increases surface runoff, which transports suspended




 and dissolved solids and organic materials to surface waters.  Log trans-




 porting activities cause increases in runoff containing sediment.  Fer-




 tilization and pest control cause nutrients and pesticides to be




 transported to streams.




     Recreation Areas and Wetlands - These areas comprise non-point




sources which are a combination of those listed under agricultural and
                                   -14-

-------
silvicultural activities.  Sediment (suspended and dissolved solids),




organic materials and nutrients  (compounds of nitrogen and phosphorous)




are the primary contaminants.




     Hydrologic Modifications -  These non-point sources are related to




dam construction, dredging, and  other channel activities.  The major con-




taminant is usually sediment.




     Salt Water Intrusion - Salt or saline water seeps into fresh water




aquifers (groundwater) thus contaminating fresh water supplies.  In-




trusion results from encroachment of seawater into coastal areas, from




man-made saline wastes such as road salts or deepwell injection, and from




return flows to streams  from irrigated lands.






     The objectives of this program are concerned with non-point sources




from industry.  Subsections 3.1.1 through 3.1.3 describe in detail potential




non-point sources for industry,  measurement methodology applied to indus-




trial non-point sources, and the mathematical modeling of such sources.








     3.1.1  Evaluation of Industrial Non-Point Sources




     Little data is available for quantifying and qualifying non-point




sources from industrial  sites.   Twelve industrial categories listed in




Table 3-2 have Effluent  Guidelines and Standards  (proposed or final)




which mention, define, and/or limit non-point sources of pollution in




various sub-categories.  Each of the industries was  assessed for types




of non-point sources and categories of pollutants.   Generally, the




sources with the highest potential for non-point pollution in these
                                    -15-

-------
                   TABLE 3-2

      INDUSTRIES WHOSE PROPOSED OR FINAL
EFFLUENT GUIDELINES REFERENCE NON-POINT SOURCES
        Cement Manufacturing

        Inorganic Chemicals

        Fertilizer Manufacturing

        Petroleum Refining

        Iron and Steel Manufacturing

        Nonferrous Metals

        Phosphate Manufacturing

        Steam Electric Power Generating

        Timber Products

        Coal Mining

        Mineral Mining

        Ore Mining and Dressing
                      -16-

-------
industries are runoff from material storage piles and runoff from ac-

cumulated materials due to fallout from fugitive and point source air

emissions.  The categories of pollutants associated with these sources

are:


        Sediment (suspended and dissolved solids)

        Organic Materials (materials which cause an oxygen demand
        either biochemical or chemical)

      •  Metals (lead, zinc, mercury, iron, copper, cadmium, etc.)

        Nutrients  (compounds of nitrogen and phosphorous)

        Sulfates


     The primary effluent limitations for industrial non-point sources

are for sediment (suspended and dissolved solids).  All industries listed

in Table 3-2 will  have a total suspended solids  (TSS) limitation.  The

limitations which  are already promulgated, such as those for the Steam Electric

Power Generating Industry have a TSS range of 20-50 mg/1 maximum daily

concentration and  10-25 mg/1 average monthly concentration.

     While only specified industries must comply with emission regulations

concerning non-point sources, all industries must meet water quality stan-

dards if they discharge to a receiving water body.  If water quality stan-

dards are being violated, industry may have to quantify its non-point

sources and determine the impact on the receiving water body to determine

if these sources need to be controlled.
                                    -17-

-------
     3.1.2  Measurement Methodology




     One of the initial objectives of the program was to evaluate the




practicality and efficiency of present sampling techniques used in non-




point programs and to propose an overall identification sampling program




for  industrial activities.



     A measurement program designed to quantify non-point source pollution




from industrial activities should include runoff sampling (generally of




contaminated stormwater) and receiving water sampling.  Runoff sampling is




used as a means of isolating the particular sources, while receiving water




sampling is used to determine the impact of the runoff on the quality of




the  receiving water.  This impact on water quality is important since non-




point pollution is site specific and there are locations where an industry




may  be meeting the emission limitation for non-point sources and yet may




have to improve control because of water quality limitations.  The infor-




mation from such a survey can ultimately be used to determine whether the




facility should be controlled, and, if it can be controlled, how much con-




trol is necessary.




     Since runoff is site specific, background information such as topog-




raphy, geology, hydrology, climatology, and area land use must be obtained




in order to design the field survey.  In addition, industry operating pro-




cedures should be obtained in an industrial program.




     The evaluation of sampling techniques to be used in a field survey




included a literature review.  In general, industrial runoff has not been




separated from urban runoff and very little data exists for industrial




sources such as material storage piles.  There is a great deal of informa-




tion on sampling receiving water bodies and runoff with specific reference
                                   -18-

-------
to urban runoff (storm sewers) and combined sewer overf lows. (6)(7)(8)




The next three subsections describe the types of samples required and some




means available for sampling, as well as an approach to sampling both re-




ceiving waters and runoff.




     To provide a representative evaluation of the characteristics of run-




off and its effect on the receiving body, a number of storm events should




be studied.  Storms of different intensities and durations, with different




intervening intervals of dry weather should be sampled.  Generally, storms




of high intensity are of short duration (e.g., thunderstorms) and are more




important  than storms of low intensity and long duration because the greater




the intensity of the storm, the greater the quantity of materials that will




be scoured from the land surface.








     3.1.2.1  Selection of Sample Type and Sampling Method




     There are two basic types of samples which should be used in a field




program for quantification of non-point sources:  discrete and composite.




A composite sample is a series of discrete (individual samples).  Discrete




samples are best used for definition of a single storm event while com-




posite samples are used for long-term or average storm conditions.  These




samples can be collected either manually or by automatic samplers.  Table




3-3 compares discrete and composite samples as they relate to a runoff




field survey and also compares manual versus automatic sampling.




     There are several drawbacks to manual sampling.  First, a manual sam-




pling program requires the use of trained personnel.  This was verified




by Shelley^9) who reported that a significant difference in sample analy-




ses resulted between samples collected by trained and untrained personnel.
                                    -19-

-------
                                       TABLE 3-3

                 COMPARISON OF TYPES OF SAMPLES AND MEANS OF SAMPLING
                     Comparison of Discrete and Composite Samples
               Discrete
                                                           Composite
1.  Produces a large number of samples.

2.  Allows comparison of runoff qual-
    ities over a period of time..
3.  Best used in definition of a
    single storm event.
                                           1.  Produces a small number of samples.

                                           2.  Gives an integrated or total picture
                                               of runoff qualities instead of iso-
                                               lated qualities at different times.

                                           3.  Best used for long term, multiple
                                               storm definition or average storm
                                               definition.
                      Comparison of Manual and Automatic Sampling
                Manual
                                                            Automatic
1.
2.
3.
4.
Manpower requirement is quite
large.
Sample collection equipment
expenditures are not excessive.
Simple submersible pumps and/or
weighted water samples suffice.
Field measurements can be made by
individual or combined meters.
The beginning of the storm event
can be missed if mobilization of
manpower is not immediate.
    Samples will be unrepresentative
    if untrained collectors are used.
    If  samples need to be collected
    at  close time intervals,  extensive
    manpower may be required  at each
    station or the intervals  may be
    missed  altogether.
1.  Manpower requirement is minimal;
    only maintenance and removal of
    samples require manpower.

2.  Sample collection equipment be
    comes a capital expenditure because
    it is automated and must be sheltered
    from weather and vandalism and often
    must be specially designed.

3.  Field measurements can be made by
    meters used in conjunction with the
    automatic collection system, or the
    meters may be designed into the sys-
    tem.

4.  Since automatic collectors can be
    activated by the beginning of pre-
    cipitation or an increase in flow of
    water level, the beginning influence
    of the storm will not be missed.

5.  Samples will be lost or  nonrepresen-
    tative only if equipment malfunctions
    or power source is interrupted  or
    depleted.

6.  Automatic samplers make  collection
    easier at close time intervals.
                                           -20-

-------
Second, the "first flush" effect of storms cannot be effectively sampled




because of the problems associated with mobilization of manpower.  Finally,




manual sampling of a storm event may be physically dangerous to personnel if




the increase in water level and/or flow is greater than anticipated.









     3.1.2.2  Sampling Receiving Waters




     Sampling of receiving waters, i.e., streams, rivers, lakes, estuaries,




can be performed either manually or automatically.  The economics and the




required accuracy will dictate the sampling approach.




     The concentration of a particular pollutant in the receiving water de-




pends on the natural background quality of the receiving water, the upstream




flow conditions, and the characteristics of both the test site itself and the




drainage areas adjoining the  test site (e.g., size of areas, potential mate-




rials which can be transported to the receiving water by runoff).  Thus,




sampling should be conducted  in both dry and wet weather conditions both up-




stream and downstream of the  source on a river.  The dry weather water quali-




ty data will provide a basis  for comparison when reviewing the wet weather




information.  At least one upstream station should be established because




upstream inputs may change as a result of wet weather or as a result of




changes in plant operating procedures of upstream industries.  The number and




location of downstream stations should be determined from a review of the




available maps and plant operating information.  Any significant intercepting




water bodies should be noted  and sampled for their contributions to the




water quality of the main stream.  Each of these sampling locations should be




selected based on the drainage patterns of the test area.  The development of
                                    -21-

-------
drainage basins and selection of the sampling locations is detailed in the




second volume of this program entitled "Technical Manual for the Measurement




and Modeling of Non-Point Sources at an Industrial Site on a River".




      If the receiving water is an estuary or lake, the sampling stations




should be located using one of the following procedures:  review of his-




torical current data; a preliminary survey using parameters such as tur-




bidity, conductivity, dissolved oxygen and temperature; or a mixing study




using dye as a tracer.




      If the receiving body is relatively wide and deep and not well mixed,




a number of sampling stations should be located across the water body and




at several depths.  Curves and abutments in the receiving body should be




avoided when sampling because they alter flow patterns.








      3.1.2.3  Sampling Runoff




      A literature review provided a significant amount of information re-




lative to the measurement of urban runoff, predominantly in storm  sewers.




As disclosed in the search, the only work specifically performed on non-




point sources from industrial activities involved the use of irrigation




ditches to sample agricultural runoff.  At the time of this review, there




were  no well-documented sampling procedures for overland runoff from in-




dustrial sources such as material storage pile drainage or runoff  of




materials deposited on the ground from fallout of fugitive and point source




air emissions.




      Leachate tests can be helpful in isolating the contaminants  in the




runoff from storage piles, since such tests would relate the pile aging




process to runoff pollutant concentrations.  These data, however,  cannot
                                   -22-

-------
be correlated directly with actual rainfall data, the quantity of runoff,

and the behavior of the  transport of runoff to the receiving water.  While

leachate tests may be applicable to material storage pile investigations,

they are not applicable  in estimating  the  accumulated effects of the

materials on land, such  as the  area affected by  an industrial facility.

     A proposed method for measuring the quality of overland storm water

runoff involves the collection  of samples  using  a plug  collector shown in
            (10)
Figure 3-2.      These plugs  are driven into the ground at selected loca-

tions where runoff will  occur,  such as at  the base of material storage


piles and in natural  gullies  and channels.  During a storm, the plugs are

changed  at  regular intervals  depending on  the intensity of the storm.  The

volume of samples collected  in  several plugs in  one area is composited and

analyzed.

     To  obtain mass loadings  of overland runoff,  a gross estimate of storm-

water runoff flow must be made. The test  area is divided into drainage

basins,  based either  on  topographic plots  or visual observations.  The flow

is estimated based on the total rainfall for the storm  duration, the area of

each basin  over which runoff  flows, and the soil permeability in the drainage


basin.




     3.1.3  Prediction Methodology

     A field survey which includes both runoff and receiving water sampling

is costly.  Since runoff is  site specific  and non-repetitive, it is con-

ceivable that the survey would  have to be  carried out during several


storms at several sites  to establish meaningful  data for any particular
                                    -23-

-------
    Plug collector
  ///XX//V^
  4W
  /// ^'//$v%
   ^Jl
^
«^
Figure 3-2:  Plug Collector
        -24-

-------
industry.  Since this is impractical from cost and time standpoints, the




use of mathematical models for the prediction of non-point source pollution




could well be more efficient.  Mathematical models properly applied provide




a cost-effective means of quantifying impacts on water quality resulting




from stormwater runoff.  They are also effective in evaluating alternatives




for the control of non-point sources.




     A literature review produced information on many mathematical models




developed in recent years to simulate the quantity and quality of stormwater




runoff and the impact of such runoff on  the quality of natural water bodies.




Each model, however, was developed to satisfy a different need ranging from




the design of municipal storm sewer systems to the assessment of land use




as it influences flooding and water quality.  A model developed specifically




for industrial runoff  (except mining and agriculture) does not exist, al-




though some models can be adapted to such use.




     Most of the models were developed for land areas typical of either




urban or agricultural environments.  Therefore, the models must be adapted




to the land use of the particular industry of interest.  All models still




require some field data for adaptation to a particular site.




     There are many criteria that can be used when selecting a model.




In general, the simplest model which satisfies the project needs should be




selected for use since such a model is normally the most economic choice.




Figure 3-3(^ illustrates one aspect which contributes to model complexity—




the choice of parameters to be modeled.  For instance, it is relatively




more difficult to model toxicity relationships than to model dissolved




oxygen levels.
                                    -25-

-------
                  'oxicity Relationships \   VJ,,
             Algal Growth:   Metal Transport

            Nutrient and Pesticide Transport
             Indicator
             Bacteria
Sediment
Transport
  Dissolved Oxygen  :   Temperature  :   Dissolved Solids
Figure 3-3:  Relative Difficulty of Applied Modeling
                          -26-

-------
     To select the simplest, most suitable model it is necessary to:


     1.  Define the objectives of the study.

     2.  Identify available models which appear to meet the study
         objectives.

     3.  Evaluate each model based on its ability to satisfy the
         study objectives within the technical and economic con-
         straints applied.

     4.  Select for use the model most suitable for the project needs.


     It is more important to fit the model to the problem rather than to fit

the problem to the model.

     Once a model has been selected, it must be adapted to the specific

site or area being studied.  A model is adapted through the processes of

calibration and verification.  Calibration is achieved by adjusting the

model to reflect site specific field data.  After the model has been

calibrated, it should be tested against a second set of field data.  If

the second set of field data and the modeled results compare favorably,

the model may be considered to be verified and ready for application.

EPA has indicated that an agreement within a factor of four to five should

be considered indicative of a favorable predictive method.

     For a model to be adaptable to industrial applications, it must be

capable of predicting the quantity and quality of stormwater runoff, the

transport of such runoff to a receiving body of water, and the impact

of such runoff on the quantity and quality of the receiving water.  Pol-

lutants of primary importance for model simulation include sediment

(suspended and dissolved solids), nutrients (compounds of nitrogen and

phosphorous), pesticides, acidity/alkalinity, pH, organic material

(biochemical oxygen demand, chemical oxygen demand, dissolved oxygen),
                                   -27-

-------
and heat (temperature).  In addition, since storm events are dynamic, a

model must also be capable of simulating functions in a dynamic, i.e., time

dependent fashion.

     To predict the quantity and quality of stormwater runoff a model must

be capable of simulating the effects of such items as the intensity and

the duration of the storm event, infiltration and drainage characteristics,

the accumulation of pollutants between storms, and the washoff of such pollu-

tants during storms.  For continuous simulation of multiple storms, a model

must be capable of simulating dry weather flows as well as storm flows.

     To predict the transport of stormwater runoff for industrial land use,

a model must be capable of simulating overland flow and routing in man-made

systems (channels, sewers, etc.).

     To describe the impact of the stormwater runoff on a receiving body

of water, a model must be capable of simulating the quantity and quality

responses of the receiving water to the runoff.  Again, for continuous

simulation of multiple storms, a model must be capable of simulating dry

weather flows as well as storm flows.  For increased flexibility, a model

should be capable of simulating various types of receiving waters including

rivers, lakes, and estuaries.

     Based on these model requirements, the models listed in Table 3-4 were

evaluated for suitability, adaptability, complexity, cost, and  availability

using the following criteria:


     •   Wastewater (Runoff) - quantity, quality, dry weather
        flows, storm runoff;

     •   Receiving Water - quantity, quality, river, lake,
        estuary;
                                   -28-

-------
                               TABLE 3-4




                    MODELS SELECTED FOR EVALUATION
EPA Storrawater Management Model - Release II  (SWMM)




Water Resource Engineers Stormwater Management Model




Short Stormwater Management Model - RECEIV II  (SSWMM - RECEIV II)




Hydrocomp Simulation Program  (HSP)




Dorsch Consult Hydrograph Volume Method




Corps of Engineers Storage, Treatment, Overflow, and Runoff Model (STORM)




Battelle Wastewater Management Model (BWMM)




Metcalf and Eddy Simplified Stormwater Management Model




EPA - Hydrocomp Agricultural  Runoff Management Model (ARM)




Pyritic Systems:  A Mathematical Model
                                    -29-

-------
      •  Quality Parameters - temperature, suspended solids, total
        dissolved solids, biochemical oxygen demand (BODs), chem-
        ical oxygen demand (COD), dissolved oxygen, nitrogen,
        phosphorous, pH, oil and'grease, pesticides;

        Simulation of Single Storm

      •  Simulation of Multiple Storms

      •  Computer Program Availability - Public or proprietary;

      •  Complexity - high, moderate, low;

        Costs  - high, moderate,  low.


 The  results  of the model evaluation are summarized in Table 3-5.

      The  EPA Stormwater Management Model (SWMM), Water Resource Engineers

 Stormwater Management Model, Short Stormwater Management Model - RECEIV II

 (SSWMM-RECEIV  II), Hydrocomp Simulation Program  (HSP), and Dorsch  Consult

 Hydrograph Volume Method are capable of dynamically simulating the quantity

 and  quality  of Stormwater runoff  and its impact  on the quantity and quality

 of receiving waters.  These models can best be described as runoff and re-

 ceiving water  models.  The quality simulation portion of each of these models

 must  be modified for industrial  application.  The quality relationships are

 based on  land  utilization with all types of industry lumped into one land

 use category - industrial.  No attempt is made to specify the particular

 type  of industry.  To meet the program objectives, then, it is necessary to

 develop specific quality relationships, pollutant accumulation, and washoff

 characteristics on an industry-by-industry basis for each of  the models in

 this  group.

      The Corps of Engineers Storage, Treatment,  Overflow, and Runoff

Model (STORM),  Battelle Wastewater Management Model  (BWMM),  and Metcalf
                                   -30-

-------
                                                          TABLE 3-5

               A COMPARISON OF MODEL  CAPABILITIES, APPLICATION,  COMPLEXITY, COST, AND  AVAILABILITY
Model Identification
Name
EPA SWMM Release 13
WRE_ Stormwater
Management Model
Short SWMM/
RECEIV II
Hydrocomp Simula-
tion Program
Dorsch Consult
Corps, of Engi-
neers Storm
Battelle Waste -
Water Management
Model
Metcalf&Eddy Sim-
plified Stormwater
Management Model
EPA-Hydrocomp Ag-
ricultural Runoff
Management Model
Pyritic Systems: A
Mathematical Model

Date Release<
974
L973
+
L976
[974
L974
L975
L975
L976
L976
L976
L972
Model Capabilities
Waste- Water
Quantity
X
X
X
X
X
X
X
X
X
X
p*.
u
•H
r-l
§
o-
X
X
X
X
X
X
X
X
X
X
Dry Weather
Flows
X
X
X
X
X

X
X
X
X
Storm Runoff
X
X
X
X
X
X
X
X
X
X
Receiving Water
>,
4J
•H
4J
B
X
X
X
X
X
D




Quality
X
X
X
X
X
D




River
X
X
X
X
X
D




01
J-)H f-v
H
H
M
H
H
M
M
L
M
M
Relative Model Cost
H
H
M
H
H
M
M
L
M
M
Computer Program
Available
X
P*
P/X
P
P
X
X
June
1976
X
X
*Cement,  feedlots; inorganic chemicals; fertilizer manufacturing; petroleum refining; iron and steel; non-ferrous metals; phosphate manufacturing
 timber

- Key -

v _ Yes                       H = Complex/costly
W = Wastewater only            M = Moderately complex/moderately costly
D - Currently being developed  L = Simple/low cost

P = Proprietary

-------
and Eddy Simplified Stormwater Management Model are capable of dynamically

simulating the quantity and quality of stormwater runoff, but not its

impact on receiving waters.  Consequently, these models are designated as

runoff models.  As with the preceding model group (runoff and receiving

water models), the quality portion of the runoff models is not adequate

to meet the program objectives.  Again, the quality relationships for runoff

are based on  general land utilization categories that do not specify the

type of industry; hence, quality relationships addressing pollutant accumu-

lation and washoff must be developed on an industry-by-industry basis.  In

addition to this  limitation, the runoff models were not designed to simulate

the impact of stormwater runoff on receiving waters.  To simulate this im-

pact, it is necessary to interface the runoff models with a receiving water
                                                           f
model.

     The EPA  - Hydrocomp Agricultural Runoff Management Model  (ARM) and

Pyritic Systems:  A Mathematical Model are designed to quantify and qualify

stormwater runoff for the agricultural and mining industries,  respectively.

These models  are described as specific industry models.  As with the runoff

models, the specific industry models cannot simulate the impact of stormwater

flows on receiving waters.  They must be interfaced with a receiving water

model to simulate such impact.  Since ARM was developed specifically for

the agricultural industry, it is not necessary to modify the program quality

relationships but only to calibrate and verify existing quality relationships


with field data.  On the other hand, Pyritic Systems:  A Mathematical  Model


is designed for a drift (subsurface) mine.  Extension of this  model  to sur-


face mining (strip mining) requires both quantity and quality  program  modi-

fications.
                                   -32-

-------
     3.1.4  Background Review Conclusions

     In this review, little information was found related to non-point

sources from industrial sites.  However, an evaluation of several in-

dustries indicated that runoff from material storage piles and runoff

from accumulated materials due to fallout from fugitive and point source

air emissions are the most probable industrial non-point sources.

     The measurement methodology reviewed showed that, while there is

much information concerning sampling  of runoff in storm sewers and sampling

receiving waters, overland runoff sampling and industrial runoff sampling

must be further developed.  The predictive methodology review yielded

several models capable  of being adapted to dynamically simulate the quantity

and quality of stornrwater runoff from industrial sites and its impact on

the receiving waters.

     Based on the conclusions  of this task, the second and third tasks were

designed as follows:


     1.  A field measurement  survey  (runoff and receiving water) to
         be designed and performed at two coal-fired utility plants.

     2.  A mathematical model  to be developed  capable of quantifying
         and qualifying non-point source industrial loading and its
         impact on receiving waters on an industry-by-industry basis,
         beginning with the utility industry.

     3.  The field survey data to be  used to  calibrate and verify
         the mathematical model.


     Sections 3.2 and 3.3 summarize the field survey and model development,

respectively.
                                    -33-

-------
3.2  Field Survey

     3.2.1  Industry Selection(12*(l3)

     Electrical energy is generated from fossil and nuclear fuels at

approximately  1,000 sites (1970) in the United States.  Coal provides

approximately  54% of the total heat input for electricity generation.

In  1974  this amounted to a coal usage rate of 328 million metric tons

 (361 million short tons)* per year.  Increasing demands for energy self-

sufficiency are likely to push coal usage up to 454 million metric tons

 (500 million short tons) per year by 1990.  Subsequently, coal storage,

typically a 100-day supply, will increase from 100 million tons to 138

million  tons.  Land use for coal storage at electric facilities will

increase to 81 million square meters (20,000 acres) from an approximate

1974 total of  58 million square meters  (14,500 acres).  Stormwater runoff

from coal storage piles will also increase 38% to an estimated yearly

total  of 100,000-140,000 cubic meters per year (26 million to 37 million

gallons  per year).

     These data show that the quantity  of stormwater runoff will probably

increase substantially by 1990.  Its effect on the receiving bodies will

become more pronounced as water quality improves through regulation of

point  sources.  In addition, the industry faces proposed effluent  limita-

tions  for drainage from coal storage piles.  These indicated projections

are the  basis  for the selection of the  coal-fired utility industry for  a

sampling program.
     *In this report most units are  reported  first  in the metric system
and then in the English system in parentheses.   However,  in the modeling
section, only English units are used since  the  models were originally
developed in English units and no attempt was made  to convert to the
metric system.
                                   -34-

-------
     3.2.2  Site Selection




     Two coal fired steam electric generating facilities in Pennsylvania




were chosen for the field study to identify and quantify runoff.  Specific




characteristics of each site are  shown  in Table 3-6.




     The Warren Station of  the Pennsylvania Electric Company in Warren,




Pennsylvania is a small generating plant (84 MW) and is used primarily as




a peaking facility.   It is  located on the Allegheny River below the Kinzua




Dam.  This dam regulates the river flow at approximately 56 cubic meters/




sec  (cms) (2,000 cubic feet/sec  (cfs))  with an average velocity of 0.3 to




0.6 meters/sec (1-2 fps).   Bituminous coal is delivered by truck to the




station on a daily schedule from  mines  in Clarion County, Pennsylvania.




     Figure 3-4 shows the basic site layout for the Warren Station.  Coal




pile runoff is channeled to a drain pipe by a drainage ditch that parallels




unused railroad tracks next to the access road for the coal trucks.  The




drain pipe continuously drains small quantities of leachate during dry pe-




riods and substantial quantities  of runoff during rainfall events.  All




runoff from the coal  pile must pass through the drain pipe for discharge




to the river.  The paved access road is used by coal trucks to enter and




leave the coal unloading area, and is covered with coal dust and earthen




materials although the pavement is still visible through the accumulation.




The  road dust cover is washed off during rainfall events.  The water drains




across the road through a rockstrewn area of rubble approximately 12 meters




(40 feet) wide to the river bank. There are several distinctly visible




areas where this road dirt  and coal dust are carried to the river.  Vege-




tation is nonexistent in these drainage areas.  Surface drains on paved
                                   -35-

-------
                         TABLE 3-6




CHARACTERISTICS OF THE TWO SAMPLING SITES USED IN THE SURVEY
Utility
Plant
Location
Capacity
MW output, net
Coal
Usage (metric tons/yr)
Source
Storage, metric tons
Sulfur %
Iron %
Manganese %
Aluminum %
Pennsylvania Electric Co.
Warren Station
Warren, PA
84

315,000
est. 1974
Clarion Co. , PA
27,200
1.84
0.35
0.003
0.56
Metropolitan Edison
Portland Station
Portland, PA
410

840,000
est. 1974
PA & W. VA
172,000
1.47
0.38
0.004
0.37
                            -36-

-------
                                             SURFACE
                                       x"""   DRAINS
     ROAD
                             SITE #1
                       O SAMPLING LOCATIONS
Figure 3-4:   Site Layout with Sampling  Locations -
              Warren Station of Pennsylvania Electric
              Co., Pennsylvania Electric Co., Warren,
              PA.
                                SITE n
                        *OSAMPLING LOCATIONS

Figure.3-5:   Site Layout with Sampling Locations  -
              Pprtland Station of  Metropolitan Edison
              Co., Portland,  PA.
                          -37-

-------
areas around the plant discharge into the main cooling water discharge




canal.  The surface drains are not effective in collecting stormwater due




to the very irregular pavement surface.




     The Allegheny River contained noticeable suspended material such as




silt and detritus during the sampling period.  The river water was general-




ly close to air temperature with the downstream temperature approximately




.5 to 1°C higher due to the discharge of plant cooling water at a rate of




3.6 cubic meters per second (57,000 gallons per minute).




     The Portland Station of Metropolitan Edison Company is located in




Portland, Pennsylvania on the Delaware River.  This 410 MW station is much




larger than the national average of 150 MW and is used as a baseload station.




Bituminous coal is delivered by railroad car from Pennsylvania and West




Virginia mines.




     Figure 3-5 shows the basic site layout for the Portland Station.  A




substantial portion of the stormwater runoff is intercepted by the ash




settling pond and never flows directly into the river.  One sector of the




coal pile runoff does go to a surface drain and is discharged with parking




lot and road runoff into the river.  Fly ash is kept on the north side of




the plant (top left near river in Figure 3-5).  There was very little fly




ash stored during the sampling period.  Stormwater runoff from this site




washes directly into the river.




     During the sampling period, the Delaware River had a flow rate of




300 cms (10,500 cfs) and an average velocity of .3 m/sec  (1.0 fps).  The




water was generally very clear and much colder than prevailing air  tempera-




tures.   As with the Warren site, the downstream river temperature was
                                   -38-

-------
approximately .5 - 1.0°C higher due to the plant cooling water which was

discharged near mid-river from a subsurface discharge tunnel at an average

rate of 5.4 cubic meters per second (85,000 gallons per minute).  The

river height and turbidity changed rapidly with rainfall activity in its

watershed.



     3.2.3  Test Plan

     A test plan was developed to fit the objective of quantifying the pol-

lutants associated with stormwater runoff and their effect on the receiving

waters.  The test plan was designed to determine:
     1.  Background  conditions  in  the receiving water prior to a
         storm  event.

     2.  Volume of and  pollutant concentrations in stormwater runoff
         as  a function  of  time  for the  storm event.

     3.  Effect of the  runoff on the receiving water during and after
         the storm event.
     The following  additional data  gathering activities were incorporated

 to apply to  the  predictive  model  development:


     1.  Air temperature  and  humidity
     2.  Dustfall accumulation
     3.  River flow rates
     4.  Surface permeability.


     To quantify the effect of  stormwater  runoff  on  the receiving body a

 sampling station was installed  upstream of potential plant  site effects

 and a second station was  installed  downstream  of  the plant.  Theoretically,

 comparison of the data  taken  at these two  sampling sites would show the
                                   -39-

-------
effect of runoff on the river water quality.  The sampling sites were to




be placed at locations where representative samples could be taken with




respect to the river cross-section and depth (i.e., samples having uniform




chemical and physical properties).  Placement of the downstream site was




most critical because it had to be located at a position which allowed




adequate mixing of the runoff in the river.



    To develop  the characteristics of the stormwater runoff it was neces-




sary to intercept some amount prior to its entering the river.  Each run-




off basin was identified and sampling plugs were deployed to catch




representative  samples during a storm event.  It was also necessary to




quantify the flow rate of runoff to establish the time variable pollutant




load on the river.




    Velocity measurements were used to determine flow in pipes which col-




lected runoff.  In areas where sampling plugs had been used, the drainage




area was determined and infiltration tests were performed to calculate the




rate of percolation into the soil.  Gross estimates of the total storm




runoff flow were calculated using the total quantity of rain over the




surface area minus the quantity of infiltration.




    Composite samples were collected from the river sampling stations and




runoff sites every 10 minutes for the first 90 minutes of a storm event to




insure that the initial effects of the storm (including any possible "first




flush" effects) were measured.  For storms of longer than 90 minute dura-




tion, the sampling interval was extended to 30 minutes to avoid  the col-




lection of too many samples.  Each sample was composited from  5  grab




samples taken in a proportionally smaller time period.  Thus,  5  two-minute




grab samples were composited to give a 2 liter 10 minute sample,  etc.
                                  -40-

-------
During dry periods before and after storms, samples were collected hourly




from the upstream and downstream sites.




    The pollutants analyzed in this program were total suspended solids




(TSS), total dissolved solids (IDS), sulfate  (SO^), total iron (Fe),




manganese  (Mh) , aluminum  (Al), alkalinity  (or acidity), and pH.  Addi-




tionally,  dissolved oxygen  (DO) and temperature were monitored in the



river.




    The dustfall, surface permeability, and air temperature and humidity




data collected were important to the predictive model development to de-




fine the dynamic behavior of the runoff with  time.




    To provide the most efficient  use  of manpower in the field, most




analyses were  intended to be performed in  a field laboratory.  Some spe-




cific analyses were done  at the main laboratory when field analysis lag




due to number  of samples  collected created sample aging difficulties, or




when specialized equipment was needed.








    3.2.4  Implementation




    3.2.4.1  Warren Station




    The field program was implemented  without major difficulties.  River




samples were collected with an ISCO Model  16800L Sequential Sampler which




was designed to provide backflushing before and after each sampling se-




quence to  preserve the time integrity  of the  sample.  The sampler was




programmed to collect 200 ml grab  samples  every minute to provide a 2




liter composite every 10 minutes during the first 90 minutes of a rain-




fall period.  From the 90th minute to  the  storm's end, the sampler was
                                 -41-

-------
programmed to collect 70 ml every minute to give a 2 liter sample every




half hour.  During dry periods the sampler collected 70 ml every 2 minutes




to give an hourly composite of 2.liters.




    An upstream site was established 7.6 meters (25 ft) from the river's




edge approximately 152 meters (500 ft) upstream of the cooling water in-




take.  This location was well upstream of the runoff area from the access




road.  An air filled buoy was used to suspend the pH/DO (dissolved oxygen)




and temperature sensors and the sample line at about half-depth, 1.2 meters




(4 ft) above the bottom.  Dissolved oxygen, pH and temperature were mea-




sured with a Model 101 ODEC Aqua Monitor.  These data were recorded on a




strip chart recorder during rainfall periods.  A river depth profile was




also made at this location as part of the predictive model development.




    The downstream site was secured 46 meters (150 ft) from the river's




edge approximately 152 meters (500 ft) downstream from the cooling water




discharge-river interface.  Although the turbulent main flow of the river




appeared to be on the opposite side of the river, a mixing test indicated




the sampling location was adequate.  One dozen oranges were set adrift




just above the upstream site and their journey was timed past several




landmarks and past the downstream site.  After traversing the rapids (ap-




proximately 75% of the distance from the upstream site to the downstream




site), the oranges dispersed across the river fairly evenly.  It was




concluded that the downstream site was adequately placed to obtain rep-




resentative data.  An inflatable raft was used to suspend the sensor




probe and sample line at 2 meters (7 ft), approximately mid-depth at the




downstream site.  The ISCO Sequential Sampler was mounted on the raft




since the distance to shore was too far to run a sample line and maintain




sample line integrity.  An Orbisphere Dissolved Oxygen meter and chart
                                  -42-

-------
recorder housed on shore in a tent were used to measure dissolved oxygen




and temperature.  River samples were taken in the same time sequence as




the upstream samples.  A recording rain gauge was installed at this site




to record the rainfall rate during storm events.  A river depth profile




was also conducted at this location.




     The runoff drainage areas were very well delineated by the appear-




ance of vegetation between the road and the river.  It was difficult to




set the sampling plugs vertically into the rocky, rubble-strewn surface,




so they were installed in the ground at a slight horizontal angle with




the screened opening facing uphill.  Approximately 50 plugs were dis-




tributed in the three main drainage areas and were kept covered with tape




until a rainfall event started.  A compositing bucket was placed under the




coal pile drain pipe and an ISCO Sequential Sampler was used to collect




runoff samples from this bucket.  In operation, the sampler intake was




continually plugged with push-along solids, and the sampler was replaced by




manual sampling.








     3.2.4.2  Portland Station




     The objective for Portland was the same as for Warren, namely to char-




acterize the coal pile runoff and its effect on the river.  The test plan




remained basically unchanged, but modifications in implementing it were




necessary to reflect the specific differences between the two sites.




     At Portland a small area of land north of the plant is used for fly




ash storage during winter months.  Runoff from this area drains under the




plant fence and into the river.  The upstream station was placed just up-




stream from this location approximately nine meters (30 ft.) from
                                   -43-

-------
the shore.  An air-Inflatable raft was anchored at the upstream site to




hold the sensors and sample lines at mid-depth, approximately three




meters (10 ft.) below the surface.  The swift current, local turbulence,




and rocky bottom created great difficulty when personnel attempted to




anchor the raft to its station.  Broken and slipped moorings hindered the




data gathering effort at this site throughout the program.




     An ISCO Sequential Sampler was used to collect river samples in




exactly the same fashion as at the Warren site.  In place of the ODBC




Aqua Monitor, an Orbisphere dissolved oxygen and temperature meter was




used for those parameters.  A battery powered chart recorder was used to




record these data during a storm event.




     The lower station was established approximately 30 meters  (100 ft.)




downstream from the cooling water discharge tunnel, approximately 230 meters




(750 ft.) from the upstream site.  An identical instrumentation and sampling




arrangement as at the upstream site was used.




     The coal pile runoff drained to both the ash pond and the  storm sewer.




A portion of the runoff to the storm drain was intercepted for  sampling.




Initially, an ISCO Sequential Sampler was installed in the storm drain




but large coal particles continually plugged the sample intake  line and pump.




To solve this problem, sampling plugs were placed in an array around the




storm sewer inlet.  Approximately 25 sampling plugs were also deployed in




the drainage basin of the fly ash storage area.  As with the sequential




samplers, samples were collected every ten minutes for the first 90 minutes,




and half hourly for the duration of the storm event.
                                   -44-

-------
     During the one storm event sampled at Portland, river conditions




(swift current and rising level) hampered river sampling since the only




access to the river sites was by boat.  Due to the turbidity of the run-




off, flow measurements were unsuccessful.  The quantity and color of the




solids in the runoff masked the dyes used as flow-timing indicators.  The




storm drains were partially clogged in several locations so that velocity




markers could not be used.  A second storm could not be sampled at this




site due to a prolonged dry spell, followed by the beginning of cold




weather and freezing conditions.








     3.2.4.3  Analytical Procedures




     Analysis of samples for pH, sulfate and alkalinity was performed on




site in a field laboratory  to  guard  against  the  effects of sample de-




gradation.  Where extreme values were noted, the samples were returned




to  the chemical laboratory in Wethersfield, Connecticut for further




analysis.  Samples were also returned to this laboratory for analysis




of  total dissolved and suspended solids, acidity, total iron, aluminum,




and manganese.  Sulfate samples which required large dilutions were




also returned to the laboratory.  All samples were preserved by appro-




priate means for transportation as shown in Table 3-7.




     For analysis of alkalinity, appropriate sample aliquots were ti-




trated with standard 0.02 N sulfuric acid using methyl orange as an




indicator.  The titration is complete at a pH of 4.0.  For samples with




pH values of less than 4.0, acidity titrations were performed on appro-




priate aliquots with standard 0.1 N sodium hydroxide as the titrant to
                                   -45-

-------
                                                TABLE 3-7

                                    PRESERVATION AND ANALYTICAL METHODS
                                         USED  FOR  SAMPLE ANALYSES
Parameter
PH
Total Dissolved Solids
Total Suspended Solids
Sulfate
Alkalinity /Acidity
Total Iron
Total Aluminum
Total Manganese
Preservative
None
Cool to 4°C
Cool to 4°C
Cool to 4°C
Cool to 4°C
HN03 to pH <2
HN03 to pH <2
HN03 to pH <2
Concentration
Technique
None
None
None
None
None
Evaporation
Evaporation
Evaporation
Analytical Method*
Determined on site;
Electrometric
Filtration; Evaporation;
Gravimetry
Filtration; Gravimetry
Turbidimetry
Titrimetry
Atomic Absorption;
Air-Acetylene Flame
Atomic Absorption; Nitrous
Oxide-Acetylene Flame
Atomic Absorption;
Air-Acetylene Flame
Limit of
Detection
0.1
0.1 mg/1
0.1 mg/1
0.5 mg/1
1 mg/1
0.05 mg/1
0.2 mg/1
0.012 mg/1
* Analyzed in accordance with procedures  described  in  Standard Methods for
  the Examination of Water and Wastewater,  14th edition, APHA, AWWA, WPCF, 1975.

-------
a pH of 8.3.  Because samples analyzed for acidity were highly colored,




measurement by pH meter was used  to identify the endpoint.




     The turbidimetric method was used to determine sulfate concentra-




tions.  Standard curves were generated daily from known sulfate concen-




trations.  Upstream and downstream samples posed no unusual problems.




Direct runoff samples, however, were  found to have high sulfate concen-




trations.  For these samples large dilutions were necessary to make sam-




ples fall within a workable range.  The  runoff  samples from both sites had




high color and turbidity  backgrounds.  Turbidity measurements were made




prior to the development  of the barium sulfate  suspension and this back-




ground value was subtracted from  the  value after the barium suspension




formed.




     Total dissolved and  total suspended solids were determined by fil-




tering an appropriate sample aliquot  through a  tared Gooch crucible con-




taining a standard Reeve  Angel type 934  AH glass fiber filter disc.




Weighing of the material  remaining on the filter disc after drying at 103°C




is  a measure of total suspended solids.  The filtrate is placed in a tared




evaporating dish.  The material remaining in the dish after evaporation




and drying at 103°C is a  measure  of the  dissolved solids.  No significant




problems were encountered in performing  this analysis.




     In order to determine total  iron, aluminum and manganese, it was ne-




cessary to concentrate the samples.   Concentration factors varied from




two to four depending on  the nature of the sample.  The concentration was




accomplished by digestion using nitric acid.  Measurement was made by




atomic absorption spectrophotometry using an air-acetylene flame for iron
                                   -47-

-------
and manganese and a nitrous oxide-acetylene flame for aluminum.  Standard




curves were generated with each series of analysis by using known concentra-




tions of the appropriate metal.




     For the most part pH was determined on site.  In instances where time




was a limiting factor, the samples were returned to the laboratory for




analysis.  Before pH measurements were made, the meter was standardized




using three buffers of pH = 4.01, 7.00, and 9.18.




     Dustfall samples were collected daily from a measured ground area.




These samples were returned to the laboratory for analysis of leachable




material.  Each sample was first weighed to determine the total particulate




of dustfall.  The samples were then leached in a measured amount of dis-




tilled-deionized water by constant rotation over a seventy-two hour period.




The resulting water solution after filtration was analyzed for pH, total




dissolved solids, sulfate, total iron, manganese and aluminum.  The




analysis was then conducted in the same manner as that described for the




water samples.  With the exception of pH, results were reported as per-




cent dry weight leachable material of the entire dustfall sample.








     3-2.4.4  Quality Control of Analytical Work




     At the time of collection each sample was assigned a unique identifi-




cation number which referred to the sampling location, the day sampled and




the time.  An inventory of all samples plus the required analysis was then




prepared for submission of the set of samples to the chemical  laboratory.




The supervisor of the chemical laboratory received all samples for  analysis,




and checked to insure agreement between the actual sample bottles and  the
                                   -48-

-------
accompanying  inventory log.   The supervisor then assigned an analysis number




to the  set  of samples  and scheduled the samples  for work-up  by  laboratory



chemists  and  technicians.




     Once analysis  of  the samples was completed,  all final results  and




raw data  were returned to the supervisor who reviewed them for  accuracy.




The supervisor then selected, at random, ten percent of  the  set of  samples




for re-analysis and returned them to the laboratory.   Final  results and




raw data  were again returned to the supervisor for  review and comparison




with previous results  for reproducibility.   The  supervisor then reported




all final results to the project manager.   A file is maintained in  the




office  of the chemical laboratory supervisor which  contains  all pertinent




data for  the  specific  project such as final results,  calculations and pro-



ject memorandums.




     Field  analysis data were handled in much the same manner.   They were




returned  to the chemical laboratory for review for  accuracy.  Where




possible, the supervisor submitted to the in-house  laboratory ten percent




of the  samples analyzed  in the field for repeat analysis  in  order to




determine reproducibility.   The supervisor  then approved  the field results




for use by  the project manager.




     All  water and  wastewater analyses  were performed according to pro-




cedures described in Standard Methods for the Examination of Water and




Wastewater. 14th edition,  APHA,  AWWA, WPCF,  1975  and Methods for Chemical




Analysis  of Water and  Wastes,  Methods Development and Quality Assurance




Research  Laboratory, U.  S. Environmental Protection Agency,  1974.
                                   -49-

-------
     An inventory file is maintained by the chemical laboratory super-

visor of all instrumentation in the laboratory.  This file documents

instrument performance and contains such information as manufacturer,

installation date and serial number.  Instrument servicing is documented

in  this file, including date of the service call, who performed the

service and how the problem was corrected.  For analytical balances,

this file serves to document annual service to insure performance within

manufacturer's specifications.  Balance files also record calibration by

weight traceable to the National Bureau of Standards.

     Each time an analysis is run, a standard curve is generated for in-

strument calibration.  For atomic absorption work a copy of each curve

is  kept with the instrument to indicate possible trends in instrument

performance such as hollow cathode lamp deterioration.  Copies of all
                                                        !
standard curves are also kept in the appropriate project file along with

the raw data.

     The laboratory maintains a supply of stock standard solutions for

dilution on a daily basis as needed.  Stock standard solutions are

clearly labeled with date of preparation, concentration and discard dates.

     Monitoring the laboratory's performance is accomplished in several

ways.  Periodically during the course of the year, TRC requests from the

Regional Quality Control Coordinator, U. S. Environmental Protection

Agency, reference samples from any of the following series:  nutrient

analyses, demand analyses, mineral analyses, mercury analyses  or  trace

metals analyses.  Once received, these samples are analyzed along with

any set of similar samples presently in-house.  Results are compared
                                   -50-

-------
with quoted concentrations  for  accuracy  and  corrective action is taken



when necessary.




     As part of maintaining an  approved  Public  Health Laboratory license




with the Connecticut  State  Department  of Health,  TRC is  required to




participate in its  proficiency  test  program.  This  consists of periodic




mailings of reference samples similar  to those  described above which must




be analyzed within  a  specified  period  of time.  Results  are returned to




the state  laboratory  for statistical analysis.  A representative from the




State Department  of Health  also inspects the facility on an annual basis.




The laboratory condition is documented and this record is kept on file at




the Health Department with  a copy sent to the laboratory supervisor at TRC,








     3.2.5 Results of Field Survey




     Despite the  less than  desirable amount  of  storm activity at Warren




and Portland, enough  data were  collected to  show  some interesting effects.




From the analyses of  the coal pile runoff and receiving  waters during




dry and wet weather,  some general characterizations can  be made.




     The laboratory analyses of the  field data  during dry and wet periods




at all sampling stations show a broad  range  of  values.   These ranges




of values  were substantial  enough to mask any apparent relationships be-




tween sites and sampling locations.  Several statistical summaries




have been  prepared  for selected pollutants during dry and wet periods




at the two sampling locations in the receiving  body.  These  summaries




included arithmetic means,  standard  deviation,  coefficients  of varia-




tion and best estimates of  variance  to provide  the  statistical basis  for
                                    -51-

-------
 comparisons of results.  These tests were performed within 95% confi-

 dence  limits  for  the  selected pollutants of  interest.  The 95% confi-

 dence  limits  were defined  as:
 where:
      X  =   arithmetic mean  of data set with n elements

      t  =   percentile of  the  't1 distribution at v  degrees  of  free-
            dom and  (1 - a)  confidence limits

     S2  -   best estimate  of sample variance of n elements in data set.
      The calculations were  done using two-tailed  tests with  non-detected

 values distributed  proportionally between  0 and the  limit  of detection

 for the specific  pollutant.   It was assumed that  the distribution of

 the data was approximately similar to a normal distribution.  A plot

 of  several sets of  data on normal probability coordinates  confirmed

 this  assumption.

      Runoff data  are presented as time averages and no attempt was made

 to  evaluate them  statistically.

      Reliable river dissolved oxygen data were not obtained  at either

 site.  Equipment malfunction and defective sensors were the  primary

 cause of the problems at both sites.
                                           i


     3.2.5.1  Warren Station Data

     Table 3-8 shows the range of pollutant concentrations at the vari-

ous sampling locations at the Warren Station.  The most significant
                                   -52-

-------
                                                         TABLE  3-8



                                RANGE OF POLLUTANT CONCENTRATION AT THE  SAMPLING LOCATIONS

                                AT WARREN  STATION OF PENNSYLVANIA ELECTRIC  CO., WARREN,  PA

                                               AUGUST"-  SEPTEMBER, 1976
i
Ul
u>
I
Pollutant
Total Suspended
Solids
Total Dissolved
Solids
Iron
Aluminum
Manganese
Sulfate
Total Alkalinity
@ CaCOa
Total Acidity
@ CaCOs
pH
RANGE OF POLLUTANT CONCENTRATIONS, mg/1
Upstream
Dry
1-21
100 - 170
.14 - .40
N.D.1
.013 - .090
11 - 20
38 - 48
-
6.77 - 7.80
Wet
2-5
60 - 130
.09 - .17
N.D.1
.025 - .040
12 - 17
38 - 42
-
6.60 - 6.76
Downstream
Dry
1-11
80 - 180
.06 - .34
N.D.1
N.D.2- .040
11 - 22
36 - 45
-
6.77 - 7.60
Wet
2-12
-
.09 - 1.03
N.D.1 - 26.6
.030 - .060
12-24
40 - 41
-
6.36 - 6.87
Coal Pile Discharge Pipe
Dry
12 - 19000
2300 - 21700
160 - 23500
20 - 1800
2 - 100
90 - 57000
-
200 - 38000
1.48 - 3.37
Wet
1700 - 13000
2300 - 115000
700 - 1400
70 - 100
9-15
1600 - 2700
-
1900 - 2900
2.35 - 3.36
                   1None detected,  <0.2 mg/1



                   2None detected,  <0.012 mg/1

-------
observation is that the pollutants in the coal pile discharge pipe are




more concentrated during dry weather (leachate) than wet  (runoff), as




would be expected.




     The downstream pH values do appear lower under both wet and  dry




sampling conditions.  More data are necessary to establish a cause and




effect relationship between runoff and pH behavior in the river.




     Table 3-9 presents the mean concentrations with 95% confidence




limits for selected pollutants in the receiving body.  These data show




the extreme variability in the measurements made upstream and downstream.




Generally, the upstream and downstream sites appear to have similar pol-




lutant concentrations but a more detailed analysis was made using Student's




't1 and the 'F1 distribution tests.




     Table 3-10 shows the results of the 't1 and 'Ff tests for  comparisons




of data from the upstream and downstream sites during dry and wet periods.




The data used in 't' and 'F1 tests can be found in Appendix A  (Table A-l).




There is no statistical difference between mean pollutant concentrations




at the upstream and downstream sites during dry weather.  The sample vari-




ances for TSS and Fe during the dry period at both sites were statistically




different.




     Student's 't' tests were also performed using 60% confidence limits




since no trends appeared using the 95% confidence limits.  Comparisons  of




the 't' test results did show for 60% confidence limits:  Statistically




significant difference between upstream-'dry' and upstream-'wet', downstream-




'dry1  and downstream-'wet', downstream-'wet' and upstream-'wet1 for  a major-




ity of the pollutants.  The statistically significant differences in these
                                   -54-

-------
                             TABLE  3-9

                MEAN  POLLUTANT CONCENTRATIONS WITH 95%
             CONFIDENCE  LIMITS IN THE ALLEGHENY RIVER AT
       WARREN STATION OF PENNSYLVANIA ELECTRIC CO., WARREN PA
                   AUGUST - SEPTEMBER, 1976


Pollutant
TSS
SOtt
Fe
Mn
Alk
POLLUTANT CONCENTRATION, mg/1
Upstream
Dry
8.11 ± 2.26
13.89 ± 0.84
0.23 ± 0.02
0.028 ± 0.005
41.65 ± 0.85
Wet
7.25 ± 3.18
15.09 ± 0.94
0.12 ± 0.03
0.032 ± 0.003
40.33 ± 0.94
Downstream
Dry
4.13 ± 2.04
13.83 ± 1.45
0.21 ± 0.09
0.023 ± 0.005
39.33 ± 0.89
Wet
5.50 ± 2.71
16.65 ± 2.25
0.39 ± 0.27
0.043 ± 0.012
40.30 ± 0.34
95% confidence limits = x ± t.
     JF
i,.025lln
                                -55-

-------
                            TABLE 3-10

COMPARISONS OF MEAN VALUES & VARIANCES WITHIN 95% CONFIDENCE LIMITS
 AT UPSTREAM & DOWNSTREAM SITES DURING DRY & WET SAMPLING PERIODS
                       WARREN, PENNSYLVANIA
                     AUGUST - SEPTEMBER, 1976
Pollutant

TSS
S04
Fe
Mn
Alk
1
Ui
T TSS
SOi*
Fe
Mn
Alk

TSS
SOv
Fe
Mn
Alk

TSS
SOi,
Fe
Mn
Alk
Degrees of
Freedom

50
44
52
51
65

16
19
17
18
17

45
37
43
44
50

21
26
26
25
32
t Test

7.47
3.06
0.138
0.015
2.59

8.45
4.57
0.495
0.019
1.86

9.26
2.91
0.086
0.017
3.81

6.71
4.96
0.42
0.0202
2. SO
Difference
Between
Means
U P S T R E A
3.98
0.06
0.02
0.005
2.32
U P S T R E A
1.75
1.56
0.27
0.011
0.03
U P S T R E A
0.86
1.20
0.11
0.004
1.32
D 0 W N S T R
1.37
2.82
0.18
0.0200
0.97
Is Difference
Between Means
Significant?
M DRY - DO
No
No
No
No
No
M WET - DO
No
No
No
No
No
M WET - UP
No
No
Yes
No
No
E A M WET -
No
No
No
Marginal
No
Critical 'f for
95% Confidence
WNSTREAM DRY
2.69
2.53
2.416
2.422
2.173
WNSTREAM WET
4.82
3.96
4.36
4.72
4.10
STREAM DRY
2.50
2.57
2.52
2.42
2.44
DOWNSTREAM D
3.38
2.98
3.01
3.10
2.73
'F1 Ratio

3.38
0.55
0.12
2.00
1.72

1.88
0.196
0.011
0.10
6.52

0.43
0.41
0.33
0.10
0.20
R Y
0.77
1.16
3.62
2.00
0.05
Is Difference
Between Variances
Significant?

Yes
No
Yes
No
No

No
Yes
Yes
Yes
Yes

No
No
No
Yes
Yes

No
No
Yes
No
Yea

Upstream >

Upstream <




Upstream <
Upstream <
Upstream <
Upstream >




Wet < Dry
Wet < Dry



Wet > Dry

Wet < Dry

Downstream

Downstream




Downstream
Downstream
Downstream
Downstream
.

-------
data are mitigated by the comparisons of upstream dry and downstream dry




data which show unexpected differences  for TSS, Mn and alkalinity.  A




summary of these comparisons  is  given in Appendix A, Table A-3.




     Table 3-11 shows the characteristics of  the coal pile leachate during




the dry weather sampling.  The site  layout with the drainage ditch and




pipe facilitated collecting leachate samples.  These data show that the




leachate is concentrated and  extremely  acidic.  The flow rate was very




low and no effect on  the river was detected.  The total suspended and




dissolved solids concentrations  seem to be dependent upon the length of




time since the previous rain.  As  this  time increases, the concentrations




decrease.  The color  of the leachate remained amber during the dry period.




     Table 3-12 shows the rainfall event data collected at Warren,




Pennsylvania.  Other  than suspended  and dissolved solids, the pollutant




concentrations were fairly consistent between the two storms.  Since




the first storm was a short-term, moderately  intense cloudburst, it was




not possible  to collect samples  quickly enough to show any immediate




effect of the runoff  on the river.   From this storm it was verified that




the plug locations for sampling  the  surface runoff were adequate.  The




second storm  lasted much longer  and  provided  the bulk of data for the




data evaluation and conclusions.




     Table 3-13 presents the  characteristics  of  the coal pile runoff




and the surface runoff from the  access  road during  the second storm event.




At the start  of the storm, the "first flush"  effect with its higher




pollutant concentrations can  be  seen.   These  values generally de-




clined through the rainfall period.  Some perturbations do appear
                                    -57-

-------
                        TABLE 3-11

    CHARACTERISTICS OF COAL PILE LEACHATE-DRY WEATHER
AT WARREN STATION OF PENNSYLVANIA ELECTRIC CO., WARREN, PA
                  AUGUST - SEPTEMBER, 1976
1
Ul
GO
1


Date
8/25/76
8/27/76
9/16/76
Hours Since
Last Rain
250
17
505
Pollutant Concentration, mg/1
TSS
200
18,700
12
TDS
40,000
82,600
21,700
SOit
57,000
45,000
25,000
Fe
23,500
14,000
9,700
Al
1,800
1,400
1,100
Mn
100
70
70
Acidity
18,000
27 ,000
37,600
PH
2.4
2.1
1.5
Discharge Flow Rate
1pm (gpm)
1.5 (.39)
1.5 (.39)
1.4 (.39)

-------
                                                       TABLE  3-12

                                         CHARACTERISTICS  OF  RAINFALL EVENTS
                              AT WARREN  STATION  OF  PENNSYLVANIA ELECTRIC  CO.,  WARREN,  PA
                                               AUGUST  - SEPTEMBER,  1976
i
Ui
vo
i
! !
i i
1 Site . Storm
;
Warren


1
8/26/76
i
i Total
Elapsed Time Precipitation
min cm (in)
20 , 2.8 (0.11)
i
i
}
2
9/17/76
430 8.9 (0.35)
l ':
POLLUTANT CONCENTRATION, mg/1 1
TSS
0.9
i
TDS ! S04 Fe
1679.
l
I
1.5 I 11.
i
i
14.9 21.5
i
i
i
•
12.4 . 19.8
t
\
Mn
0.275

Al pH !
!
3.18 | 3.90 j
i

0.304' 2. 71 i 4.15 j
i

-------
                                                         TABLE 3-13

                                      CHARACTERISTICS OF COAL PILE & ACCESS ROAD RUNOFF
                                                DURING SECOND STORM EVENT AT
                                   WARREN STATION OF PENNSYLVANIA ELECTRIC CO., WARREN, PA
                                                      17 SEPTEMBER 1976

TIME


1000 - 1015 - Rain Start
1015 - 1030
1030 - 1045
1045 - 1100
1100 - 1115

1115 - 1130
1130 - 1200
1200 - 1230
1230 - 1300
1300 - 1330
1330 - 1500 - Rain End

POLLUTANT (mg/1)
COAL PILE RUNOFF

TSS
9800
4200
6400
11400
5000

1700
1400
1600
1700
1700
23000

TDS
4600
3300
2400
2400
2500

3700
3800
3100
3000
-
500
SO,
2300
2300
1600
1800
2100

2100
2700
1700
1000
-
200
FE
900
-
700
1400
700

500
-
300
200
-
-

AL
100
-
90
70
80

-
-
-
-
-
-

MN
40
-
10
10
10

-
-
-
-
-
2

ACIDITY
3200
2600
3100
2000
2200

2900
-
-
-
-
500

DISCHARGE
FLOW RATE
1pm (gpm)
22 (5.8)



20 (5.3)


20 (5.3)



17 (4.5)

AVERAGE SURFACE RUNOFF

TSS
11200
1400
4900
4400
3700

3000
1100
3100
1700
1500
2300

TDS
2800
900
900
600
500

400
600
700
700
-
1400

SO k
1000
600
500
900
400
FE
100
i
200
200
-
300

200 j 200
600
500
-
-
1000

-
200
-
-
400
AL
100
40
30
40
50

-
-
40
-
-
70
MN ' ACIDITY
10 1700
5 -' 600
4 ; 600
5 j 500
5 ! 300
.'
- i 100
- ! 500
7 : 500

1
6 : 1000

o
I

-------
since the rain did not  fall  at  a  constant  rate  throughout the day.  All




measured pollutant values  are lower  during rain than  during dry periods.




When a comparison of  the data in  Tables  3-11  and 3-13 is made, it appears




that water stored in  the coal pile solubilizes  various impurities in




the coal and  leaks out  very  slowly.   Rainfall washes  out the stored water




within the pile, thus greatly diluting the impurities.




     It was noticed that,  in comparing the coal pile  runoff with the dry




weather leachate, the mass loading per unit time of all pollutants except




suspended solids, is  greater during  the  dry period.   A closer examination




of this behavior is warranted.




     The surface runoff shows much similarity with the coal pile runoff




as the contaminant levels  decreased  through the storm's duration.  Black




granular material was observed  on the access  road and runoff surfaces




during the field work and  the data do indicate  the presence of similar con-




taminants as  in the coal pile runoff. The coal pile  and surface runoff




responded very quickly  to  rainfall intensity.  The ground around the coal




pile and the  surface  runoff  areas had a  very  low porosity, practically zero.




Within minutes after  the rain stopped, the runoff declined to zero and the




coal pile discharge returned to its  prior  appearance  and flow rate.




     The 't1  and  'F'  tests presented in  Table 3-10 show no statistically




significant effect of runoff on the  river. However,  in the case of




sulfate, iron, manganese and alkalinity, the  sample variances were sig-




nificantly different.  In  the cases  where  differences were noted, except




for total alkalinity, the  upstream sample  variance was lower  than down-




stream.  This difference is  partly related to the sampling locations.
                                    -61-

-------
Although both locations were as representative of the river's cross-




section as could be determined, it is likely that the downstream site




contained a greater number of anomalies.  The river was very wide at




this  point with a greater probability for peculiarities in flow pat-




terns due to the delta formation, rapids and the large island just up-




stream of the site.




      In a comparison of each river site during the wet and dry periods,




the data show only two statistically significant differences.  At the




upstream site the data indicate a difference in the mean concentration




of iron.  The dry period had much higher concentrations than the wet




period.  There was a marginal difference in manganese concentrations




during wet and dry periods at the downstream site.  In comparing these




'wet'  versus 'dry' variances with upstream versus downstream variances,




it can be seen that they are partly the result of differences in the




characteristics of each site as well as differences created by the rain-




fall  events.








      3.2.5.2  Portland Station Data




     Table 3-14 shows the range of values for each pollutant at the




Portland Station sampling sites.  These ranges are similar to those




measured at the Warren Station sites.  They commonly vary by up to an




order  of magnitude.




     The pH values during the short sampling period at Portland appear




to cover a higher range downstream from the plant contrary to pH values




observed at Warren.
                                   -62-

-------
                                                  TABLE  3-14

                          RANGE OF  POLLUTANT CONCENTRATION  AT  THE  SAMPLING  LOCATIONS
                         AT  PORTLAND  STATION OF  METROPOLITAN EDISON  CO.,  PORTLAND,  PA
                                                 OCTOBER 1976
Pollutant
Total Suspended
Solids
Total Dissolved
Solids
Iron
Aluminum
Manganese
Sulfate
Total Alkalinity
@ CaCO 3
Total Acidity
@ CaCO
pH
RANGE OF POLLUTANT CONCENTRATION, mg/1
Upstream
Dry
3-33
43 - 72
.18 - 2.0
N.D1- .63
.03 - .14
10 - 18
12 - 25
-
6.2 - 6.8
Wet
10 - 20
62 - 89
.18 - .45
N.D.1
N.D?-. 03
9-22
16 - 19
-
6.5 - 6.8
Downstream
Dry
2-43
38 - 71
.18 - 1.4
N.D.1- 1.25
.01 - .18
5-12
12 - 21
-
6.3 - 7.2
Wet
4-11
46 - 67
.18 - .63
N.D.1
N.D.- .03
5-11
16 - 20
-
6*6 - 7.2
Coal Pile Runoff
Dry
-
-
-
-
-
-
-
-
-
Wet
220 - 3800
600 - 7500
18 - 400
2.75 - 88
3.75
380 - 6000
-
300 - 4600
2.35 - 3.10
Fly Ash Pile Runoff
Dry
-
-
-
-
-
-
-
-
-
Wet
840 -15200
730 - 2500
73 - 245
63 - 200
.03 - 25
100 - 1600
-
11 - 800
2.72 - 3.06
xNone detected, < 0.2 mg/1
2None detected, < 0.012 mg/1

-------
     Table 3-15 shows the 95% confidence limits for the upstream and

downstream sites during dry and wet periods.  As was true with the

Warren sampling data, most of the Portland data at each river sampling

site seems to be similar during both the 'dry' and 'wet' sampling periods.

A comparison of Portland data with Warren data indicates that the Delaware

River at Portland has higher suspended solids, iron and manganese, but

lower alkalinity and similar sulfate.

     Student's 't' and 'F' distribution tests of significance were performed

to establish any apparent relationships between sites and sampling loca-

tions (see Table 3-16).  The tests were based on the data shown in Appendix

A (Table A-2).

     As expected, the 't1 and 'F' tests on the dry weather data show no

significant differences between means or variances at upstream and down-

stream sites.  The sample variances at Portland were noticeably greater

than at Warren, due possibly to the smaller sample size at Portland.

The intrinsic characteristics of each river's behavior, as well as the

sampling techniques used, are also undefined contributors to the sample

variance.

     Student's t't tests using 60% confidence limits were also performed

on the Portland data since no trends appeared using the 95% confidence

limits.   The 't'  test results using 60% confidence limits showed:


     1.   Statistically significant differences between downstream
         'dry' and downstream 'wet' (all five pollutants), up-
         stream 'dry' and upstream 'wet' (three pollutants), up-
         stream 'wet' and downstream 'wet'  (three pollutants).

     2.   No statistically significant differences between upstream
         'dry' and downstream 'dry' except for
                                    -64-

-------
                  TABLE 3-15

MEAN CONCENTRATIONS WITH 95% CONFIDENCE LIMITS
FOR SELECTED POLLUTANTS AT THE PORTLAND STATION
   OF METROPOLITAN EDISON CO., PORTLAND, PA
                 OCTOBER  1976


Pollutant
TSS
SO it
Fe
Mn
Alk

POLLUTANT CONCENTRATION, mg/1
Upstream
i
Dry Wet
12.72 ± 4.86 13.54 ± 5.91
12.86 ± 1.31 14.25 ± 6.12
0.56 ± 0.22 0.30 ± 0.10
0.051 ± 0.016 0.020 ± 0.010
16.07 ± 1.82 ! 17.60 ± 1.42

Downstream
Dry
11.66 ±6.96
10.10 ± 1.10
0.56 ± 0.18
0.055 ± 0.020
15.59 ± 1.26

Wet
7.39 ± 2.20
8.15 ± 1.31
0.43 ± 0.21
0.016 ± 0.006
16.38 ± 0.43

                       -65-

-------
                             TABLE 3-16

COMPARISONS OF MEAN VALUES & VARIANCES WITHIN 95% CONFIDENCE LIMITS
 AT UPSTREAM & DOWNSTREAM SITES DURING DRY & WET SAMPLING PERIODS
                         PORTLAND STATION
Pollutant

TSS
SO 4
Fe
Mn
Alk

TSS
SO
Fe
Mn
Alk

TSS
SO
i*
Fe
Mn
Alk

TSS
SO
it
Fe
A.1V.
Degrees of
Freedom

27
35
37
36
29

11
16
16
16
11

16
20
22
21
17

22
31
31
31
23
t Test

17.48
3.32
0.55
0.05
4.20

9.82
7.34
0.631
0.044
2.22

17.40
7.02
0.791
0.058
6.52

20.29
3.38
O.S68
O.O55
3.79
Difference
Between
Means
U P S T R E
1.06
2.76
0
0.004
0.48
U P S T R E
6.15
6.10
0.13
0.004
1.22
U P S T R
0.82
1.39
0.26
0.031
1.53
D 0 W N S T R
4.27
1.95
0.13
O.O39
0.79
Is Difference
Between Means
Significant?
AM DRY - DOWN
No
No
No
; NO
No
AM WET - DOWN
No.
No
No
No
No
EAM WET - UPS
No
No
No
No
No
EAM WET - DOW
No
No
No
No
No
Critical 'f for
95% Confidence
STREAM DRY
2.96
2.62
2.53
2.55
2.86
STREAM WET
5.52
4.12
4.04
4.04
5.52
TREAM DRY
4.12
3.73
3.44
3.50
4.00
NSTREAM DRY
3.29
2.72
2.73
2.73
3.22
'F1 Ratio

0.378
1.18
1.21
0.50
1.65

3.26
5.16
0.091
1.00
4.81

0.350
3.76
0.052
0.100
0.131

0.041
0.861
0.688
o.os
O.O45
Is Difference
Between Variances
Significant?

No
No
No
No
No

No
Yes Upstream > Downstream
Yes Upstream < Downstream
No
No

No
Marginal Dry < Wet
Yes Dry > Wet
Yes Dry < Wet
No

Yes Dry > Wet
No
No
Yes Dry > Wee
Ve0 Dry >• Wee

-------
A comparison of the  't1  test  results with  60%  and  95%  confidence  limits  is

shown in Appendix A, Table A-3.


     Based on  these  results,  there  is  some justification  that  runoff  from

the Portland plant was having an  effect  on the TSS levels  and  the alkalinity

of the river.  The alkalinity decreased  indicating that the  acidic runoff

was having an  effect.  However, TSS concentration  was  lower, probably due

to the cooling water discharge rather  than the storm runoff.

     The parameters  associated with the  single rain event  at Portland are

presented in Table 3-17.  The rain  at  Portland had noticeably  lower con-

centrations of iron, manganese and  aluminum than at Warren.  Other para-

meters were similar  between  the two sites.

     When compared with  the  Warren  data, the coal  pile runoff  has sub-

stantially lower concentrations of  pollutants  (see Table  3-18).  In part,

this is the result of  the different sampling procedures required at each

site as determined by  the site layout.  At Warren, the entire  runoff

from the coal  pile was intercepted  by  a  drainage ditch.  At  Portland,

only a small portion of  the  total runoff was captured  from a coal pile

that was much  farther  from  the sampling  location.   Collection  of samples
                                                           \
had to be made near  the  surface drain  since the terrain near the pile

was uncertain  and the  survey objective was to  examine  only the portion

draining to the river.   It  is also  possible that the distance  between

the coal pile  and the  surface drain allowed the soil to filter pollutants


out of the runoff.

     Compared  with Warren,  the response  of runoff  flow at Portland was

much slower (i.e., there was  a greater time lag) with  respect  to  the

rainfall intensity.  The runoff did have sufficient force to transport
                                    -67-

-------
                                                        TABLE 3-17

                                         CHARACTERISTICS OF THE RAINFALL EVENT AT
                                PORTLAND STATION OF METROPOLITAN EDISON CO.,  PORTLAND,  PA
                                                    20 OCTOBER 1976
00
Site
' Portland

Storm
10/20/76

Elapsed Time
min
810

Total
Precipitation
mm (in)
39.2 (1.55)

POLLUTANT CONCENTRATION, mg/1
TSS
2.

TDS
102

SO
9.7

Fe
0.18

Mn
ND1

Al
ND2

pH
5.70

                          Detected,  < 0.012 mg/1
                    2None Detected,  < 0.2 mg/1

-------
                                                      TABLE  3-18

                                   CHARACTERISTICS OF  COAL PILE &  FLY ASH AREA RUNOFF
                                    DURING THE RAINFALL EVENT AT PORTLAND STATION OF
                                        METROPOLITAN EDISON  CO., PORTLAND, PA
                                                    20 OCTOBER 1976
V£>
I
TIME
0700 - 0730
0730 - 0800
0800 - 0830
0830 - 0900
0900 - 1000
1000 - 1100
1100 - 1200
1200 - 1300
1300 - 1400
1400 - 1500
1500 - 1700
1700 - 1830
POLLUTANT (mg/1)
COAL PILE RUNOFF
TSS
240
300
350
-
230
280
-
-
1700
2200
2200
3800
TDS
-
-
500
600
600
3400
-
-
4200
7500
4800
4300
SOit
-
-
500
500
400
2000
-
-
-
6000
-
2600
FE1
20
40
-
60
80
400
-
-
300
-
200
400
AL1
8
19
-
15
15
50
-
-
30
-
50
90
MN1
0.4
0.8
_
0.6
0.5
1.8
-
-
1.6
-
2.5
2.5
ACID-
ITY
290
300
-
370
300
2400
-
-
-
4600
-
2600
FLY ASH AREA RUNOFF
TSS
200
400
-
-
800
1200
6600
-
-
14000
2300
1200
TDS
200
400
-
-
1300
1700
2200
-
-
1800
1000
800
SOit
100
200
-
-
-
1100
1400
-

1200
FE

-
-
-
-
100
200
-
-
200
800 150
700
-
AL
—
-
-
-
-
60
140
—
-
200
60
-
MN
—
-
-
-
-
2.3
1.3
-
-
0.2
1.2
-
ACID-
ITY
10
200
-
-
400
700
900


500
600
500
            LConcentrations as entering the river

-------
quite large (1-5 mm) particles.  Plug sampling replaced automatic sampling




after the sequential samplers became inoperative from being jammed with




these particles.  The plug collectors, even with screen covers, did




collect some of the push-along particles that the sequential sampler did




not.  This could explain the change of pollutant concentrations at 1000




hours.  The large particles were removed from the sample within a few




hours prior to returning the samples for analysis, but their partial dis-




solution could explain the increase in concentrations.  There is also the




possibility that rainfall intensities, with their effect of washing out more




of the soluble material, could have caused this increase.  The fly ash pile




area released much higher concentrations of suspended and dissolved




solids into the river than the coal pile runoff released.  Acidity,




sulfate, and metals concentrations were lower.  The flow from the coal




pile and the fly ash storage area could not be quantified with any success.




If the study had continued for another rain event, semi-permanent weirs would




have been installed to eliminate this problem.




     As indicated in Table 3-16, the runoff from the coal pile and fly ash




area did not have any measurable effect on the river.  Statistically, there




was no measured difference at either site during the wet and dry sampling




periods.  These observations must be mitigated by the small sample size




as well as statistically significant differences in the sample variances.




     The sample variances at Portland, except for dry weather comparisons,




are statistically different for each of the compared sample sets.  There




is no apparent consistency to these differences with respect to pollutant,




site, or sampling condition.  It can be concluded that a rain event  does
                                   -70-

-------
introduce an additional degree of variability to the data.  The Portland




'dry' data shows no difference in variance between samples taken at the




two sampling sites.  This does contrast with the Warren  'dry1 data which




did have some variances.  It is inferred that the sampling location is




another factor affecting the Warren data but not the Portland data, where




the river flow pattern was  less complex.  The sample variances are similar




at Warren and Portland for  each pollutant with few exceptions, despite the




slight differences in sample size.  Total suspended solids and iron seem




to have the greatest degree of variation at both sites under the different




sampling conditions.




     The Warren and Portland Station data do not show any coal pile runoff




impact on the river.  It appears sample sizes may be too small to indicate




a definitive conclusion of  the runoff effects at either Warren or Portland.




The data certainty can be improved with a larger data base and some im-




provement in sample variances.








3.3  Model Development




     Prior to the work described in this report, a mathematical model




had not been developed to quantify and qualify stormwater runoff and to




determine the impact of such runoff on receiving waters  for specific




industries, with the exception of agriculture and mining.  The objective




of this program was to develop such a mathematical model capable of quan-




tifying and qualifying non-point source industrial loadings and their im-




pact on receiving waters.   To increase model utilization, the model was to




be inherently flexible so that it could be applied to various types of




industry with only minor modifications.
                                    -71-

-------
     To effectively satisfy the above objective, existing mathematical




models were reviewed (Section 3.1.3) and the model best able to meet




the study objective with the least amount of modification was chosen for




development and adaptation.  The model selection, modification, development,




and testing program,and the results are discussed in this section.








     3.3.1 . Model Selection




     Of the ten models reviewed (Section 3.1.3), the simplest, most flex-




ible model requiring the least amount of modification with the capability




to quantify and qualify stormwater runoff from industry and to determine




the impact of such runoff on receiving waters was the Short Stormwater




Management Model^14) and Receiv Il(15) (SSWMM-RECEIV II).




     The Short Stormwater Management Model  (SSWMM) and Receiv II  (RECEIV




II) are both modified versions of the EPA-SWMM model.(16)  SSWMM, developed




by the University City Science Center in 1976, is a simplified version of




the runoff portion of the EPA-SWMM model, and RECEIV II, developed by the




Raytheon Company arid the EPA in 1974, is a modified version of the re-




ceiving water portion of the EPA-SWMM model.  When combined, SSWMM and




RECEIV II are capable of dynamically simulating both the quantity arid quality




of stormwater runoff and the impact of such runoff on the quantity and




quality of receiving waters including rivers, lakes, and estuaries.  The




user can define, with certain restrictions, the quality parameters which




he chooses to simulate.  Pollutant transport can be modeled by both  over-




land flow and sewer routing.  Dry weather flows can also be simulated.




The model is primarily designed to simulate individual storm  events  but




can be used to model multiple storm periods.
                                   -72-

-------
     Potential model application for both runoff and receiving water simu-

lation includes all industry categories  identified in this report; however,

model development and modification  is  required for any such application.

This includes modifying portions of both SSWMM and RECEIV II and inter-

facing SSWMM and RECEIV II.

     SSWMM model simulations of the quantity  of stormwater runoff are

adequate for specific industrial land  uses, but the quality simulations

are inadequate.  Presently, the quality  relationship is based on finite

source land utilization with all types of industry lumped into a single

industrial land use category.  Consequently,  it was necessary to develop

quality relationships and  pollutant accumulation and washoff character-

istics on a specific industry  basis.   RECEIV  II modifications were necessary

to enhance model definition which ensures the model's sensitivity to a

specific plant's point and non-point discharges.



     3.3.2  Detailed Model Description of SSWMM - RECEIV II

     The SSWMM - RECEIV II model as developed in this program consists of

the following four distinct programs:

     SSWMM  (Short Stormwater Management  Model Program)
     LNKPRG  (Link Program)
     SETUP/QUANTITY  (RECEIV II Quantity  Program)
     QUALITY  (RECEIV II Quality Program)

SSWMM simulates both the quantity and  the quality  of  stormwater  runoff.

LNKPRG interfaces SSWMM and RECEIV  II  (SETUP/QUANTITY and QUALITY),
while RECEIV II SETUP/QUANTITY simulates hydraulics  in  the  receiving

water and the impact of the stormwater runoff on these  hydraulics.
                                    -73-

-------
RECEIV II QUALITY simulates water quality in the receiving water and




the impact of the stormwater runoff on the quality of the receiving




water.  A complete model listing for each of the four programs is listed




in Appendix B.



     A descriptive flowchart for SSWMM - RECEIV II is presented in Figure




3-6.  As indicated in the flowchart, SSWMM - RECEIV II must be operated




in a SSWMM, LNKPRG, SETUP/QUANTITY, QUALITY sequence.  SSWMM, LNKPRG,




and SETUP/QUANTITY produce informational output files which serve as input




to the next program in the sequence.  QUALITY, the last program in the




sequence, does not generate an output file.  Input card decks are required




for SSWMM, LNKPRG, SETUP/QUANTITY, and QUALITY.  Results are printed out




for SSWMM, LNKPRG, SETUP/QUANTITY, and QUALITY.




     Detailed descriptions for SSWMM, LNKPRG, SETUP/QUANTITY, and QUALITY




are presented below.








     3.3.2.1  SSWMM (Short Stormwater Management Model Program)




     The Short Stormwater Management Model Program (SSWMM) is primarily




designed to simulate a storm event on a watershed, predicting both




quantity and quality of storm-generated discharges.  The analytical




framework used to describe the watershed includes both space and  time.




The spatial framework consists of discrete elements that are either




subcatchments (drainage areas within a watershed with overland  flow)  or




gutters (drainage ditches, pipes, manholes, and inlets, i.e., points of




runoff entry to receiving waters).  The temporal framework  (computational




timestep length) is user selected.
                                   -74-

-------
LNKPRG
Output
File
/
QUAN
Input
^

QUAN
>
1
fch

QUAN
Printout
^
          Fig.  3-6
  SSWMM - RECEIVII Flowchart
            -75-

-------
     SSWMM consists of a MAIN program and seven subroutines which are




briefly described below.  More detailed information can be found in the




SSWMM Documentation.(17)




     MAIN




     The MAIN program in SSWMM performs three specific functions:




1)  initialization, 2) control of computational loops, and 3) termination.




     1) Initialization is a three step procedure which is done both within




MAIN and in two of its subroutines.  The first step calls for SUBROUTINE




READIN, which reads all general input data and specific quantity data for




each element.  Next, all necessary variables and vectors must be set to




zero before the storm starts.  This is performed within MAIN itself.




Finally, SUBROUTINE QSHEDI is called to initialize all specific quality




data on each subcatchment.




     2) Computation of flow and pollutant routing is performed within




two major DO LOOPS:  a TIMESTEP loop and an ELEMENT loop.  For each time-




step every element calls its specific subroutines to calculate the quantity




and quality of discharges.  Subcatchments call SUBROUTINE WSHED to route




water off surfaces and SUBROUTINE QSHEDII to compute pollutant wash-offs.




Pipes and manholes call SUBROUTINE GUTTER to simulate the flow of water




through the sewer system and SUBROUTINE GQUAL to compute pollutant con-




centrations and mass loads.




     3) If the user wishes to combine sanitary sewage flow with wet weather




flow, SUBROUTINE DWF is called after stormwater routing has ended.  Other-




wise, the program terminates.
                                   -76-

-------
SUBROUTINE READIN

     The first subprogram called from MAIN is SUBROUTINE READIN.  Its

function is to read the following five classes of input data:


     1)  General Information about  the Simulated Basin, the Storm,
         and Output Options.

     If the user wishes to save any quantity and quality results on

file, he must specify, within  this  class  of information, the file name

and those elements he wants saved.

     2)  Specific Information  about the Storm

     This includes the length  of the storm (number of rainfall intervals),

and the rainfall intensity in  each  of these intervals.

     3)  Specific Quantity Parameters for Each Element

     Element connectivity, areas of subcatchments, pipe lengths and

diameters, flow widths and slopes are characteristics of this information.

     4)  General Quantity Parameters

     This class of information is common  to either pipes or subcatchments.

Manning's coefficients, storage depths, infiltration rates, and decay

coefficients are typical of this needed data.  Default values from SWMM

are often used for these variables.

     5)  General Quality Information

     Unlike the EPA SWMM model, SSWMM allows much flexibility with this

data.  The model can simulate  up to eight pollutants.  Previous to the

discretization methodology, one must first select eight major land uses

characteristic  of the entire  watershed.   (SWMM defaults its land uses.)

Upon doing so, eight dust and  dirt  loading rates  (estimated areas of

pollutant accumulation per land use) are  submitted as data.  It is also
                                    -77-

-------
necessary to choose eight pollutants that will be routed in the drainage




system.  The concentration of each of these in a typical catchbasin with-




in the region is then required as input, stored in a 1 x 8 vector.  The




concentration of these constituents on the watershed (mg pollutant/gin




of dust and dirt) is stored in an 8 x 8 matrix containing eight pollutant




concentrations for each of the eight land uses selected.




SUBROUTINE QSHEDI




     Prior to the storm, subroutine QSHEDI is called from MAIN for each




subcatchment.  Its function is to read specific quality information about




each watershed and compute initial pollutant loads both on its surface




and in its catchbasins.




     Specific quality information, as general quality information, is




also very flexible.  After eight major land uses have been chosen, the




percentage of each of these within each subcatchment should be estimated




and verified so that they need not be changed during model Calibration/




Verification (C/V).  Input of the number of catchbasins within each sub-




catchment, the total area of each land use within each subcatchment, and




a removal efficiency needed for pollutant initialization should then be




included.




     Pollutant initialization on the surface is a multistep procedure.




The first step is to calculate the total amount of dust and dirt  on the




surface.  Next the total concentration of each pollutant in a gram of




dust and dirt is summed over all land uses within each subcatchment.




These eight concentrations are then multipled by the total amount of




dust and dirt on the surface to obtain the final pollutant mass  load




accumulation before the storm starts.
                                   -78-

-------
     Pollutant initialization in  catchbasins  is computed for each con-



stituent by multiplying the estimated  amount  of water  in one catchbasin



by the total number of catchbasins  in  the  subcatchment  times the concen-



tration of the specific pollutant within a catchbasin.



SUBROUTINE WSHED



     Subroutine WSHED is  called from MAIN  for each  subcatchment for every



timestep.  Its major function is  to compute flow  (quantity off the surface).



This flow is based on the rainfall  intensity  during the current timestep,
                                                                         c


and a water depth on the  surface  accumulated  from the previous rainfall



timestep.



     Total flow off the watershed is summed over  three  flows particular



to three land surfaces.   They are:  1)  the impervious  area of the sub-



catchment with immediate  runoff,  2) the impervious  area of the subcatchment



without immediate runoff, and 3)  the pervious area  of  the subcatchment.



A depth for each type of  land surface  is calculated using the Newton-Raphson



iterative technique and a modified  Manning's  equation.  If the depth



correction function does  not  converge  within  11 iterations, a convergence



error is printed and input data must be modified.  Flow for each land sur-



face is then calculated by subtracting infiltration (if any) and the Newton-



Raphson depth correction  factor from the new rainfall  and multiplying this



result by the surface area.   Total  flow off the surface is computed by



summing the three flows particular  to  the  three land surfaces.



     Calculation of infiltration  on the pervious  area  of the watershed



is computed by Horton's equation  for every timestep for each watershed.



The infiltration is accumulated as  well as the  total amount  of rainfall
                                    -79-

-------
and printed at the end of the stormwater routing process.  Surface




storage, however, is calculated only during the last timestep for each




element over the pervious area of the watershed and the impervious area




that retains some water.  It is also printed at the end of the drainage




process.




SUBROUTINE QSHEDII




     Subroutine QSHEDII is called from MAIN after flows have been routed




off the watershed's surface.  This subprogram computes pollutant washoff




from the surface and out of its catchbasins.




     Computations of pollutants off the surface use an exponential de-




cay function, as well as the amount of pollutant remaining on the surface




at the end of the previous timestep and the average flow between the




current and previous timesteps.  The exponential decay function is based




on the average flow over the area, an exponential decay coefficient, and




the timestep length.  Pollutants remaining on the watershed at the end of




this timestep are calculated by taking the previous amount of pollutants




on the surface minus the pollutants being washed off for the current time-




step.




     The amount of pollutants coming out of the catchbasins is calculated




using an exponential decay function and the amount of pollutants remaining




in the catchbasins at the end of the previous timestep.  This function




also uses the average flow and the total amount of water in all the catch-




basins.  Pollutants remaining in catchbasins at the end of the timestep  are




calculated the same way as pollutants remaining on the surface.




     Total pollutant washoff is finally summed as pollutant washoff from




the surface and pollutants flushed from the catchbasins.
                                   -80-

-------
SUBROUTINE GUTTER




     Subroutine GUTTER is called from MAIN to route water and pollutants




through sewer pipes and manholes.  Unlike Subroutine WSHED, this sub-




program must sum all water coming  from upstream elements.  These ele-




ments may be a watershed(s) and/or a gutter(s).  Pipes and manholes




will always have at least one upstream element but never more than three.




     Similar to WSHED, GUTTER is executed for all pipes and manholes




for every timestep.  Its function  is to produce a final depth in each




element at the end of each timestep, and a flow from that element.




     This subroutine also uses  the Newton-Raphson numerical method and




a modified Manning's equation to determine a depth correction factor.




If the equation involved does not  converge within thirty iterations,




an error is generated and input data must be checked.  To eliminate con-




vergence errors one may  add more iterations or halve the timestep size.




Another possibility of error arises when too much water is allowed to




flow into the pipe and the element surcharges.  In this case, pipe




sizes should be checked  and altered, or the TRANSPORT BLOCK of SWMM




should be run.




     Generally speaking, total  flow out of a pipe is an average flow




over the entire timestep.  It is calculated using the depth from the




previous timestep and the modified depth from the current timestep.




This flow ±s then emptied into  the downstream pipe or manhole for .fur-




ther routing.




SUBROUTINE GQUAL




     Subroutine GQUAL is immediately called from MAIN after stormwater




has been routed in GUTTER.  This subprogram produces quality results
                                   -81-

-------
within pipes and manholes.  It is similar to Subroutine GUTTER in that



upstream contributions must first be added to the element.  These pol-



lutant contributions, from either subcatchments or pipes, are stored



in a flux vector needed for quality computation.



     Unlike the EPA Storm Water Management Model, SSWMM computes pol-



lutant concentrations using a mass balance equation and the concept of



a continuously stirred tank reactor (CSTR).






     M. .   .    + M.  . .    = M.  .    + M.  .
      i-l, j, o    i, j-1, r    i, 3, r    i, 3, o




where:



     i = element



     j = timestep



     o = out



     r = remaining





This mass balance equation states that pollutants coming into an ele-



ment plus the pollutants left in the element from the previous timestep



must equal the pollutants going out of the element plus the pollutants



remaining at the end of the current timestep.  When using the concept



of a CSTR, it is assumed that concentration going out and concentration



remaining are equal.  This enables the attainment of a mass accountabil-



ity for all pollutants in all elements.



     Besides producing quality results, Subroutine GQUAL also sums



total gutter flow out of the last downstream element.  After the sys-



tem has drained, a check for unaccounted water is made and a percentage



error is calculated.  The unaccounted water is equal to the total
                                   -82-

-------
rainfall minus (infiltration, gutter flow, and storage), divided by the




total rainfall.  Results are considered reasonable if this error is within




two percent.




SUBROUTINE DWF




     Unlike all the other  computational subprograms, DWF makes no esti-




mation of flow or pollutant concentrations of sanitary sewage discharges.




Data with this information must be  supplied by the user along with the




diurnal variation, based on a 24-hour  cycle.  Dry weather flow is cal-




culated by multiplying  the sanitary sewage flow times the variation.




This flow, calculated for  each timestep,  is then added to the flow cal-




culated for each corresponding timestep under wet weather conditions.




Pollutant mass loads are also calculated  for each timestep by multiplying




the sewage pollutant concentration  times  the diurnal variated flow.




These mass loads are also  added to  the mass loads produced from wet weather




conditions and printed  as  output.




     As discussed above, SSWMM input includes information such as phys-




ical descriptions of the discretization elements, storm activity, ante-




cedent pollution generation, and washoff  data.  Detailed input information




requirements for SSWMM  are listed in Appendix C of this report.




     Output information (printout and  file) is described in Tables 3-19




and 3-20.  Primary output  components are  time-dependent, storm-generated




flows and pollutant mass loads.




     The utilization of SSWMM is influenced by inherent program assump-




tions and by modifications TRC has  made.   SSWMM was not designed to




simulate stormwater percolation through or the erosion of material  stor-




age piles (infinite sources) but only  to  simulate stormwater  runoff.
                                    -83-

-------
                              TABLE 3-19

                            SSWMM PRINTOUT



1.  General input data and characteristic element data

2.  All computed pollutant loads initially on each watershed and
    in its catchbasins for the first timestep.

3.  Convergence errors on watersheds*

4.  Convergence errors in pipes*

5.  Surcharge in pipes*

6.  Flow and mass loads for each constituent for every timestep**

7.  Total rainfall, total infiltration, total runoff, total storage,
    and the error computed for unaccounted water.

8.  Total runoff (wet weather flow and dry weather flow), total pollu-
    tant mass loads for any eight constituents computed under dry and
    wet weather conditions.
 *  NOTE:  Convergence and surcharge errors must be corrected to
           insure correct quantity and quality results.

**  NOTE:  Flow and mass loads will be printed out only for those
           elements specified in the input vector ISAVE.
                                   -84-

-------
                              TABLE 3-20

                           SSWMM OUTPUT FILE



1.  Title Read in


2.  Number of timesteps

    Number of inlets

    Number of pollutants to be saved on file

    Timestep length (sec)

    Time storm starts (sec)

    Total area (acres)


3.  Inlet numbers being saved


4.  Print at end of each timestep

    Time (sees), flows (ft3/sec) for each inlet, up to a
    maximum of 8 pollutant mass loads (Ibs/min) for each inlet
                                    -85-

-------
When total settleable solids and total suspended solids are selected

for modeling, they must be chosen as pollutant numbers one and two

respectively, since SSWMM uses a distinct computational procedure for

each of these pollutants.  Other pollutants,  arbitrarily chosen by the

user, must be modeled as pollutant numbers three through eight.  Fecal

coliform cannot be modeled in the TRC modified version of SSWMM.  TRC

has also modified SSWMM so that the initial pollutant load buildup on

the land surface is not a function of gutter length in each subcatchment

but is a function of the area of each land use within each subcatchment

which is more representative of industrial sites.



     3.3.2.2  LNKPRG (Link Program)

     The LNKPRG Program serves to interface the SSWMM and the RECEIV II

(SETUP/QUANTITY, QUALITY) programs.

     Specifically, LNKPRG:
     1.  Relates the startup time of the storm in SSWMM to the
         startup time for RECEIV II.

     2.  Establishes an ordered array correlating the position
         of pollutants in the SSWMM output file to the position
         of pollutants in the RECEIV II input array.

     3.  Identifies the names of the pollutants in the RECEIV II
         input array.

     4.  Converts the flow and pollutant loadings on the SSWMM
         output file from English to metric units (flow from CFS
         to m3/sec and pollutant loadings from Ibs/min to rag/sec)
         in conjunction with correlating the SSWMM timestep length
         to the RECEIV II (QUANTITY) timestep length.  When the
         SSWMM timestep length is less than the RECEIV II (QUANTITY)
         timestep length, the flow and pollutant loading values  on
         the SSWMM output file are averaged over the RECEIV II
         (QUANTITY) timestep.  When the SSWMM timestep length is
         greater than or equal to the RECEIV II (QUANTITY) timestep
         length, the flow and pollutant values on the SSWMM output
         file are not changed by LNKPRG as a function of time.
                                   -86-

-------
     5.  Introduces all additional  (non  storm-related) point source
         flows and loadings,  i.e.,  background river flows and pol-
         lutant loadings, tributary flows and pollutant loadings,
         river withdrawals due to river  branching, and industrial
         withdrawals and discharges to RECEIV II.
     Input information to LNKPRG  includes the SSWMM output file and an

input card deck.  The card  input  consists of program interface instruc-

tions.  Details are  listed  in Appendix  C of this report.

     Output from LNKPRG  is  provided on  file and as printout.  The file

provides metric flow and pollutant loading information to RECEIV II

(SETUP/QUANTITY, QUALITY) at the  RECEIV II (QUANTITY) timestep length,

while the printout lists metric flow and pollutant loadings at each of

the SSWMM timesteps.

     Limitations to  LNKPRG  include the  following:
     1.  The RECEIV  II  (QUANTITY) timestep length must be a multiple
         of the SSWMM timestep length.

     2.  Additional  point  source flows and loadings are considered
         as steady state  (constant as a function of time).
     3.3.2.3  SETUP/QUANTITY  (RECEIV II  Quantity Program)

     SETUP/QUANTITY processes the  information from LNKPRG and computes

the flow characteristics  in the receiving water and the impact of the

stormwater runoff on the  receiving water flow characteristics.  More

detailed information than that presented below can be found in the RE-

CEIV II Documentation Report. (18)

     SETUP is a subroutine of QUANTITY.  It creates an information file

from the LNKPRG Program output file and  card deck input which is used
                                    -87-

-------
by both the RECEIV II Quantity Program and the RECEIV II Quality Pro-

gram.

     QUANTITY computes the temporal and spatial distribution of flow

in the receiving waters.  The analytical framework used to describe

the waterway includes space and time.  The spatial framework uses the

discrete element method in which state variables such as water surface

elevation are computed at nodes (junctions) and transport (flow and

velocity) is computed in channels linking the nodes.  The temporal

framework consists of discrete, uniform timesteps selected by the user.

     "The fundamental equations of the QUANTITY model are the reduced,

one-dimensional form of the equation of motion for uniform, incompres-

sible flow in the open channels between the nodes:



     I?  =  -V f  -F f + F w                                    (1)


and the continuity equation expressing conservation of mass of an in-

compressible fluid in the open-topped nodes:


     A  f  -  -Q                                                (2)


where:

     v = velocity (m/s)

     t = time (s)

     x = distance along the channel (m)

     H = water surface elevation referenced to datum plane of
         the model (m)

     g = gravitational acceleration
         (-  9.8 m/s2)
                                   -88-

-------
    Ff =  acceleration due to fluid resistance (m/s2)

    FW -  acceleration due to wind stress (m/s2)

      Q =  the net flow out of the node (m3/s)

      A =  the surface area of the node (m2)


 The acceleration due to fluid resistance is estimated  by  the Manning

 formula:
              R«/3
                                                                  (3)
 where:

      n  = Manning's roughness factor (s/m1^3)

      R  = hydraulic radius (m)

 The  acceleration due to wind stress is estimated  by  the Ekman formula:

      v    =  K ^a  U2  cos ¥                                     (4)
      w     R p
                 w

 where:

      K  = windstress coefficient  (^0.0026)

     P
     —  = ratio of air density to  water density  (-1.165-10  3)
     pw

      U  = wind speed (m/s)

      ¥  = angle between the wind direction  and the axis of  the chan-
          nel." 19


      Input requirements for SETUP/QUANTITY are  quite extensive and in-

 clude geographical, meteorological,  and hydraulic information on  the

waterway, and  flow and pollutant loading information  describing discharges

to and withdrawals  from the waterway.   This input information is  pro-

vided by  the  LNKPRG output file and  two input card decks.  Specific
                                    -89-

-------
input data for SETUP/QUANTITY is described in Appendix C of this report.

     Output from SETUP/QUANTITY includes files and printout.  Both

SETUP and QUANTITY produce output files.  The SETUP file provides QUANTITY

with information from LNKPRG and as such serves as an interface.  The

QUANTITY file contains information on the stage or tidal height at each

node, the flow in each channel, and the velocity in each channel.  In

addition, QUANTITY provides a computational printout which includes the

same information as contained on the QUANTITY file.

     Limitations to SETUP/QUANTITY result from assumptions made in the

program and the modifications made to the program during this project.  A

fundamental limitation of the SETUP/QUANTITY program is that river channels

must be represented as being rectangular.  This approximation can break down

under low flow conditions in a river.  Another limitation inherent in the

program is that the QUALITY timestep must always be greater than or equal

to the QUANTITY timestep.  In addition, the ratio of the user selected

QUALITY to QUANTITY timestep is a function of river velocity.  For instance,

for velocities of 0.5 meters/sec, the ratio of the user selected QUALITY to

QUANTITY timestep must be less than or equal to 12 to insure computational

stability.

     In addition, TRC has modified SETUP/QUANTITY by:

     1.  Reducing the maximum number of nodes that can be modeled
         from 100 to 10.

     2.  Reducing the maximum number of channels that can be modeled
         from 225 to 10.

     3.  Expanding the node and channel printout arrays from 30  print
         cycles to 250 print cycles while reducing the number of nodes
         or channels for which data can be printed out from 50  to  10.

     4.  Placing the portion of the CONTROL DATA Input Deck applicable
         to QUANTITY directly into the SETUP/QUANTITY program.
                                   -90-

-------
     Modifications 1 through 3 were performed to enhance the sensitivity

and applicability of SETUP/QUANTITY for specific near-field industrial

applications which require small scale geographic discretization and

small timestep length choices.  Modification 4 was made to simplify

model use.



     3.3.2.4  QUALITY (RECEIV II Quality Program)

     QUALITY uses the flow characteristic information from SETUP/QUAN-

TITY to compute water quality in the receiving water and the impact of

the stormwater runoff on that water quality.  More detailed information

than that presented below can be found in the RECEIV II Documentation.

     As with SETUP/QUANTITY, QUALITY uses an analytical framework of

space and time to describe the waterway.  The spatial framework uses the

discrete element method in which state variables such as constituent con-

centration are computed at nodes.  The temporal framework consists of

discrete, uniform timesteps selected by the user.

     "The fundamental form of the  equations describing volumetric average

water quality constituent concentration in a node is:
     dC = !_ _ M   dV
     dt   V   V7 dt
where:
     C = volumetric average constituent concentration
         (typically, gm/nr)

     M = constituent mass  in node  (typically, gm)

     V = volume of node  (m )
                                    -91-

-------
Equation (5) expresses the concept of conservation of mass in a control

volume, frequently called a continuously stirred tank reactor.  The  deriva-

tives on the right can be evaluated in terms of the flows and constituent

masses crossing the boundaries of the node, and in terms of the biochemical

reactions taking place in the node:


     ^ = i ZQ.J  (C.. -C) +  ZQ±   (Ci - C) +  EMg - EMd    (6)


where Q. = flows entering node from upstream nodes (m3/s)
       J
      Q. = flows entering node from point and non-point sources
       1   (mVs)

      C. = concentration of constituent entering node from upstream
           nodes (typically, gm/m3)

      C. = concentration of constituent entering node from point  and
           non-point sources (typically, gm/m3)

      M  = rate of constituent mass gained due to biological, physical
           or chemical processes  in the node (typically, gm/s)

      M  = rate of constituent mass lost due to biological, physical
           or chemical processes  in the node (typically, gm/s)


The interactions among the 11 water quality constituents modeled  in  RECEIV-II

are presented in the (ZM  + EM,)  terms.  For example, the rather  complex

interactions affecting the dissolved oxygen are formulated as:
       (ZMg - ZMd) - k9 (C*-C9) - k7C7 - ag,  kkk  Ck  -  a9,  5k5C5

     a9, 8 (G8 - D§) C8 -  (b/R)                              (7)
where  Cg    = nodal concentration of DO

       C*    = saturation concentration of DO
                                   -92-

-------
      g        = DO reaeration rate

     C7        = nodal concentration of carbonaceous BOD

     k?        = rate of oxidation of carbonaceous BOD

     Cit        - nodal concentration of ammonia nitrogen

     kit        = rate of oxidation of ammonia nitrogen to
                 nitrite nitrogen

     a9> it     = stoichiometric ratio of oxygen in nitrite

     GS        = nodal concentration of nitrite nitrogen

     ks        - rate of oxidation of nitrite nitrogen to
                 nitrate nitrogen

     ag» 5     = stoichiometric ratio of oxygen in nitrate

     C$        = nodal concentration of chlorophyll 11

     GQ        = "growth" rate of chlorophyll a_

     D8        = adjusted "death" rate of chlorophyll a_

     ag, s     = stoichiometric ratio of oxygen produced per
                 unit "growth" of chlorophyll a_

     b         = benthic oxygen demand


All reaction rates  (k's) are adjusted for the effects of temperature

during computation.  Equations for computation of BOD oxidation rate, DO

surface reaeration, DO reaeration at dams,  saturation DO and exchange at

the tidal boundaries are detailed in the RECEIV-II  Documentation Report".

     Input requirements for QUALITY include the output files from SETUP/

QUANTITY and a card deck input.  The card input includes information such

as initial pollutant concentrations in the  receiving water  and pollutant

reaction kinetics (reaction rates, water temperatures, and  temperature

compensation coefficients).  Specific card  inputs for QUALITY are described

in Appendix C of this report.
                                   -93-

-------
     Output from QUALITY is in the form of printout.  The primary  compu-

tational outputs include pollutant concentrations at each node  at  the  user

selected timestep, and maximum, minimum, and average pollutant  concentra-

tions on a daily basis for each node.

     QUALITY was modified to recognize six new constituents  including

sulfates (SULFATES), total iron (TOTAL FE), manganese (MANGANESE),  aluminum

(ALUMINUM), total dissolved solids (IDS), and total suspended solids  (TSS).

The new constituents were placed in the following order:


     Former Constituent Name                  New Constituent Name

     Total Nitrogen                    -      SULFATES
     Phosphorous                       -      TOTAL FE
     Coliforms                         -      MANGANESE
     Ammonia
     Nitrite
     Nitrate
     Carbonaceous BOD                  -      ALUMINUM
     Chlorophyll A
     Dissolved Oxygen
     Salinity                          -      TDS
     Metal Ion                         -      TSS


Reaction rates for the new constituents should be set to 0.0 in the QUALITY

input card deck as these constituents are treated as non-reactive  elements.

As with SETUP/QUANTITY, the portion of the CONTROL DATA INPUT DECK applicable

to QUALITY was placed directly into the Quality Program to  simplify model use.



     3.3.3  Model Application

     After the model development work was completed, SSWMM-RECEIV  II  was

used in conjunction with the field sampling program  (Section 3.2)

to simulate the quantity and quality of stormwater runoff  and  its  impact
                                   -94-

-------
on the quantity and quality of receiving waters at two coal-fired elec-

tric generating plants.  As indicated  in Section 3.2.2, the two plants

were the Warren Generating Station on  the Allegheny River in Warren,

Pennsylvania and the Portland Generating Station on the Delaware River

in Portland, Pennsylvania.  The pollutants modeled included total sus-

pended solids, total dissolved solids, sulfates, total iron, manganese,

and aluminum.  Each of  these pollutants was treated as a non-reactive

substance.

     In total, four model runs were made; three at Warren and one at

Portland.  The three model runs made at the Warren Generating Station

were:
     1.  Run 1 - An  initial model run with the September 17,
                 1976  storm

     2.  Run 2 - A calibration model run with the September
                 17, 1976 storm

     3.  Run 3 - A verification model run with the August 26,
                 1976  storm.
Run 1 was an initial model run of the storm of September 17, 1976 with

first estimates made for selected model inputs.  In Run 2, new esti-

mates for the selected model  inputs for Run 1 were made so that the

model results would compare more closely to field measurements during

the September 17, 1976 storm.  Hence, the model was calibrated.  The

September 17, 1976 storm was  used for calibration since both storm-

water flow and pollutant concentration data were available from the

field measurement program; only stormwater pollutant concentration data

were available from the field measurement program for the August 26,

1976 storm.   In Run 3 the calibrated model was tested (without changing
                                    -95-

-------
the new estimates made in Run 2) with a second set of storm conditions




from the storm of August 26, 1976.  This was a verification run.




     The one model run made at the Portland Generating Station was desig-




nated as Run 4, the storm of October 20, 1976.  Run 4 was intended to




test the ability of the model to simulate stormwater runoff conditions




at a second power plant with different operating characteristics.  This




represented a limited test of the model's universality or ability to




be transferred to different sites in the utility industry.




     Fundamental model inputs and important results for Runs 1 through 4




are discussed below in Sections 3.3.3.1 and 3.3.3.2.  A complete listing




of the model inputs for Runs 1 through 4 is presented in Appendix D.









     3.3.3.1  Fundamental Model Inputs




     Fundamental model inputs to SSWMM - RECEIV II include dividing land




areas and the receiving water into discrete elements, pollutant generation




activity on land, storm activity, and background flow and pollutant loadings




in the receiving waters.




     The discrete element scheme used as input at Warren for Runs 1, 2, and




3 is illustrated in Figures 3-7 and 3-8 and is described in Tables 3-21




and 3-22.




     As depicted in Figure 3-7, the land area was divided into  three water-




sheds based on drainage patterns and land use.  These watersheds are repre-




sented by elements 1, 4, and 6.  The discharge point of drainage from




each of the three watersheds to the river is classified as an
                                   -96-

-------
r
•

r-
                                         cooling
                                         dischargi
Cooling water
discharge canal
	I
                                 Legend
                   C~J  Element number
                  	Watershed boundary (subcatchment)
                                                               *
                                Fig.  3-7
                        Discretization scheme schematic
                        of land area; Warren, PA.
                                    -97-

-------
River mi. 185.43- Field Station 20
     River mi. 185.04
     River mi. 184.69
       Artificial Dam - elev. 0.0 (
                            CC
                            LU
                           UJ
                           X
                           o
                           Ul
                                   •ly River mi. 186.92
                                            River flow - 68.66 m3/sec (2424 cfs)
                                       River mi. 185.83 - Field Station 10
                                   'jj>4\ River mi. 185.73 Cooling water withdrawal - 3.6 m3/sec (127eft)
                                                        Coal pile storm and direct runoff input

                                          River mi. 185.63
                                                Cooling water input - 3.6 m3/sec (127 cfs)
                                                Branch withdrawal -17.9 m3/sec (632 cfs)
                                                Storm sewer input
                                            River mi. 184.33
                                               Branch Input -17.9 m3/sec (632 cfs)
                                  10
                                        River mi. 184.10
         Legend
   Node (Junction)
1  Node (Junction) number
 1 Channel
   Channel number
                                         Fig.  3-8
                               Discretization scheme schematic
                               of Allegheny River;  Warren, PA.
                                        -98-

-------
                          TABLE 3-21

                    DISCRETE LAND ELEMENTS
                          WARREN, PA
Element No.
1
2
3
4
5
6
7
8
Type1
1
2
2
1
2
1
2
2
Width
(ft)
338.00
1.00
0.00
488.00
0.00
275.00
25.00
0.00
Slooe
(ft /ft)
0.0180
0.1370
0.0000
0.1370
0 . 0000
0.0450
0.0220
0 . 0000
AR OR GL2
2.61
153.13
0.00
1.71
0.00
2.53
325.00
0.00
PI OR DF2
100.00
0.95
0.00
100.00
0.00
100.00
23.75
0.00
*Type 1 Is a watershed
 Type -2 is a pipe or manhole

2AR = Area of watershed (Ac); PI
 GL = Pipe length (Ft)      ; DF
Percent imperviousness (%)
.95 * Width
                               -99-

-------
                             TABLE 3-22

                       DISCRETE RIVER ELEMENTS
                             WARREN,  PA
                          Nodes (Junctions)
Junction
Number
1
2
3
4
5
6
7
8
9
10
Surface Area
(Sq M)
184072.00
111646.00
29350.00
23184.00
39078.00
68644.00
75948.00
80203.00
47265.00
47265.00
5
Channels Entering Junction
1
2
3
4
5
6
7
8
8
0
0
1
2
3
4
5
6
7
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
                              Channels
Channel
Number
1
2
3
Length
(M)
1384.
370.
161.
4 i 161.
5 ; 307.
6 460.
7 383.
8
690.
Width
(M)
133.
106.
121.
167.
167.
187.
172.
137.
Manning Bottom Elev
Coefficient ' (M - POS DN)*
0.033 ! -1.7
Junctions at Ends
1 2
0.033 -1.6 2 3
0.033 -1.4
0.033 ', -1,2
0.033 -1.2
0.033 | -1.2
0.033 -1.0
3 4
4 5
5 6 -
6 7
7 8
0.033 , -0.4 ! 8 9
!
(M - POS DN):   Measured positive downward from data plane.
                                  -100-

-------
inlet.  These inlets are labeled as  elements  3,  5, and 8.  The first




watershed  (element 1) represents the coal pile drainage area.  The run-




off from this area enters a culvert  (element  2)  which empties into the




Allegheny River at element 3.  The second watershed  (element 4) describes




the drainage area between the plant,  the coal pile,  and the river.  Run-




off from this area enters the Allegheny River at element 5.  The third




watershed  (element 6) includes the drainage area adjacent to the plant.




Runoff from this drainage area enters the cooling water discharge canal




(element 7) which empties into the Allegheny  River at element 8.  Phys-




ical dimensions for each of these elements are listed in Table 3-21.




     Based on the physical characteristics of the river and the loca-




tion of the stormwater runoff discharges to the  river, the Allegheny




River was divided into ten nodes and eight channels, as illustrated in




Figure 3-8.  Background river flow and pollutant loadings enter node 1.




Stormwater runoff discharges from the coal pile  drainage area (element 1)




and the drainage area between the plant, coal pile,  and the river (ele-




ment 4) enter the river at node 4, and the stormwater runoff discharge




from the drainage area adjacent to the plant  (element 6) enters the




river at node 5.  Cooling water for  the power plant  is withdrawn at node




4 and is discharged at node 5.  The  river branches at node 5 and is




unified at node 9.  Since the model  requires  the last node in the dis-




cretization system to be immediately downstream  from a dam, even if one




does not exist, an artificial dam, i.e., a dam with  no elevation above




the river bottom, was placed between nodes 9  and 10.  Channels connect




each of the nodes except where the nodes are  interrupted by the dam.
                                    -101-

-------
 The  physical  characteristics for the node and channel discretization
                                      i
 scheme  are  listed  in Table 3-22.

      The discrete  element scheme used as input at Portland for Run 4 is

 illustrated in Figures 3-9 and 3-10 and described in Tables 3-23 and

 3-24.

      Based  on drainage patterns and land use, the land area was divided

 into four watersheds labeled as elements 1, 3, 5, and 8 in Figure 3-9.

 The  four watersheds discharge to the Delaware River at two inlet points

 represented as elements 2 and 11.  The first watershed (element 1) rep-

 resents the ash handling and ash pile drainage area.  The runoff from

 this area enters the Delaware River overland at element 2.  The second

 watershed  (element 3) is the drainage area for the plant substation,

 the  third watershed (element 5) is the drainage area for the coal pile

 runoff, and the fourth watershed (element 8) is the drainage area adja-

 cent to the plant.  Stormwater runoff from these three watersheds enters

 a  storm sewer system described by elements 4, 6, 7, 9, and 10 which in

 turn discharges to the Delaware River through element 11.  The physical

 dimensions  for each of these elements are listed in Table 3-23.

      Based  on the physical characteristics of the Delaware River and

 the  location  of the stormwater discharges to the river, the Delaware

 River was divided  into seven nodes and five channels, as illustrated  in

 Figure  3-10.  Background river flow and pollutant concentrations enter

node 1.  Stormwater runoff discharges from the ash handling and ash pile

area  (element 1) enter the river at node 3, and the stormwater runoff

discharge from the substation (element 4), coal pile  (element 5), and

the plant  area (element 8) enter the river at node 4.  Cooling water
                                   -102-

-------
                                              Cooling water
                                           \\  discharge
                    Element number
                    Watershed boundary

        Fig.  3-9
Discretization scheme schematic
of land area; Portland, PA.
             -103-

-------
 Stormwater
 drainage system
                           • 1 \ River mi. 66.75
                                     River flow-297.2m3/$ec(10,500 cfs)
                                 River mi. 66.50 - Field Station 110
¥.3 \ River mi. 66.25 Cooling water withdrawal - 6.18 m3/sec (218 cfs)
                    Ash handling area direct runoff

 •.4 \  River mi. 66.10 - Field Station 120
             Cooling water discharge -6.18 m3/sec (218 cfs)
             Coal pile and parking lot runoff
                                        River mi. 65.50
                               *   f
                              •6  I River mi. 65.0
Artificial Dam - elev. 0.0 E
                                                                        Legend
                                  •  Node (Junction)
                                   1  Node (Junction) number
                                 =  Channel
                                  |  ) Channel number
                                 River mi. 64.5


                                            Fig.  3-10
                                  Discretization scheme schematic
                                  of Delaware River; Portland, PA.
                                         -104-

-------
                          TABLE 3-23

                    DISCRETE LAND ELEMENTS
                         PORTLAND, PA
Element No.
1
2
3
4
5
6
7
8
9
10
11
Type1
1
2
1
2
1
2
2
1
2
2
2
Width
(Ft)
808.00
0.00
1220.00
1.75
698.00
1.75
3.00
1320.00
1.75
3.00
0.00
Slope
(Ft/Ft)
0.0500
0.0000
0.0080
0.0100
0.0020
0.0169
0.0096
0.0500
0.0100
0.0096
0.0000
AR OR GL2
13.36
0.00
17-48
817.00
11.90
462.00
223.00
10.23
442.00
452.00
0.00
PI OR DF2
50.00
0.00
33.33
1.66
100.00
1.66
2.85
100.00
1.66
2.85
0.00
1Type 1 is a watershed
 Type 2 is a pipe or manhole

2AR = Area of watershed (AC); PI = Percent imperviousness (%)
 GL - Pipe length (Ft)      ; DF = .95 * width
                              -105-

-------
                             TABLE 3-24

                      DISCRETE RIVER ELEMENTS
                            PORTLAND,  PA
                          Nodes (Junctions)
Junction
Number
1
2
3
4
5
6
7
Surface Area
(Sq M)
93861.00
92022.00
74722.00
130490.00
172638.00
71779.00
71779.00
Channels Entering Junction
1
2
3
4
5
5
0
0
1
2
3
4
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
                              Channels
Channel
Number
1
2
3
4
5
1
Length
(M)
402.
Width
(M)
233.
402. j 224.
Manning
Coefficient
0.033
Bottom Elev
(M - POS DN)*
-2.8
0.033. -2.7
241. i 245. 0.033 ' -3.4
966. ; 209. 0.033 -3.5
805. 178.
0.033
-1.6
Junctions at Ends
1 2
2 3
3 4
4 5
5 6
(M - POS DN):   Measured positive  downward  from data plane.
                                  -106-

-------
for the power plant is withdrawn at node  3  and  is discharged at node 4.




As with the Allegheny River discrete element scheme, an artificial dam,




i.e., a dam with no elevation  above the river bottom, was placed between




nodes 6 and 7.  Channels  connect each  of  the nodes except where the nodes




are interrupted by the dam.  The physical characteristics for the node and




channel element scheme are listed  in Table  3-24.




     As described in the  SSWMM - RECEIV II  Model Development Section of




this report, the amount of pollutant washed from the land surface




during a storm is, in part, related to the  initial  (pre-storm) mass of




pollutant on the land surface. The initial pollutant mass load is equal




to the dust and dirt accumulation  rate multiplied by the area of the




watershed with that dust  and dirt  accumulation  rate, the number of dry




days between storms, and  the amount of a  particular pollutant in the dust




and dirt.  The dust and dirt accumulation rate  and the amount of a par-




ticular pollutant in the  dust  and  dirt used as  inputs for Runs 1, 2, 3,




and 4 were determined from dust sampling  programs for both the Warren




and Portland Generating Stations.  The area of  the watershed with that




dust and dirt accumulation rate and the number  of dry days between storms




were determined from discrete  element  schemes and meteorological records




respect ively.




     The results of the dust and dirt  sampling  and analyses programs




are summarized in Table 3-25.  At  the  Warren Generating Station  (Runs




1, 2, and 3), one dust and dirt accumulation rate  (.003 Ibs/dry day -  ft  )




was representative of all the  watersheds.   At the Portland Station




(Run 4), two dust and dirt accumulation rates were developed—one for




the coal pile, plant, and substation watersheds (.0003 Ibs/dry day - ft2)
                                   -107-

-------
                                                           TABLE 3-25

                                                 SUMMARY RESULTS OF DUST AND DIRT
                                                SAMPLING PROGRAM AS INPUT  TO MODEL
Location
Warren
Generating
Station
Portland





Activity
Entire
Plant
Area
Coal Pile
and Adjacent
Area
Ash
Handling
Area
Dust and Dirt
Accumulating Rate
(Lbs/Dry Day-Ft2)
.0031


.00032


.000552


mg Pollutant Per Gram
of Dust and Dirt
TSS
993.5


997.91


998.39


Sulfates
1.0


-1.11


1.18


Total Fe
18.7


.016


.004


Manganese
.3


.003


.0013


Aluminum
3.4


.015


.0066


TDS
6.5


2.09


1.61


o
oo
I
     1The dust and dirt load increased at this accumulation rate without
      reaching an ultimate level over a 15-day period.

     2The dust and dirt load increased at this accumulation rate for
      approximately four days after which the total dust and dirt load
      remained at a constant level.

-------
and one for the ash  handling watershed (.00055  Ibs/dry  day  -  ft2).  The




amount of pollutant  in  the  dust  and  dirt  also varied  between  the Warren




and Portland Generating Stations.  Total  suspended  solids and sulfate




levels were slightly higher at Portland,  while  total  iron,  manganese,




aluminum, and  total  dissolved solids levels were  substantially lower at



Portland.




     Storm activity  input data consisted  of field measurements of rain-




fall intensity.  The results are summarized in  Table  3-26.  The storm




of September 17, 1976 at the Warren  Generating  Station  was  used for




model Runs 1 and 2.  This storm  lasted approximately  seven  hours and




was described  as a steady drizzle with intermittent,  short  but heavy,




showers.  The  maximum rainfall intensity  was 0.11 inches/hour, and the




cumulative rainfall  was 0.33 inches.   The storm of  August 26,  1976, was




used for model Run 3 at Warren.   This storm was a short (20-minute)




shower with a  maximum rainfall intensity  of 0.33  inches/hour  and a cum-




ulative rainfall of  0.11 inches.   The storm used  for  model  Run A at Port-




land occurred  on October 20, 1976.   The storm lasted  approximately 14




hours and was  described as  a steady  drizzle with  intermittent, short but




heavy showers.  The  maximum rainfall intensity  was  0.16 inches/hour,




and the cumulative rainfall was  1.55 inches.




     Another input item of  fundamental concern  to SSWMM - RECEIV II is




the choice of  background flow and pollutant loadings  in the receiving




waters.  Background  conditions are those  flow and pollutant loadings




which are not  influenced by the  stormwater runoff of  the particular




site being studied.
                                  -109-

-------
                                                         TABLE  3-26

                                                   SUMMARY OF STORM ACTIVITY
Location
Warren
Generating
Station
Warren
Generating
Station




Portland
Generating
Station






Date
8-26-76


9-17-76






10-20-76








Name
Storm #1


Storm #2






Storm #1








Storm
Activity
Shower


Steady
Drizzle,
Intermittent
Showers-
Heavy at
Short In-
tervals
Steady
Drizzle,
Intermittent
Showers-
Heavy at
Short In-
tervals


Rainfall
Intensity
(Time)
1435-
1455

0800
0930
1050
1130
1230
1510

0800
0810
0910
1010
1110
1140
1155
to
2130
(in/hr)

0.33

0.00
0.04
0.05
0.11
0.07
0.03

0.00
0.06
0.10
0.05
0.09
0.16
0.16

0.12*
Total
Rainfall
(in)

0.11

0.33






1.55








Comments
Last Prior Storm
Occurred on 8-15-76








Last Prior Storm
Occurred on 10-13-76







o
          *Average Intensity  Based  on Measured Value  for Cumulative Rainfall
           in that Time Period

-------
     In the case of the Warren and Portland Generating Stations, background


conditions were measured in the river upstream of the plant stormwater


discharges.  Background flows and pollutant loadings used as input to


model Runs 1, 2, 3, and 4 were computed as a three-day average of the


river field measurements at the upstream station for one day prior to the


storm, the day of the storm, and one day after the storm.  The background


conditions were computed in this manner since a model restriction requires


that the background inputs to the model remain unchanged for the model


simulation period.  A three-day simulation period was desired to allow


computational stability and to monitor the storm-induced flows and pollu-


tant concentrations for up to one day after the storm.  A background river


flow used as input to model Runs 1, 2, and 3 at Warren was 68.66 m /sec,


while the background river flow at Portland for Run 4 was 297.2 m3/sec.


Background pollutant loadings, expressed as concentrations for model Runs


1, 2, 3, and 4 are shown in the tables presented with the model results


in the following subsection.




     3.3.3.2  Model Results

     The model results from Runs 1, 2, 3, and 4 were compared to field data

                                                                   V
where comparable information was available and at time intervals where


maximum runoff flows and pollutant loadings occurred in  the model.  Selected


results were summarized to illustrate the nature of and  the impact of


stormwater runoff at the Warren and Portland Generating  Stations.  The re-


sults of the model and field measurement comparison are  presented in Tables


3-27 through 3-31 for Model Runs 1, 2, 3, and 4.
                                    -Ill-

-------
     For model Run 1, the initial model run at the Warren Generating




Station, the modeled stormwater runoff flow was 0.4 of the measured flow,




and the modeled stormwater runoff pollutant concentrations were within a




factor of 4; i.«., the model concentration divided by the measured con-




centration varied between .25 and 4.0 for total suspended solids, total




iron, manganese, and aluminum, but were greater than a factor of 4 for




sulfates and total dissolved solids.  Flow measurements were not made




at the site in the Allegheny River; hence, modeled and measured river




flows could not be compared.  Modeled and measured pollutant concentrations




in the Allegheny River compared within a factor of 3.  The results for




Run 1 are shown in Table 3-27.




     In model Run 2, the calibration model run at the Warren Generating




Station, the impervious area water retention storage depth was reduced




from .062 inches in Run I to .001 inches in Run 2 to increase the modeled




percentage of the total rainfall that was runoff.  This change was made




since the area was almost completely impervious.  The percentage of run-




off, therefore, should be approximately equal to 100%, and in Run 1 it




was only 86%.  In Run 2 the percentage runoff was 99%.  The impervious




area water retention storage was maintained at  .001 inches for Runs 3 and 4.




     In Run 2 the modeled stormwater runoff flow and pollutant concentra-




tions and the modeled river pollutant concentrations compared to the




field measurements with approximately the same degree of  accuracy as with




Run 1.   As with Run 1 it was not possible to compare modeled and field




measured flow parameters in the Allegheny River.  Run 2 results  are  shown




in Table 3-28.
                                   -112-

-------
                                        TABLE 3-27

                      COMPARISON OF  MODEL RESULTS TO FIELD  DATA
                          MODEL RUN  1,  STORM 2,  (INITIAL RUN)
                               WARREN GENERATING  STATION
                                           SSWMM
Flow (CFS)
Pollutant
TSS
S04
Tot.Fe
Mn
Al
IDS
Model1
Inlet 3
.26
#/min
6.635
.0325
.607
.010
.110
.211
mg/1
6819
33.4
623.8
10.3
L13.
216.8
Meas1
Sta.
34
.63
mg/1
4028.
2100.
700.
10.4
79.0
3135.
Factor
Model/
Meas
.4

1.7
.02
.9
1.0
1.4
.07
Model2
Inlet 5_
.15
#/min
3.078
.0174
.325
.005
.059
.113
mg/1
3163
31.0
579
8.9
105.1
5.3
Meas2
Sta. 31
32,33
No Data
mg/1
2058 -
5410
225-475.
153-300
3.5-6.0
23.5-71.
357-618
Factor
Model/
Meas
-

1.5-.6
.1-.06
3.8-1.9
2.5-1.5
4.5-1.5
.Ol-.OOf
Model3
Inlet 8
.12
#/min
2.434
.0213
.398
.006
.072
.138
mg/1
5420
5.7
886.
13.4
160.3
307.3
Meas3
Sta.
42
No Data
mg/1
2695.
3000.
1025.
16.0
111.0
5456.
Factor
Model/
Meas
-

2.0
.002
.9
.8
1.4
.06
1 Time - Model = 1130; Meas = 1110 - 1120
2 Time - Model = 1115; Meas = 1100 - 1115
3 Time - Model - 1030; Meas = 1020
                                           RECEIV7
                Quality
Pollutant
TSS
SO 1+
Tot.Fe
Mn
Al
TDS
Max. Cone.1*
(mg/1)
13.536
16.174
.355
.033
1.030
105.228
Junction
6
6
6
6
6
6
Background
(mg/1)
11.610
16.170
.190
.030
l.OOO6
105.198
Measurement5
Sta. 20
(mg/1)
4.5
16.0
.74
.06
l.OOO5
99.00
Factor
Model/Meas
3.0
1.0
.5
.6
1.0
1.1
         ^  Time -  1200
         5  Time -  1150 - 1210
         6  1.000 - Non-Detectable Limit.
         ^  Quantity - Storm has no effect on flow characteristics*
                                            -113-

-------
                                       TABLE  3-28

                      COMPARISON OF MODEL RESULTS TO FIELD DATA
                        MODEL RUN  2, STORM 2,  (CALIBRATION RUN)
                              WARREN GENERATING STATION
                                           SSW1M
Flow (CFS)
Pollutant
TSS
Tot.Fe
Mn
Al
TDS
Model1
Inlet 3
.26
0/min
6.501
.0263
.493
.008
.090
.171
mg/1
6681
27.0
506. (
8.2
92.5
175.:
Meas1
Sta.
.68
mg/1
4028.
2100
700
10.4
79.0
3135
Factor
Model/
Meas
.4
-
1.6
.01
.7
.8
1.2
.06
Model2
Inlet _5_
.15
///rnin
3.01
.0141
.263
.004
.048
.091
mg/1
5362.
25.1
468.5
7.1
85.5
162.1
Meas2
Sta. 31,
32.33
No Data
mg/1
2058 -
22^75.
153-300
3.5-6.0
23.5-71.
357-618
Factor
Model/
Meas
-

2.6-1.0
.1-.05
3.1-1.6
2.0-1.2
3.6-1.2
.4-. 3
Model3
Inlet 8
.13
#/min
2.754
.0191
.358
.006
.065
.124
mg/1
5660
39.2
736.
12.3
133.6
255.
Meas3
Sta.
42
No Data
mg/1
2695.
3000.
1025.
16.0
111.0
5456.
Factor
Model/
Meas
-

2.1
.01
.7
.8
.8
.05
1  Time - Model = 1130; Meas = 1110 - 1120
2  Time - Model = 1115; Meas - 1100 - 1115
3  Time - Model - 1030; Meas = 1020
                                          RECEIV7
                Quality
Pollutant
TSS
SO^
Tot.Fe
Mn
Al
TDS
Max. COnc.1*
(mg/1)
13.496
16.173
.324
.032
1.024
105.217
Junction
6
6
6
6
6
6
Background
(mg/1)
11.610
16.170
.190
.030
l.OOO6
105.198
Measurement'
Sta. 20
(mg/1)
4.5
16.0
.74
.06
l.OOO6
99.00
Factor
Model/Meas
3.0
1.0
.4
.5
1.0
1-1
            Time • 1200)
          5  Time » 1150 - 1210
          6  1.000 " Non-Detectable Limit.
          7  Quantity - Storm has no effect  on flow characteristics.
                                            -114-

-------
    For model Run 3, the verification model run at the Warren Generating



Station, the modeled stormwater pollutant concentrations also compared to




the field measurements with approximately the same degree of accuracy as




did Run 1.  No measured stormwater flow data were available to compare to




the modeled flow results.  Again, it was not possible to compare modeled




flow to measured flow in the Allegheny River since such measurements were




not made in the river.  Modeled and measured pollutant concentrations in




the Allegheny River compared within a factor of  4.   The results for




Run 3 are shown in Table 3-29.




     For model Run 4, the initial model run at the Portland Generating




Station, it was not possible to compare modeled and measured stormwater




runoff flow since no field data were available on stormwater flow.




Modeled stormwater pollutant concentrations were different from field




measurements by greater than a factor of 4.  As with the Warren site,




it was not possible to compare modeled and measured river flows since




river flow was not measured at the site.  Modeled and measured pollutant




concentrations in the Delaware River compared within a factor of 5.




Results for Run 4 are shown in Tables 3-30 and 3-31.




     The model was not calibrated at Portland because stormwater flow




field measurements were not available, and it is first necessary to cali-




brate flow in the model before any other model adjustments are warranted.




     Selected model results illustrating the nature of and the impact of




stormwater runoff from model Runs 1, 2, 3, and 4 at the Warren and Port-




land Generating Stations are listed in Tables 3-32, 3-33, 3-34, and 3-35.
                                   -115-

-------
                                       TABLE 3-29

                     COMPARISON OF MODEL RESULTS  TO FIELD DATA
                       MODEL RUN 3,  STORM 1,  (VERIFICATION)
                              WARREN  GENERATING STATION
                                            SSWMM
Flow (CFS)
Pollutant
TSS
SOi*
Tot.Fe
Mn
Al
TDS
Model1
Inlet _3_

l/mln





mg/1





Meas1
Sta.
34_
Ho Data
- '•••^•••IH^MHW^
mg/1

No Data
.


Factor
Model/
Meas
MH^HHW^MVOIHIWV^





Model2
Inlet _5_
.2
#/min
1.939
.0143
.267
.004
.049
.093
.1
mv rim ••••^••••••g
mg/1
2467.
18.2
340.
5.1
62.3
118.
Meas2
Sta. 31
32.33
No Data
^— ^*^*MW««HH^^^M
mg/1
1027 -
2965.
1750 -
108-700
9.6-45.
42.5-334
2405 -
8107.
Factor
Model/
Meas
••PVM^MH^HHMMa^M^
2. 4-. 83
01-. 002
3.1-.4J
.53-.!
1.5-.2
.05-. 01
Mode
Inle
•^•••^••iwav-WHtv-
#/min





I3
t 8

1 II ••!•!• 1 i
mg/1





Meas3
Sta.
42

to Data
•BIMM^I*I*^^^WM
mg/1


No Data


Factor
Model/
Meas
•—•»—••„





1  Time
2  Time
3  Time
No Data During Storm
1445
No Data During Storm.
                                             RECEIV'
                      Quality

Pollutant
TSS
S04
Tot.Fe
Mn
Al
TDS

Max. Cone.1*
(mg/1)
7.839
12.481
.249
.030
1.003
114.502

Junction
6
6
6
6
6
6

Background
(mg/1)
7.73
12.48
.23
.030
l.OOO6
114.5
Measurement5
Sta. 20
(mg/1)
No Data
No Data
.06
.013
l.OOO5
No Data

Factor
Model/Meas
_
-
4.2
2.3
1.0
-
           **  Time - 1600
           5  Time = 1550 - 1650
           6  1.000 " Non-Detectable limit,
           7  Quantity - Storm has no effect on flow characteristics.
                                            -116-

-------
                                    TABLE 3-30

                  COMPARISON OF MODEL RESULTS TO FIELD  DATA
                              MODEL RUN 4,  STORM 1,
                          PORTLAND  GENERATING STATION
                                       SSWMM
Flow (CFS)
Pollutant
TSS
S04
Tot.Fe
Mn
Al
IDS
Model1
Inlet 2
.83
#/min
.543
.0037
<.001
<.001
<.001
.005
iag/1
175.
1.2
•<.32
<.32
<.32
1.6
Measure1
Station
131, 132
No Data
rag/1
2344-10932
1200-1600
73-245
.03-2.5
125-138
1843-2504
Factor
Model/
Measure
-

.07-. 02
.001-. 0008
.004-. 001
10. -.13
.002-. 002
.0008-. 0006
Model2
Inlet 11
2.34
#/min
1.015
.0058
<.001
<.001
<.001
.011
mg/1
116.
.7
<.l
<.l
<.l
1.2
Meas2
Sta.
134B
1o Data
mg/1
280.
400.
385.
1.75
50.
698.
Factor
Model/
Meas
-

.4
.002
.0002
.06
.002
.002
1  Time
2  Time
1115
1045
                                       RECEIVJ
               Quality
Pollutant
TSS
SO^
Tot.Fe
Mn
Al
IDS
Max. Cone.1*
(mg/1)
16.070
14.611
.570
.050
1.000
67.455
Junction
4
4
4
4
4
4
Background
(mg/1)
15.999
14.618
.570
.050
l.OOO6
67.486
Measurement^
Sta. 120
(mg/1)
7.1
9.0
.45
.01
l.OOO6
45.7
Factor
Model/Meas
2.3
1.6
1.3
5.0
1.0
1.5
    3  Quantity -  Storm has little effect on flow characteristics in river
       (Less  than  .05% increase in river flow at max. storm discharge).

    •»  Time - 1200
    5  Time - 1130 - 1200 and  1230 - 1300
    6  1.000 - Non-Detectable Limit.
                                        -117-

-------
                                                            TABLE 3-31

                                            COMPARISON OF MODEL RESULTS TO FIELD DATA
                                                      MODEL RUN 4, STORM 1,
                                                   PORTLAND GENERATING STATION
oo
I


SSWMM
Flow (CFS)
Pollutant
TSS
50^
Tot.Fe
Mn
Al
TDS

Model1
Inlet 2
.81
#/min
.590
. 0018
<.001
<.001
<.001
.002
mg/1
195
.6
<.3
<.3
<.3
.6
Measure1
Station
131. 132
No Data
iag/1
13124-15213
1100-1300
148-300
.04-. 25
100-200
1631-2015
Factor
Model/
Measure
-

.01-. 01
.0005-. 0004
.002-. 001
7.5-1.2
.003-. 0015
.0004-. 0003

Model2
Inlet 11
3.38
#/min
1.60
.0027
<.001
<.001
<.001
.005
rag/1
126.
.213
<.08
<.08
<.08
.4
Meas 2
Sta.
134B
No Data
mg/1
516.
200.
280.
1.60
31.3
o Data
Factor
Model/
Meas
-

.25
.0002
.0003
.05
.002
-
                    1 Time  =  1415
                    2 Time  =  Model = 1345;  Meas = 1340

-------
                                                 TABLE  3-32
                                      SELECTED  RESULTS  FROM MODEL  RUNS
                                        RUN  1,  STORM 2  (INITIAL RUN)
                                          WARREN  GENERATING STATION





LOCATION*
INLET 3
Flow
TSS
Sulfates
Total Fe
Manganese
Aluminum
TDS
INLET 5
Flow
TSS
Sulfates
Total Fe
Manganese
Aluminum
TDS
INLET 8
Flow
TSS
Sulfates
Total Fe
Manganese
Aluminum
TDS
SSWMM


MAXIMUM
FLOW RATE
(cfs)

'.26







.20







.26

1






TOTAL
RUNOFF
cu ft

7514 "
For
inlets
J.5,8
*•



















PERCENT 0V
RAINFALL THAT
IS RUNOFF
(Z)

86
For inlets
[3.5,8
••• ^£



















POLLUTANT
LOAD ON LAND
SURFACE PRIOR
TO STORM
(LUS)


7350.2
7.4
138.3
2.2
25.2
48.1


4815.6
4.8
90.6
1.4
16.5
31.5


7124.9
7.2
134.1
2.2
24.4
46.6

MAXIMUM
STORM
MSHOFF RATE
(f.BS/MTN)


8.037
.0332
.621
.010
.113
.216


5.835
.0234
.438
.007
.080
.152


8.012
.0330
.616
.010
.112
.214
TOTAL
STORM
POLLUTANT
WASUOFF
(LBS)


1031.8
5.5
103.4
1.7
18.8
36.0


691.0
3.6
67.8
1.1
12.3
23.6


1006.6
5.4
100.3
1.6
18.2
' 34.9


PERCENT
WASHOFF
(%)


14
75
75
75
75
75


14
75
75
75
75
75


14
' 75
75
75
75
75
RECE;/ (COMBINED EFFECT OF ALL INLETS)
MAXIMUM
POLLUTANT
CONCENTRATION
IN RIVER
(MC/L)

LOCATION
OF MAX.
RIVER CONG.
(JUNCTION
NO)

CONCENTRATION
PRIOR TO
STORM
'(BACKGROUND)
(MG/L)

Flow not changed by storm
13.89
16.17
.366
.033
1.032
105.2
















5
ALL
5
5
5
ALL
















11.61
16.17
.190
.030
1.000
105.2
















CHANGE IN CONCENTRATION
DUE TO STORM
(MAX CONC -
BACKGROUND CONC)
MG/L


2.28
0.0
.176
.003
.032
0.0
















% CHANCE


+20.0
0.0
+93.0
+10.0
+ 3.0
0.0
















*Inlet 3 drains coal pile area.
 Inlet 5 drains area between the plant and the river (direct runoff area).
 Inlet 8 drains area adjacent to plant.

-------
                                                       TABLE 3-33
                                            SELECTED RESULTS FROM MODEL RUNS
                                            RUN 2, STORM 2  (CALIBRATION RUN)
                                                WARREN GENERATING STATION





LOCATION*
INLET 3
Flow
TSS
Sulfates
Total Fe
Manganese
Aluminum
TDS
INLET 5
Flow
TSS
Sulfates
Total Fe
Manganese
Aluminum
TDS
INLET 8
Flow
TSS
Sulfates
Total Fe
Manganese
Aluminum
TDS
SSWMM


MAXIMUM
FLOW RATE
(cfs)

'.26






.20







.26

'






TOTAL
RUNOFF
cu ft

"8652"!
For
inlets
3,5, 8|




















PERCENT OF
RAINFALL THAT
IS RUNOFF
(%)

99 I
For inlets
3, 5, 8
L 4



















POLLUTANT
LOAD ON LAND
SURFACE PRIOR
TO STORM
(LBS)


7350.2
7.4
138.3
2.2
25.2
48.1


4815.6
4.8
90.6
1.4
16.5
31.5


7124.9
7.2
134.1
2.2
24.4
46.6

MAXIMUM
STORM
WASHOFF RATE
(LBS/MIN)


7.857
.0269
.503
.008
.091
• 175


5.706
.0190
.355
.006
.065
.123
-

7.834
.0267
.499
.008
.091
.174
TOTAL
STORM
POLLUTANT
WASHOFF
(LBS)


1173.0
5.9
110.1
1.8
20.0
38.3


782.3
3.8
72.1
1.2
13.1
25.1


1142.2
5.7
106.5
1.7
19.4
37.0


PERCENT
WASHOFF
(%)


16
80
80
80
80
80


16
80
80
80
80
80


16
80
80
80
80
80
RECEIV (COMBINED EFFECT OF ALL INLETS)
MAXIMUM
POLLUTANT
CONCENTRATION
IN RIVER
(MG/L)

LOCATION
OF MAX.
RIVER CONC.
(JUNCTION
NO)

CONCENTRATION
PRIOR TO
STORM
(BACKGROUND)
(MG/L)

Flow not changed by storm
13.84
16.17
.333
.032
1.026
105.2
















5
ALL
5
5
5
ALL
















,11.61
16.17
.190
.030
1.000
105.2
















CHANGE IN CONCENTRATION
DUE TO STORM
(MAX CONC -
BACKGROUND CONC)
MG/L
'

2.23
0.0

.002
.026
0.0
















% CHANGE


+19.0
0.0
+75 0
*^ 9 J 9 V
+ 7.0
+ 3.0
0.0
















O
I
          *Inlet 3 drains  coal  pile  area.
           Inlet 5 drains  area  between the plant  and the river (direct  runoff  area)
           Inlet 8 drains  area  adjacent to plant.

-------
                                                       TABLE 3-34
                                            SELECTED RESULTS FROM MODEL RUNS
                                              RUN 3, STORM 1 (CALIBRATION)
                                                WARREN GENERATING STATION





LOCATION*
INLET 3
Flow
TSS
Sul fates -
Total Fe
Manganese
Aluminum
TDS
INLET 5
Flow
TSS
Sulfates
Total Fe
Manganese
Aluminum
TDS
INLET 8
Flow
TSS
Sulfates
Total Fe
Manganese
Aluminum
TDS
SSWMM


MAXIMUM
FLOW RATE
(cfs)

.26







.27







.28








TOTAL
RUNOFF
cu ft

1225."
For
inlets
3,5,8
-



















PERCENT OF
RAINFALL THAT
IS RUNOFF
(%)

f 92 1
1 For inlets!
3, 5, 8
L J













-





POLLUTANT
LOAD ON LAND
SURFACE PRIOR
TO STORM
(LBS)


3925.3
4.0
73.9
1.2
13.4
25.7


2572.0
2.6
48.4
.8
8.8
16.8


3805.0
3.8
71.6
1.1
13.0
24.9

MAXIMUM
STORM
•IASHOFF RATE
(LBS /MIS)


4.765
.0276
.517
.008
.094
.180


7.048
.0277
.517
.008
.094
.180


5.214
.0290
.542
.009
.099
.188
TOTAL
STORM
POLLUTANT
WASHOFF.
(LBS)


100.6
.8
14.5
.2
2.6
5.0

-
107.8
.5
10.1
.2
1.8
3.5


107.9
.8
14.2
.2
2.6
5.0


PERCENT
WASUOFF
(%)


3
20
20
20
20
20


3
20
20
20
20
20


3
' 20
20
20
20
20
RECEIV (COMBINED EFFECT OF ALL INLETS)
MAXIMUM
POLLUTANT
CONCENTRATION
IN RIVER
(MG/L)

LOCATION
OF MAX.
RIVER CONC.
(JUNCTION
NO)

CONCENTRATION
PRIOR TO
STORM
(BACKGROUND)
(MG/L)

Flow not changed by storm
9.32
12.48
. .383
.032
1.028
114.5















•
5
ALL
5
5
5
ALL
















7.73
12.48
.230
.030
1.000
114.5
















CHANGE IN CONCENTRATION
DUE TO STORM
(MAX CONC -
BACKGROUND CONC)
MG/L


1.59
0.0
.153
.002
.028
0.0
















% CHANGE


+20.0
0.0
+66.0
+ 7.0
+ 3.0
0.0
















I
I-1
NJ
         *Inlet 3 drains coal pile area
          Inlet 5 drains area between the plant and the river (direct runoff area).
          Inlet 8 drains area adjacent to plant.

-------
                                                        TABLE 3-35

                                              SELECTED RESULTS FROM MODEL RUNS**
                                                       RUN 4, STORM 1
                                                 PORTLAND GENERATING STATION





LOCATION*
INLET 2
Flow
TSS
Sulfates
Total Fe
Manganese
Aluminum
TDS
INLET 11
Flow
TSS
Sulfates
Total Fe
Manganese
Aluminum
TDS
SSWMM


MAXIMUM
FLOW RATE
(cfs)

r.o?







3.94








TOTAL
RUNOFF
cu ft

189820
For
inlets
[2, 11












PERCENT OF
RAINFALL THAT
IS RUNOFF
(%)

65
For inlets
2, 11
L J











POLLUTANT
LOAD ON LAND
SURFACE PRIOR
TO STORM
(LBS)


1277.1
1.5
.005
.002
.008
2.0


2064.3
2.3
.03
.006
.03
4.3

MAXIMUM
STORM
WASIIOFF RATE
(LBS/MIN)


.911
.0046
< .001
< .001
< .001
.006


2.356
.0071
< .001
< .001
< .001
.013
TOTAL
STORM
POLLUTANT
WASIIOFF
(LBS)


418.0
1.46
.005
.002
.008
1.99


983.7
2.19
.03
.006
.03
4.13


PERCENT
WASIIOFF
(%)


33
* 100
•v 100
* 100
A, 100
•v. 100


48
•b 100
•*. 100
•v 100
•v 100
•v 100
RECEIV (COMBINED EFFECT OF ALL INLETS)
MAX I MUM
POLLUTANT
CONCENTRATION
IN RIVER
(MG/L)

LOCATION
OF MAX.
RIVER CONG.
(JUNCTION
NO)

CONCENTRATION
PRIOR TO
STORM
(BACKGROUND)
(MG/L)

CHANGE IN CONCENTRATION
DUE TO STORM
(MAX CONC -
BACKGROUND CONC)
MG/L

Less than .05% change in river flow due to storm
16.07
14.61
.570
.050
1.000
67.45








4,5,6
4,5,6
ALL
ALL
ALL
4,5,6








16.00
14.62
.570
.050
1.000
67.49








+ .07
- .01
0.0
0.0
0.0
- .04








% CHANGE


+ .4
- .07
0.0
0.0
0.0
- .06








I
M
N3
I
            *Inlet 2 drains ash pile and ash handling area.  Inlet 11 drains coal pile and area adjacent to plant.
           **Results are questionable as there were insufficient data to calibrate model at Portland.

-------
     In model Run 1, the initial model  run  at Warren,  the  total storm-




water runoff was 7514 ft3 which was  86% of  the  total  rainfall.  This run-




off did not change flow conditions in the Allegheny River.  Based on the




components of the accumulated dust and  dirt, only  14%  of the pre-storm mass




of total suspended solids was washed from the land surface during the storm.




However, 75% of the pre-storm mass of sulfates,  total  iron, manganese,




aluminum, and total dissolved solids was washed  from  the surface.  Model




Run 1 showed maximum pollutant concentrations increased in the river by 20%




for suspended solids, by 93% for  total  iron, by  10% for manganese and by 3%




for aluminum.  These values are within  the  confidence  limits of the means




except for iron.  The model shows a  definite increase  in iron for the




second storm.  The field data, however, does not show  a significant in-




crease in iron concentration.  This  difference  is  probably due to either a




poor field sample or poor  sample  timing (i.e.,  the peak concentration was




missed).  Concentrations of sulfates and total  dissolved solids remained




unchanged as a result of the stormwater runoff.  Selected  results for Run 1




are shown in Table 3-32.




     In model Run 2, the calibrated  model run at Warren, the total storm-




water runoff was 8,652  ft3 which  was 99% of the total  rainfall.  Flow




characteristics in the Allegheny  River  remained unchanged.  Sixteen per-




cent of the pre-storm mass  of total  suspended  solids  and 80% of the pre-




storm mass of sulfates, total iron,  manganese,  aluminum, and total




dissolved solids were washed from the  land  surface during  the  storm,  and




maximum pollutant concentrations  increased  in  the  river  for  total  sus-




pended solids by 19%, total iron  by  75%, manganese by 7%,  and  aluminum




by 3%.  Concentrations  of  sulfates and  total dissolved solids  remained
                                    -123-

-------
unchanged as a result of the stormwater runoff.  Selected Run 2 results




are shown in Table 3-33.




     For Run 3, the storm of August 26, 1976 at Warren, the total storm-




water runoff was 1,225 ft3, which was 92% of the total rainfall.  Flow




characteristics in the Allegheny River were not changed by this storm




flow.  Three percent of the pre-storm mass of total suspended solids and




20% of the pre-storm mass of sulfates, total iron, manganese, aluminum,




and total dissolved solids were washed from the land surface during the




storm, and maximum pollutant concentrations increased in the river for




total suspended solids by 20%, total iron by 66%, manganese by 7%, and




aluminum by 3%.  Concentrations of sulfates and total dissolved solids re-




mained unchanged as a result of the stormwater runoff.  Selected results




for Run 3 are shown in Table 3-34.




     In Run 4, the storm of October 20, 1976 at Portland, the total




stormwater runoff was 189,820 ft3, which was 65% of the total rainfall.




Flow in the Delaware River increased by less than 0.05% as a result of




the stormwater runoff.  Thirty-three percent of the pre-storm mass of




total suspended solids and approximately 100% of the pre-storm mass of




sulfates, total iron, manganese, aluminum, and total dissolved solids




were washed from the land surface during the storm.  The concentrations




of total suspended solids, sulfates, total iron, manganese,  aluminum,




and total dissolved solids in the Delaware River were not changed by




the stormwater runoff.  The results of model Run 4, however, are ques-




tionable as there were insufficient field data to calibrate  the model




at the Portland Generating Station and as the field data that  did  exist




did not compare favorably to the modeled results.  The  results  of  Run  4




are listed in Table 3-35.






                                   -124-

-------
     3.3.4  Results of the Model Development Program




     From the work completed in this study, it appears that SSWMM -




RECEIV II is capable of predicting the quantity and quality of storm-




water runoff and its impact on receiving waters for specific industries,




but that model limitations do exist.  These limitations include the lack




of capability to simulate storm erosion of infinite sources, i.e., material




storage piles, and to simulate stormwater percolation through material



storage piles.




     SSWMM - RECEIV II is a versatile stormwater and receiving water model




suited for industrial application.  It is inherently flexible so that it




is applicable to each of  the industries identified in Section 3.1.1 of this




report, with only minor data input modifications.




     Specific utility industry application described in this study has




demonstrated that, for the most part, where adequate field data were




available, SSWMM - RECEIV II results compared favorably to field measure-




ments.  At the Warren Generating  Station calibrated model results for




stormwater runoff flow and pollutant concentrations (total suspended




solids, total iron, manganese, and aluminum) compared within a factor of




4 and river pollutant concentrations for all six pollutants within a




factor of 3 to field measurements.  Most importantly, the model-field




measurement comparative factor of 4 was maintained for a second storm at




Warren, indicating that the calibrated model could predict the effects




of different storm conditions with the same degree of accuracy established




in model calibration.  In essence, the model was verified, increasing model




credibility and indicating the feasibility of  its use for  industrial  ap-




plications.
                                   -125-

-------
     Several difficulties were encountered in this model study.  Modeled




stormwater runoff concentrations of total dissolved solids and sulfates




at the Warren Generating Station were different from the field-measured




values by greater than a factor of 4.  Adequate field data were not availa-




ble to ascertain the comparative validity of the model at the Portland




Generating Station for either stormwater runoff or the receiving water.




     Although difficulties were encountered, SSWMM - RECEIV II was dem-




onstrated to be a valid stormwater runoff and receiving water model suited




to industrial application.  Additional work is needed to increase model




credibility and usefulness, and recommendations to that end were presented




in Section 2.0.
                                  -126-

-------
                               References
 1,  Staff Report. National Commission on Water Duality  (Washington. B.C..
     April 1976).

 2-  Report to the Congress, National Commission on Water Quality (Wash-
     ington, D.C., April  1976).

 3.  Donald M. Gray, Editor-in-Chief, Handbook on the Principles of Hydrology.
     (Port Washington, N.Y.:  Water Information Center and National Research
     Council of Canada, 1970).

 4.  Martin P. Wanielista, Nonpoint Source Effects. Florida State Department
     of Environmental Regulation, Florida Technological University Report
     // ESEI-76-1  (January  1976).

 5-  National Water Quality Inventory-1975 Report to Congress, U.S.  Envir-
     onmental Protection Agency, Office of Water Planning and Standards
     (Washington, D.C.).

 6.  N. Sridharan and G. F. Lee, "Phosphorus Studies in Lower Green Bay,
     Lake Michigan," Journal of the Water Pollution Control Federation
     (April 1974).

 7.  John A. Lager and William A. Smith, Urban Stonawater Management and
     Technology - An Assessment (Cincinnati, Ohio:  U.S. Environmental
     Protection Agency, Office of Research and Development, December 1974).

 8.  Methods for Identifying and Evaluating the Nature and Extent of Non-
     Point Sources of Pollutants (Washington, D.C.:  U.S. Environmental
     Protection Agency, Office of Air and Water Programs, EPA-430/9-73^-014,
     October 1973).

 9.  Phillip E. Shelley and George A. Kirkpatrick, An Assessment of Automatic
     Sewer Flow Samplers - 1975 (Cincinnati, Ohio:  U.S. Environmental
     Protection Agency, Office of Research and Development, December 1975).

10.  Plugs were designed and built by Kahl Scientific Instrument Corp., P.O.
     Box 1166, El Cajon, California 92022.

11.  W. G. Hines, e_t al., Formulation and Use of Practical Models for River -
     Quality Assessment (Washington, D.C.:  U.S. Geological Survey,  Circular
     715-B, 1975).

12.  Development Document for Effluent Guidelines and New Source Performance
     Standards for the Steam Electric Power Generating Point Source Category
     (Washington, D.C.:  U.S. Environmental Protection Agency, Effluent
     Guidelines Division, EPA-440/l-74-029-a, 1974).
                                 -127-

-------
13.  1975 Keystone Coal Industry Manual (New York, N.Y.:   McGraw-Hill, Inc.,
     1975).

14.  Short Stormwater Management Model Documentation Report, University City
     Science Center (Philadelphia,  PA:  unpublished, June 1976)

15.  New England River Basins Modeling Project Final Report, Volume III -
     Documentation Report, Part I - RECEIV II Water Quantity and Quality
     Model,  Raytheon Company (Washington,  D.C.:  U.S. Environmental Pro-
     tection Agency, EPA Contract No.  68-01-1890, December 1974).

16.  Huber,  Wayne, Heaney, James, Medina,  Maguil, Peltz,  W., Sheikh, Hagan
     and Smith, George, University of  Florida, "Storm Water Management
     Model,  User's Manual, Version II," Environmental Protection Agency,
     Office  of Research and Development, National Environmental Research
     Center, Cincinnati, Ohio, EPA-670/2-75-017, March 1975.

17.  Short Stormwater Management Model Documentation Report.

18.  New England River Basins Modeling Project Final Report.

19.  C. V. Beckers, et a^., "RECEIV-II, A Generalized Dynamic Planning
     Model for Water Quality Management," Proceedings of  the Conference
     on Environmental Modeling and Simulation, April 19-22, 1976 (Cincin-
     nati, Ohio; U.S. Environmental Protection Agency, EPA 600/9-76-016,
     July 1976).

20.  New England River Basins Modeling Project Final Report.

21.  Proceedings of the Conference on Environmental Modeling and Simulation.
                                 -128-

-------
                 APPENDIX A

    STATISTICAL EVALUATION OF FIELD DATA

                A-l  Warren
                A-2  Portland
A-3 Summary of 60% to 95% Confidence Levels
                     -129-

-------
                TABLE A-l



         STATISTICAL EVALUATION

               WARREN DATA
No. of
Case
DRY,
TSS
soi+
Fe
Mn
Alk
DRY,
TSS
so.'
k
Fe
Mn
Alk
WET,
TSS
SOtf
Fe
Mn
Alk
WET,
TSS
SO,
LL
Fe
Mn
Alk
Data Ele
DOWNSTREAM
15
18
19
19
24
UPSTREAM
37
28

35
34
43
DOWNSTREAM
8
10
9
8
10
UPSTREAM
10
11

10
12
9
Arith _
Mean , x
mg/1
Std
Dev
S
Coef .
of Var
                                           X
Variance
   *2
4.13
13.83
0.21
0.023
39.33
3.69
2.92
0.18
0.011
2.10
0.89
0.21
0.86
0.46
0.05
13.56
8.50
0.034
0.0001
4.41
8.11
13.89
0.23
0.028
41.65
6.77
2.17
0.067
0.014
2.76
0.83
0.16
0.28
0.50
0.07
45.77
4.69
0.004
0.0002
7.61
5.50
16.65
0.39
0.043
40.30
3.24
3.15
0.35
0.014
0.48
0.59
0.19
0.91
0.327
0.01
10.50
9.89
0.123
0.0002
0.23
7.25
15.09
0.12
0.032
40.33
4.44
1.39
0.04
0.004
1.22
0.61
0.09
0.29
0.138
0.03
19.74
1.94
0.0013
0.00002
1.50
                -130-

-------
                               TABLE A-2

                        STATISTICAL EVALUATION
                             PORTLAND DATA
               No.  of
 Case       Data Elements
Arith
Mean, x
mg/1
Std
Dev
S
Coef.
of Var
S
                                      Variance
 DRY,  DOWNSTREAM
TSS
SOtt
Fe
Mn
Alk
DRY,
TSS
SO 4
Fe
Mn
Alk
WET,
TSS
SOif
Fe
Mn1
Alk
WET,
TSS
SQii
Fe
Mn
Alk
16
20
21
21
17
UPSTREAM
13
17
18
17
14
UPSTREAM
5
5
6
6
5
DOWNSTREAM
8
13
12
12
8
11.66
10.10
0.56
0.055
15.59
13.07
2.34
0.40
0.045
2.45
1.12
0.23
0.72
0.81
0.16
170.8
5.48
0.16
0.002
6.00
12.72
12.86
0.56
0.051
16.07
8.04
2.54
0.44
0.035
3.15
0.63
0.198
0.79
0.68
0.196
64.64
6.47
0.194
0.001
9.92
13.54
14.25
0.30
0.020
17.6
4.76
4.93
0.11
0.011
1.14
0.35
0.35
0.36
0.56
0.06
22.64
24.34
0.01
0.0001
1.30
7.39
8.15
0.43
0.016
16.38
2.64
2.17
0.34
0.010
0.52
0.36
0.27
0.79
0.64
0.03
                                                                     6.95
                                                                     4.72
                                                                     0.11
                                                                     0.0001
                                                                     0.27
 *0ne non-detected value:
  Two non-detected values:
0.009
 0.0045, 0.009
NOTE:  None detected data were replaced with a linear progression of values
       between 0 and this limit of detection for each pollutant
       Al = 0.2 mg/1,  Mn = 0.009 ing/1,  Fe = 0.05 mg/1
                              -131-

-------
                                 TABLE A-3

                SUMMARY OF STATISTICAL EVALUATION (T - TEST)
                      OF WARREN AND PORTLAND DATA AT
                      60% AND 95% CONFIDENCE LEVELS

Warren
TSS
SOi^
Fe
Mn
Alk
DD-UD
60% 95%
Yes No
No No
No No
Yes No
Yes No
DD-DW
60% , 95%
Yes No
Yes No
Yes No
Yes Marg
Yes No
UD-UW
60% 95%
No No
Yes No
Yes Yes
Yes No
Yes No
UW-DW
60% 952
Yes No
Yes No
Yes No
Yes No
No No
Portland
TSS
SO^
Fe
Mn
Alk
No No
Yes No
No No
No No
No No
Yes No
Yes No
Yes No
Yes No
Yes No
No No
Yes No
No No
Yes No
Yes No
Yes No
Yes No
No No
No No
Yes No
Key

   DD  =  Downstream, Dry
   DW  =  Downstream, Wet
   UW  =  Upstream, Wet
   UD  =  Upstream, Dry
 MARG  =  Marginal
 Hypothesis:
The means of sample sets A (XA) and B (i
are different within confidence limits ol
                                                        60% and  95%.
                                   -132-

-------
           APPENDIX B




SSWMM - RECEIV II PROGRAM LISTING
             -133-

-------
* * * *
      PROGRAM  SSWMM
      COMMON  /TIT/ TITLEC2H)
      COMMON  /GENRL/ T IME , U ME 2 ,DELT ,T ZERO , AREA 199 ) ,NOS ,NSTEP , TARE A ,DELT
     12,MQUAL
      COMMON  /DIRT/ PSHED I 99 ,8 I ,PB ASIN 199, 8 1
      COMMON  /DDATA/ XF ACT ( 8 ,6 > , OXFACT 18 ) » C6FAC1 (8 ) tDR YDAY
      COMMON  XOSH12/ FPSX , TO TDD C99 ) ,F1 18 ) , F2C8 I .CBVOL, BASINS I 99 » ,FLWLST I
     199) ,ISS
      COMMON  /WSHD/ "WlSTO ,W5 ,W6 ,DEC AY ,WLMIN ,WLMAX ,UST ORE! 3) ,SUMR ,SUMI ,
     1SUMST
      COMMON  /SUUSG/ EFLOWC99) ,E*IDTH« 99 1 , SLOPE 199 I .DEPTH I 99,3 I , PCIMP( 99
     1>,NRG<99)
      COMMON  XGUGQL/ NUP<9 9 I ,IUPI99 ,3 I ,NCH AH 199 I ,66 tSUMOFF
      COMMON  /QUAL/ TLOAD , NS AVE*NELT, JOUT
      COMMON  /TFILE/ I NLET S , ISFI I 20 I ,F LSV i 20 I ,PS AVEf 20 ,81
      DIMENSION Cf99,8I,DFULLC991tGLEN«99> , Q IN ( 99 > r V « 9 9 I ,POFF ( 99 ,8 I ,QSUR
     1(99»
      CQUI VALENCE: ( PSHED d >,CCIH, IIOTDDII » .QIUII » » » IBASINSID ,vci D
      EQUIVALENCE (PCIMPC1 I ,DFULL C 1 » J , CPBA SIN I U .POFFI II)
      CQUI VALENCE I ARE At U ,GLEN(1> ),(FLWLST(1) ,USURU» )
      CALL  REA01N
C     INITIALIZES MATRICES AND  NECESSARY  VARIABLES TO ZERO
      00  <»5 KT = 1,NELT
      EFLOWIKT JZQ.O
      QSUR(KTI=O.Q
      DO  «*0 J=l,3
   «0 DEPTHfKT, JI=U.O
   t«5 CONTINUE
      00  70 LL=1,NELT
      DO  b'J MM=1,NQS
      PSHEDCLL,MMJ=C.O
   60 P8ASIN(LL,MMlza.O
   70 CONTINUE
       SUMR=0.0
       SUMOFFrG.D
       SUMST-D.O
       I-l
       IF(MOUALI 500,S01,50.J
  500  CALL  GSHED1
  SOI  DO ^HC? IJ-l.NSTEP
       1-1*1
       TIME-TIMrl+OELT
       TIME2=TIME-DELT2
       ^RITEC6,1D01 > FlTLCfTIME
   Ol  FOaMATClHl///f10Xt20A«l,///8Xt 'SUMMARY OF QUANTITY  AND  QUALITY RESU
     1LTS FOR TIME', F10.0/ 8X,  'QUANTITY - FLOW IN CU FT/SEC'/         TRC CHN&
     2          eX, 'QUALITY - POLLUTANT LOADINGS IN LB/MIN;  COLIFORMS*. TRC  NEy
     3             ' (IF MODELED)  IN  MPN/MIN*//                           TRC  NEW
     2       10X, 'ELEMENf, 5X,  *FLOy*, 19X, 'TSS't 6X ,  'SULFATES',     TRC  NEW
     3         «X, 'TOTAL Ft', MX,  'MANGANESE*, MX, 'ALUMINUM*,  7X, *TDS*TRC  NEW
     t<         //}                                                         TRC  NEW
      CALL WSHEDflll
      IFIMOUALI
                                       -134-

-------
* * *
350 CALL  QSHLD2UM
M20 CALL  GUTTER(III
    CALL  GvJIJALCIl)
ItO CONTIMJE
    SET  IDWF^C IF 0«Y  WEATHE* FLOU  IS NOT TO bF.  MODELED
    «EADI5,inci  IDWF
    IF (IDWF.tC.U > GO  T.)  Hbi)
    CALL  DRVWF
<*5Q CONTINUE
100 FORMATCI2I
    STOP
    tND
                                   -135-

-------
* * *
      SUBROUTINE  QSHED1
      COMMON  /DIRT/ PSHEDI99,8»,P6ASIN 199,81
      COMMON  /DOATA/ XFACT t 8 »8 » ,OXF ACT ( 8 ) , CliFACT ( 8 ) , OK YDAY
                      FPSX, TO TDD (99 I ,F1 (6I,F2(8) ,CB VOL ,B ASI MSI 99 I .FLWLSTI
    COMMON /OSH12/
   199), ISS
    COMMON /GUGQL/
    COMMON /GQLWS/
                      NUP I 9 9> , IUP I 99 ,3 ) ,NCHAR < 99 I ,G6 ,SUMOFF
                      PCI ZE R ,R AIN C<« , 1UO I , IS A VE t SO I ,NSAVE tNELT t JOUT
      DIMENSION XLANDI8»,GQLENI8),ZZZ<99,19)
C     THIS  SUBROUTINE INITIALIZES  ALL  POLLUTANT LOADINGS
      DO  10 KT=1,NELT
      IF(NCHARCKT)-l) 10,9,10
    9 00=0.0
C     READ  SPECIFIC QUALITY DATA
      READ (5, IOC)  BASINS(KT) ,RCFF, CLFREC
  10Q FORMATU5X,UF1U.O)
C     XLANDCIJ  CAN BE DESIGNATED AS  ANY  8 ARBITRARILY CHOSEN LAND  USES,
C     DUST  AND  DIRT LOADING RATES  AND  POLLUTANT CONCENTRATIONS WITHIN  A
C     GRAM  OF  OUST AND DIRT FOR THESE  LAND  USES, HOWEVERf MUST BE
C     POSITIONED IN THE RIGHT LOCATION  OF THE  NEEDED VECTORS.
C                   
      READ(5,1Q2)  ( XLAND ( I 1 , 1= 1 , 8 J
      MEAD  15,1021 «GQLEN( I>, 1=1,8 >
  1C2 FORMAT (8F10.51
      ZZZtKT ,1 )=3ASINS (KTJ
      ZZZ(KT,2>=REFF
      DO  199  K?rlf8
199
C
c
C
C
C
C
c
C
  130
  ?10
  230
       ZZZIKT ,Ka JrGQLCN (KZ)
       URY=ORYDAY
       IF (DRYD^Y.LT.CLFREO) GO TO  130
       TGS=l.fJ
       NCLEAN=DWYOAY/CLFREQ
       UO 200 J=1,N CLEAN
       TGS=TGS* (1.0-RLFr )**J
    THE FOLLOWING  DO  LOOP COMPUTES A
    «ATE AVERAGE: BASCD  0'4 * LAND USE
    LOADING RATE FOR  EACH LAND USE
    UO 210 1=1,8
    00=00 + OX FACT (I J*XL*NDt IJ*GQLEN(I )
    CALCULATE THE  DUMBER  OF GRAMS OF DUST  A^O
    1b3.6 IS A CONVERSION FACTOR tGRAMS/Lb>
                                         WtlGHfEU DUST AND DIRT  LOADING
                                         AND THE PARTICULAR DUST  AND  DIRT
                                                  DIRT ON THE  -IATERSHEO
                        LOOIJ COMPUTES
                        ANO DIRTJ FOR
                        LANO USCS
    DO 220 K-1,6
    THE FOLLOWING  ~/0
    IMG POLL./G DUST
    AVERAGE OVER ALL
    DO 230 L=l,8
    PSHEDIKT ,K J=PSH£i)«KT ,K ) + XFACT( L , K ) *X L AND ( L )
    CALCULATE THfc  TOTAL  AMOUNT OF EACH POLLUTANT  IMG» ON THE
    PSHEDCKT ,K >=PSHEl)IKT,K»*DD
    CALCULATE THE  TOTAL  AMOUNT OF EACH POLLUTANT  IMG I IN THE
                                       A  POLLUTANT CONCENTRATION
                                       EACH POLLUTANT BASED  ON  A  WEIGHTED
                                                                  WATERSHED
                                   -136-

-------
* * * *
C     CATC Mb AS INS
  220 t'BASiNCK ! ,K ) =C.JVOL*P AS INS (XT J*Ct-FAC! U
      TOTDOJKT J-PSHE J(KT,.? )
      WRITE(6, 1C11  KT,l)0,< PSHEUU1 ,K > , K = 1 , 8 1 , (PBASIMK f ,K J ,K-l,b)
   10 CGN11NUL
      •JHITH6, Ibb)
  IDS FUWMAT  cihi,»  SUB» ,c>x ,»CBASINS» ,bx, •KLFF* ,5x,'CLFREQ*,39x,f LAND  u
     lSEf/^8X,•l•,6Xf•2',9X,t51f9X,•t',9Xft5f,9X,•6',9X,•7•,9X,•8•/)     IRC CHNG
      00  S02  13=1,NELT
      IF(NCHAR(13).E3.2I  GO TO 532
      WRITE 16,106)  I3»(Z2Z(I3,IZitIZ=ltl9i
  502 CONTINUE
  inb FORMAT t/,13J 3X,Ii',Fl i.l ,Fia.2 ,F 1 0 .1 ,«»X ,8F1U. 2/HOX »8F 10 .2/H
  101 FORMAT 
-------
* * * *
      SUBROUTINE REAJIN
      COMMON /TIT/ TITLE(2'J>
      COMMON /bENRL/ T 1ME , TJ ME 2 ,UEL 1 , T ZERO , ARE A t 99 ) ,NQS ,NS TLP» TARE A , OELT
      12,MOUAL
      COMMON /DIRT/ PSHED ( 99 ,8 > ,PBASI N I 99 , b 1
      COMMON /ODATA/ XF ACT t 8 ,8 ) ,DXFACT (8 > , C6FACT( 8 ) ,UR YDAY
      COMMON /QSH12/ FPSX,fOTOD(99),Fl(«),F2(8) ,CB VOLtBASI NSI 991 ,FLWLST<
      199) ,ISS
      COMMON /WSHD/ NH1 STO ,W 5, Wb ,DEC AY ,WLM IN ,WLM AX ,WSTORE ( 3» ,SUMR , SUHI ,
      1SUMST
      COMMON /GUWSG/ EFLOW t 99 > ,E«ID1H ( 99 ) , SLOPE 199 I , DEPTH! 99,3 I ,PC IMP ( 99
      1 ) ,NRG(99)
      COMMON /GUSQL/ NUP C 9 V I , I UPC99 , 1 1 ,NCHAR (99 I , 66 .SUMOFF
      COMMON /GOLWS/ PCTZE R ,«A IN< a , 100 I , IS AV£ C 50 ) , NSAVE ,NELT , JOUT
      COMMON /TFILE/ INLCT -J, ISFI (20 I ,F LSV t 20 » ,PS AVE 1 20 , 6 »
      DIMENSION C(99t8J,OFULL(99>,GLEN(99» ,QIN(99! ,V<99»
      EQUIVALENCE I PSHED < 1 » » C ( 1 ) I . ( 1 OTDD ( i ) tQINf 1 II
      CQUI VALENCE I PC IMP Cl > ,DF IJLL C 111 , (B AS INS ( 1 1 ,V ( 111
      tOUIVALENCE ( ARE A 1} I ,GLEN( 1 ) )
C     THIS  SUBROUTINE READS  AND  INITIALIZES  ALL  GENERAL DATA NECESSARY
C     FOR  THE REMAINING  PARTS OF THIS PROGRAM
      READ  C5,1DQ» JOUT
      KEAD  15, 1005 J TITLE
      IF  
-------
* * *  *
       UO  *Q KT-1,NCLT
       READ (5,1 «*r.)  lELT,KiCHARCKr»,MJP,NRGIHn
       IF (NRG IK I >„£ w..l. ANO.NCHA'JtKT I . CQ .1 >  NK>HKM-1
       IF(NCHAR(KT).EJ.^J GO TO  15
       READ  15,150)  F.4IOTHIKT ), AREA «K T ) ,PCIMPIK D .SLOPE (KT)
       WRITE16, 1G5C )  IELT,NCHAR(KT),NUP(KT),IIUP(KT,NM) ,N^=1 ,5),NRG(KT),E
     1,4IDTHIKT),SLOPC(KT),AREA(KT),PC1MP(KT>
       TARE ArTAREA* Af»L"A (KT)
C      CONVERT AREA  TO  SQUARE FEET
       AREA(KTJrAREA(KT1*15560.
       60  TO 20
    15  READ(5,155>  Efci IDTHCKTI,GLENIKT),SLOPEiKT)
       UFULL(KT)-0.95*EWIDTH(KT
       yRITEC6,1050)  IELT,NCHAR
     H«IDTH(KT),SLOPE-WSTOHE( U/l2.
       CONVERT INFILTRATION! RATCS  TO  FEET/SECQNO
       HEAD  GENES AL  QUALITY DATA
       IF (MQUAL.FQ.O)  GO fO Jl
       RLAD (5,1 7L)  CPi/OL,NO S, I SS, OR YD AY
       WRITE (6, 175)  Ci)«OL,NiJS,ISS,nKYDA Y
       RLAD{5,1»5)  (C'HFACTI I) , I~ltNgS)
       WKlTt <6,19H) , ICBFACT (1 I , I=1,NQS>
       KLADI5 ,lc*5)  (L'XFACT { T | ,1-1 ,6)
       WhlTfllb,iVO)  IDXFACT ( I ) ,1-1 , til
       JO  30 '1-1, 8
       READ (5 ,1 3D)  I XFA CT f M , J ) , J-l , i>tU 3 »
   30  WklTE(6, I9U)  (XFACTf Mt J> ,J-1 ,NQS )
       KLAU' b,ld!i)  (F KL1 ,L -•! ,NQS)
       WHITE Cfc, I97i)  CF1 (L)«L = 1,^US1
       KLADC5.135)  (F>(L > ,L-1 ,N«S>
       JK I T E I 6 , 1 9H )  ( F
-------
 * * *
    1HRINTEO  OUT  FOrf 6 CONSTITUENTS.',/,5X ,'THESE CONSTITUENTS, IN ORDETRC  CHNG
    2«, ARE	•/ 23X, '2	TOTAL  SUSPENDED SOL10SV                 TRC   NEW
    3               2UX, »3	SULFATES'/  20X, "»	TOTAL IRON'/    TRC   NEW
    *»               JGX, 'S	MANGANESE'/ 20X, '6	ALUMINUM'/      TRC   NEW
    5               20X, '7	TOTAL  DISSOLVED SOLIDS')                 TRC   NEW
 IDG HOHMATtIZ)
1005 FORMAT I20A<4»
 110 FORMAT  IUI2,2F5.U.JI2J
 115 FORMAT
-------
* * * *
      SUbROUTINL GQUAH1I)
      REAL  *L
      COMMON /GENRL/  TIME, HME2,i)F.Ll ,T?LRG , AREA (99 ) ,NQS,NSTEP,TArtEAfUELT
      l«i,MUUAL
      COMMON XfiUGQt/  NUP<9 9 ) , IUP 19V , 3) , NCH At, (99 ) ,66 , SUMGFF
      COMMON /QSH12/  FPSX,10TnDC99),Fl(8),Ft(8),CBVOL,BASINS(99),FLWLST(
      199>,JSS
      COMMON /WSHD/ NH 1 STO , W 5, W6 ,DEC AY ,WLM IN , WLM AX ,KSTORE ( 3 > ,SUMR, SU1I ,
      IbUMST
      COMMON /GUWSG/  E FLOW 199) ,ErfIOTH«99 > , SLOPE (99 J , DEPTH! 99, 3 » ,PC IMP (99
      1 > ,NRG(99)
      COMMON /GCLtfS/  PCTZE R ,RA IN (<» , 100 J , IS A WE I 50 ) , NS AVE ,NELT , JOUT
      COMMON /DIRT/ PSMED( 9.9 ,8 ) ,PB AS IN ( 9 9, 6 )
      COMMON /TFILt/  INLET S , ISFI ( 20 I ,F LSV ( 2U » ,PS AVE t20 ,8 I
      COMMON /OUAL/  rLOAl)(^D,8)
      DIMtNSIOM C(99,8 >,[)F ULLt99l,GLCN (9V) ,QIN(99I , V (99 I , 0 SU» ( 99 ) , POFT C 9
      19,3)
      EQUIVALENCE  < PSHF.D ( 1 ) , C ( 1 ) I , ( 1 OT 00 ( 1 ) , 01 N ( 1 ) I , ( B A SINS ( 1 ) ,V ( 1 I )
      LUUI VALENCt  (Pc)ASlN( i) ,POFF (1) ) , (FLWLSK 1) ,OSUR( 1))
      tuUIVALENCE  (PCIMPJ 1 ) ,DFULL(1 ) )
      EUUIVALENCr:  (Ar^EAIl) ,GLEN(1 ) )
      DIMENSION FLUX(8) ,ML t8>
C     THIS  SUBROUTINE CALCULATES  POLLUTANT MASS  LOADS  AND POLLUTANT
C     CONCENTRATIONS  IN ALL PIPES AND  fHEl  LAST  MANHOLE
      DO 420 KT-l.NELT
      IF(NCHAR (KT)-2 ) 12Q,9,<42T
     9 IF (EFLOW (KT) .GF. .DH5 J GO  TO 150
      OG 13C Kri.NCS
   130 C I K T * K ) = 0 . '.)
      GO TO 295
   ISO DO £ DC K-l
       UO 240
       IK (NCHAR (K V.Efc.l )  50 10  23"3
C      ADD UPSTREAM  PIPE  CONCEN FR AT IONS TO FLUX
       DO  ?20 M=I,NQS
  2?G  FLUX (M )=FLUX (K>*C«K, i1)*EFLOW (K )
       GO  TO 240
C      ADD UPSTREAM  POLLUTANT WASHOKFS  FkOh WATEKSHEP TO FLUX
  2?Q  UO  235 K-1,NOS
  235  FLUX (H) -FLUX (Ml+HOFF (KT,M) 12 8.31 7
  210  CONTINUE
       UO  1 Ili MNrl ,ISNL£TS
       IF(K r.ME .ISFI «HN» GO  TO  170
       DO  171 K=J,NQS
  1T4  C(KT »K )=FLUX C'K )/J".FLOy(KT )
       GO  TO 295
  170  CONTINUE
C      COMPUTE  PCLLUTANT  CONCENTRATIONS FOR PIPES  AND MANHOLE
       C(KT,K) = (FLUX(K>*DrLT-»CV{KT)-(giN(KT)-fFLG»JIKT) ) *CCL T+QSUR (K
       rtT ,K I )/ (CFLO*'(i
-------
* * * *
 90LO FORMAT  (//,* **** GUTTER',13,' SURCHARGED,  SURCHARGE' = •,F10.0v'  CU
      1H,  FLOW - '.FA.!,'  CFSV)
  295 DO  3UO  N-UNSAVE
      IF  CKT.EQ.ISAVE
C     SUH ALL FLOWS FROM THE  LAST PIPE  ELEMENT
  298 SUMOFF^SUMOFF +HFLOI41 MP )*DELT
C     CALCULATE ONLY 3 POLLUTANT  MASS  LOADS  THAT  MAY BE SAVED FOR
C     STORAGE ON FILE
      DO  1 IPL=1»NQS
     1 PSAV£(MN,IPL»=HL,((PSAVEIHN*I
      1 PL>,£PL=l(NQS!ffMN = ltINLETS)
      IF  III.NfT.NSTEP) GO  TO  111
C     COMPUTE PERCENTAGE ERROR FOR UNACCOUNTED  «ATER
      ER«OR=(SUKKf-SUHI-SUMOFF-SUMSTI*10Q./SUMR
      WRITEI6,«?DOO > SUMR,SUMIf SUMOFF ,SUKST tERROR
      JRITfc<6,5000)
      00  75 1 = 1,INLETS
    75 WkITEt6,3tJ05) ISFI (I ) , ( TLOAD (1 , I T ) , I T = l , NOS)
C100Q KOHMAT<12X,I2,5X,F7.2flX,F10.3,2X,F10.3,'»X,EID.'» , 5f 2X VF1 0. 3 ) / )
 nOQ FORMAT C12X, I 2 fSX ,F 7. 2 , 1 X ,F 10 .3 ,2X, Fl 0.3 ,««X , F 1 O.«l ,5 t2X »F1U. 3)/)     TRC CHNG
 2000 FO*MATUHlf///2X, 'TOTAL RAINFALL  ( CU  F T) ' , 5X ,E 12 .6,// ,2X , • TO TAL IN
      1FILTRAT10N «CU FT)*,5X»E12.6,//,2X,•TOTAL GUTTER FLOW CCU FT)*f5X»
      2E12.6,//,2X,'TOTAL SURFACE  STORAGE  I CU  F T )% 5X,E 1 2.6 ,//,2X ,« ERROR
      3 IN CONTINUITY • ,5X,FI0.5)
 3101) FORMAT (///// 15X, 'THE TOTAL  POLLUTANT  LOADS  FOR EACH INLET ARE AS  F
      10LLGWS:'/ 15X, »POLLUTANf LOADS  IN  LB;  COLIFORMS tIF MODELED)  IN'.TRC CHNG
      2                f MPNV// 10X, 'ELEMENT*,  19X, fTSS», 6X,           TRC  NEW
      3                'SULFATES'r  *» X, 'TOTAL  FE ',  MX, 'MANGANESE*,  5X,   TRC  NEW
      <4                *ALUMINUH',  7Xf *TDS*//)                             TRC  NEW
C30C5 FOMhATC12XfI2t^X,2(2X,F10.3lt<»XtEIO.«»f5<2XfF10.31//»
 300S FG^KAT (12X,I2,2X ,2 ( 2 X t Fl'J. 3 ) ,«*X, F 1 Q.M ,5( 2X ,F IP . 3 I//)               TRC CMNG
  111 CONTINUE
      RETURN
      END
                                      -142-
-------
* * * *
      SUBROUTINE. CShtUZt II »
      COMMON /GENF-L/  T IMC , T I >1E f , I)E L T t T ,!C *0 , A'?L A < >9 ) ,.JQS ,\'S TEf> , T ARE A , OEL T
     12.MQUAL
      COMMON /OlttT/ PSHEDO9 ,6 ) .PBASIN (S9,8 »
      COMMON /QSH12/  F PS X , I C TDO < 99 ) , F 1 < 8 ) , F2 ( 8 ) ,CB VOL , 3 A SI NS ( 99 ) , F LWLS T (
     199), ISS
      COMMON /GUWSb/  EFLOW ( V9 ) , EWI 1)1 H ( 99 J , bL CPU 99 ) .QEPIH ( 99, 3 ) ,PC IMP I 99
     1), NRG I 99)
      COMMON /GUGOL/  NUP( 9 9 I , I UP ( 99 , 3 ) ,NCHAfx f 99 1 ,G6 , SUMOFF
      COMMON /GOLWSA  PCTZE P , RA IN < <4 , 1 [JO ),1SAVL«SO) , NS4VC ,NEL T , JOU T
      OIMLNSION PMU31 ,POFR99,8I
      fcUUI VALENCE  (P3ASIM( 1) ,POFF< 1) )
C     THIS  SUBROUTINE  COMPUTES WATERSHED  QUALITY  CONTRIBUTIONS
      UTM1N=DELT/60.
       IF(TIMt.EC.TZERO*Di:LT
       IF (CC.LT.D.2S>  CC=0.25
       00  10 KT=lfNCLT
       IFINCHAR(KT)-! )  10,9,10
       COMPUTE AVERAGE  FLOW
     9  IF (TIME.EC.TZEHO+DELT) FLWLS f (KT )z£FLOW « KT )
       L,KT=KT*1
       AVFLOW-(FLWLST(KT )+EFLOWCKT))/2.Q
       FLWLST(KT )=EFLOW (KT )
       COMPUTE RUNOFF  RATCS IN IM/HR
       IF(AREA(KT).GT.O.DOI ) RUN 1-12. 0*AVFLOW/ARLA  0-1.0
       IF (E.GT. 30a. )  t-300.
  20H  DFACT::1.0-fXP(-FPSX**UNl*DEL
                            .8
       1MAVAIL1.GT .1 .)
       IF (AVAIL2.GT.1 .)  AVAIL2-1. 0
       COMPUTE MATERIAL  DECAYED AtfD  KATERIAL REMAINING  ON THE WATERSHED
       DO  21L J-1,NUS
       IF (J.EQ.2.AND.1SS.CQ .1) GO TO 2Urj
       AV^l .
       IF(J.E'J.1> AVrAVAILl
       IF(J.EQ.2) AV-AVAIL2
       i^OFF (LKT,J»-AV*PSHED (KT, J)*DFftCT
       GO  TO 206
  2C5  J>GFr*CC*PSHED(HT , J ) /TO TDD{ KT
     1 )
  2Db  IFtPOFF(LKT,J».GT .PSHEDIKT, JU  POFF CLkT , J > =PSH£D ( KT , J J
       PSHtO(KT,J)=PSH£n(KT , J ) -POFF ( LK T , J »
  2U  POFF (LnT,J» = POrFtLKT ,J)/OELT*H1J)*POFF(LKT,1 >+F2ICF.NIRftTrON OF WATCR  IN THE CATCHBASINS
-------
* * *  *
       IF ICRVOL.GT . 1 .JE-5.AND.BASINSIKT J.GT .1.QE-15» RATE=< AYFLOW*DELT1 /I
       DF ACT^l.O-LXPl-
C      COMPUTE CATCHbASINi  CONTRIBUTION
       UO  220 J-l.NQS
       IF(PbASIN(KT,J).LT.l.E-50> PBASlN»KT,J» = 0.f)
       PPrPbASINtKT,J)*OFACT
       PbASIK(KT,JI=PdASIN(KT , J)-PP
   22 U  POFF ILKT , J) = POFF «LKT , J ) *PP/DEL T
       DO  2 L-l ,NSAVE
       IF(KT-ISAVE(LI)2f 1 »2
     1  DO  *» IP=1,NOS
     1  PML(IP) = POFF ILKT,IP»x-..OOai322
       PMH 3J=PML(3 J*60.
       yRITEI6,1000 1 KT .EFLOWCKT J ,PML
     2  CONTINUE
C1QOO  FORMATJ12X,I2,5X,F7.2,lX,F10.3,2X,F10.3,«»XfElC.'»,5l2X,FlD.3J/l
  1000  FORMAT(12X,I2,SXfF7.2,lXfF10.3f2XfFin.3,«tXfF10.<»,5C2XtFlD.3}/l    TRC CHNG
    10  CONTINUE
       MLTURN
       END
                                       -144-
-------
* * * *
      SUBROUTINE WSHLDUU
      COIN' OK  /StNRL/ TIME, II ME 2 ,DE L T ,T £E ,*0 , AUt A ( 99 ) ,>JQ S ,NS TEP , TAHE A ,QELT
     12,MCUAL
      COMMONi/WSHO/NHISTO,w:,,W6,lJECAY,WLMIN,WLMAX,WSTOREm , SUMR , SUMI , SUM
     1ST
      COMMON  /G«LWS/ PCTZE, K , RA IN ( i» f 1UO ) , J S AVE ( 5D ) ,NSAVE »NEL T , JOUT
      COMMON  /GUWSG/ EFLOW (99) ,E UI 01 HI 99 ) , SLOPL f 99 ) , DEPTH! 99 , J I ,PC IMP ( 99
     1),NRG(99I
      COMMON  /GUGQL/ NUP 199 » ,IUP (99, 3 I ,NCHAR I 99 > ,G6 ,5UMOFF
C     THIS  SUBROUTINE COMPUTES QUALITY  DATA  FOM A WATEWSHEO
C     SET  HI  - THE RAINFALL  INTENSITY  FOR  THE CURRENT  TIME  INTERVAL
C     IF  THE  TIKESTEP >  THJ  LAST RAINFALL  INTERVAL  SET WI=0
      UO  320  KT31.NELT
      IF  (NCHARIKT)-l )  320,9,321)
    9 HI-0.0
      IF (II-NHISTO»5,5,6
    5 L-NRG(KTI
      RI=RAIN(L,1I )
    6 EFLOW1KTI-0.0
      DELR=D.Q
C     THE  FOLLOWING MAJOR  DO  LOOP COMPUTES  3 INSTANTANEOUS  WATER DEPTHS
C     AND  A FLOW FOR THE ENTIRE WATERSHED  BASED ON  THESE 3  DEPTHS
C     THESE 3 DEPTHS ARE CALCULATED  FOR
c     i ..... IMPERVIOUS  AREA  OF WATERSHED  WITHOUT IMMEDIATE  RUNOFF
C     2 ..... PERVIOUS AREA  OF  WATERSHED  WITH  INFILTRATION LOSS
C     3... ..IMPERVIOUS  AREA  OF WATERSHED  WITH IMMEDIATE RUNOFF
      DC  315  K-1,3
      JFIK-2J 101,2C»V;13
  201 WARcQ.U
      IFIPCTZEW.LT.lJQ.D)WAR=AWEA«KTI*PCfMP4KT»/lOQOO.*llOD»-PCTZE»»
  202 WCOhirC.Q
C     CALCULATE A  MODIFIED  MANNING'S  EQUATION
      lF) *E» * t 100. -PCIHP ( KTI >/100.
       CALCULATE A MODIFIED  KANNIMG'S EQUATION
       IF(PCIMPIHT).LT.1DO. > WCOM--C 1 .186/W6 )*SO«T (SLOPE  )
       GO  TO 215
  21!3  WAR- ARC A CK T > *PCIHP 
       CALCULATE A NE .4  DEPTH IF ANY WATER  REMAINS ON THE SURFACE AFTER
       INFILTRATION
       IF J IRI-RLOSSI*UELT+DEPTH(KT,KI.GT.O. ItO 10 22t
       «LOSS=«1+LEPTHCKT,K l/DLLT
       JLPTHCKTfK)=O.J
       WFLO-O.G
       GO  TO 310
       1)0  .vOT  CALCULAfL FLOW IF NEW R AI NF ALL*OLU 'JEP"»H< STORAGE
                                   -145-
-------
* * * *
  2213 1F< U?l-RLOSS)*JE.LT+DLPTHCKT,K>.LC.WSTliHE(K IIGO TO 285
C     THE  FOLLOWING INNEW 00 LOOP  CALCULATES A FLOW USING  THE
C     NEWTON-RAPHSOK TECHNIQUE
      JO  260  1=1,11
      00=0 EP TH (KT,K»-K STORE « KI*.5*DLLR
      IF «Ca.LT.O.)OD-0.
      F-OCLR-DELT* tWCON*DO**1.6666667« IRI-RLOSS) )
      DF= 1. -DE LT*( 0.33 3333 33 *WCON*DO**. 666 6667)
      OLL=OELR-F/OF
      IF(I .EQ.1160 TO 2«fO
      1F< » ABSlGO TO 280
      WRITE 16, 10aO)TIH£,KT,DEPTHfHTtKl ,DELR
 1000 FORMAT«2X,*CHECK RESULTS  , NO  CONVERGENCE IN *WSHED* • ,F8 .0 , I 6,2E 12
      1.5)
  280 DCOR»-DEPTHi*U,K 1+OEL
       WF LO = ( RI -RLO SS >* WftR-(D CO RR -DEPTH (KT ,K II *WAR/DELT
       IF(WFLO.GT.O. tiiO TO 29U
  285  yFLO=0.
       JCORR=DEPTHIKT,Kl-*fRI-RLOSS)*DELT
  290  UEPTHfKT ,K)rDCORR
C      SUH  FOR  TOTAL RAINFALL AND  INFILTRATION
  310  SUMR=SUHR-»RI#OC:LT*«AR
       SU!1I=SUMI+RLOSS*DELT*WAR
       LF LO W I K T ) -EF LO*J t H T 1 * WFLO
  315  CONTINUE
       IF ( II.NE.NSTEPIGO  TO 320
       IFCPCTZER.NE.l JO. J 7E HOCK r PEP Th( KT , I »*ARE A iKT ) *PC IMP (K T 1 /1000Q.*( 10
      1Q.-PCT2ER>
       SUM  FOR SURFACE STORAGE
       SUMSTrSUMST*ZE.^OCK*DCPTH(KT,2l*( 10Q. -PCI «P (K T l> / 1DO,
   320  CONTINUE
       RLTURNi
                                   -146-
-------
* * * *
      SUBROUTINE GUTTEMII )
      CO IK OK / JlMRL/  T IKl t U ,4E ? ,f)EL T , T 2EKO., A«L A f>9 1 »NQ S ,NS TEP , TAME A , 1ELT
      12, 1C UAL
      COMMON /OSH12A  FPSX, T0ro:)<99» fFHrf ) , F2 <8> , CD VCL, BASl NS I 99 » ,FLWLST t
      I9v», iss
      COMMON /6UGQL/  NUM 9 S» I „ Ulp t 99, 3 ) ,N'CH AM 99 > tG6 .SUMOFF
      COMMON /GUWSG/  E.FLOW 199 I ,E WI 01 H t 99 » , SLOPE t 99 I ,OE P1HC 99 ,3 I ,PC IMP! 99
      1 >,MfcG<99-)
      COMMON /GOLWS/  PC1ZER,RAIN<1 ,100 > , IS A VE < bU I ,NS AVE ,N£LT , JOUT
      COMMON /TFILE/  INLET Sv ISF1 (20) ,F LSV(2(J> ,PSAVE t2Q «£)
      DIMENSION          OFULL(99),GLEN (9?) ,QIN<99J , V (99 > , Q SUR < 99 )
      EwUI VALENCE  (PCI HP 11 J.OF'JLLI 1 J » , < ARL A 1 1 I ,GLE N 1 1>)
      EQUIVALENCE  ( TOT DD ( 1 > ,Q1 t4t 1 M , CB AS IN S( 1 ) , V ( 1 11 , i FLWL ST 1 1 ) , QSUR ( 1 J )
C      THIS  SUBROUTINE COMPUTES  QUANTITY DATA  FHOH  PIPES
      DO  <*OC KTrlfNELT
       IF**2./1. »* (DQ-.5*S IN ( 2 .*DO ) »
       IF < AXa.LT.f). )6Xu-D.
       IF (WPO.LE.i). JWPU-.'JQl
       WAOC-AXO/WPD
       iiCON = ll.«»e6/G6>*iC»T (SLOPE(KTI )
       FLOWjrGCOfc*C AX J** 1 .6 66G66 7 J / ( WPO**(J . 6666666? I
C      THIS HAJOR  DO  LOOP COMPUTES  A  FLOW ANL  A  DCPTH USING THE
C      NLWTON-RAPHSON  TCCHNIOUE
       'JO  3faC 1-1,30
       !)I=DEPTH(KT , 1»*CEL3
       IF(I.GT.1)30  TO 31 T
       01=1 .5707963
       UELO-DI-DEPTHUT ,1)
  3P7  IF « 01. GT. D.I GO  TO 303
       DI-C.
    8  IMDI.LE .DFULL (KTDGO TO  310
       DI~DFULL«KT)
       JLLD-D1-:)EPTHUT,1 )
    0  iDELV
     1 J )
                                   -147-
-------
* * * *
      AXl->
      OA<1=
      IF (AXI .LT.Q. IAX1-C.
      IFIWP1.LE.Q. IWP1=.OU1
      RA01CAX1/WP1
      FLOW1=GCON*1 AX1«*1.66666671/IWP1**Q.66666667>
      KLOW = .S*(FLOWD*FLOW1 )
      DFLOUl = .5*GCOK'*t 1 .6666667* fR ADI**. 66666667 J*D AX 1 -.66666667*1 R ADI**
      11.6666667I*DUP1>
      F=OELV*DELT*CFLOW-QINtKT» I-QSURGO TO 320
      DLL-. 01
      GO  TO  3HQ
  320 OEL=OELO-F/OF
  310 IFd.EQ.llGO  TO 360
      IF (DEPTHtKT, 1 »*DEL.LT.DFULLfKT) ISO  TO 355
      IFdFLG.EC.l 1GO TO 390
      OEL^DFULLIKT I -DEPTH ( KT , 1 I
      1FLG=1
      GO  TO  360
  355 IFLC^O
C     CHECK  TO  SEE  IF GUTTER CONVERGED
      IFUBSCFJ ,LT .0.1 »GO TG 380
  360 UELD^DEL
      WRITCr6,lCOO»TIME,KTrDEPT4(KT,l» ,DELO
 iUOO FORMAT(2X, 'CHECK RESULTS  , NO  CONVERGENCE IN *GUTTER* •,F8.0, 16 ,ZE1
      12.51
  360 OELO-OeL
      OEL-U.O
t     CALCULATE ME * DEPTH
      DtPTHIKT tllrOEPTHfKT , 1 )-»OELD
      JSUR 
-------
* * *  *
       SU8KOUT1NL ORY-JF
       COMMON /TIT/  TITLl'CMJJ
       COMMON /GL MRL/  TIHC, I I IE 2 ,9 | ,;>|Q S ,^S TEP , TArtL A.3ELT
      12.HUUAL
       COMMON /6QLWS/  PCT^E R ,RA IN { «• . , 1 JO » , I S A Vt ( 50 ) , NSAVE ,NEL T , JOUT
       COMMON /TFILE/  1NLE T S , ISFI ( 2 J I ,F LSV 1 21 > ,PSA VE « ^0 tfi )
       JIMENSION ODJFI««,2«»)
c      IHIS SUBROUTINE; COMPUTES  DRY  WEATHER FLOW
C      liOD.SUS SOLt  AND  COLIFORHS ARE  THE MAJUR  CONSTITUENTS  INVOLVED IN
C      DKY WEATHER  FLOW
C      HOWEVER,  ANY  3  POLLUTANTS  HAY  8E  CHOSEN  JUST BY SWITCHING
C      THEIR POSITION  IN THE NEEDED  VECTORS TO  EITHER  2,3,  OR  a.
C      rfEAD DWY  taEATHLR  KLOJ AND  POLLUTANT  CONCENTRATION FACTORS
       READ , J-l ,2<4 I
C      JOUT=INPUT FILE
C      JOUTT-OUTPUT  FILE
       HEAD(JOUT1 TITLE
       JOUTT-JOUT*!
       WRITEtJOUTTl  TITLE
       READ 1JOUTI    ^TIM,NfNPUr, NPOLL , JT IM ,  TZERO
       WRITE( JOUTT)  NTIH,«aiNPUTf NPOLL tDTIM,Ti:EkO
       10TIM-(T2ERO/360a. )+ l.Q
       READ(JOUT> NOUT
       WRITEtJOUTT)  NOUJ
C      READ FLOW AND POLLUTANT :4ASS  LOADS CALCULATED  DURING WET WEATHER
       DO 210 I=1,NTM
       READ (JOUT J DTH,RUMOHF , POL LI ,POLL2 , POLL 3
C      .003 /«4-COKVERS10N FACTOR  ( LB S/M&*L /F T3*SEC/H IN J
       TDWFrDWF*.UL137'«
C      ADO URY WEATHER FLOW  TO WET  WEATHER  FLOW
       RUNOFF :RUNOFr-»L)«F*L)D WF(1 ,IUTIM )
C      CALCULATE POLLUTANT HAiS  LOADS  FROM  Dfc Y  WEATHER FLOW A>40 ADD  TO
C      UET WEATHER  MASS  LOADS
       PULL1-POLL l + CBJO*DUWr ( 2, IDT IH > *T OWF
       COLLZ-POLL^+CSS^aUWF ( 3 , ID'f IM ) *TD WF
       POLL 3 -POLL 3 + CC JLI*HDWF («4 , IDT IM)*TDWF
       WRITL COMblMED FLOW ANO  TOTAL MASS LOADS  FrfO* DRY AND  WET  WEATHER
       COUDITIONS
       WRITEIJOUTT)  UfH, RUNOFF ,P3LL 1 ,P OLL2 , POLL 3
   210  *kITEI6,lQ2>  DTIM,9UWOFF,POLL1,POLL2 ,P'JLL3
   IP 1  l-OtfMATCflFia.SJ
   1C2  FORMAT (5X,5( 1P£1 l.;M J
       RETURN
       CND
                                    -149-
-------
* * *  *
       PROGRAM LNKPRG
       U1HENSION TITLk_<20>, PTLEJ22)
       DIMENSION TPOLC20,8»,PSA»/E(20,8)fTFLOI20>fFLSVC2a)fPPRT(lllfNPINt2
      !U,d» ,NPOT»2G,6),NPOLLC20) ,ISFI<20>
       DIMENSION  ZERDC121                                                 TRC  NEW
       DIMENSION SAPSUQI, FLOUUI,  APSP(10,11I                           TRC  NEW
       DATA  ZERO/12*0.0/                                                   TRC  NEW
C                                                                          TRC  NEW
C          NOPS      NUMBER  OF  ADDITIONAL POINT SOURCES                   TRC  NEW
C          TFIN      FINAL INPUT  AT  END OF RECEIV = LAST  TIME  STEP       TRC  NEW
C          APSP      ADDITIONAL  POINT SOURCE MASS LOADINGS                TRC  NEW
C                                                                          TRC  NEW
       •IRITE(6,2C01
C ........ READ SSYMM OUTPUT  FILE
       HEAD(5,10C» IFL.IFO
C ..... ...READ FROM FILL" GENERAL  STORM AND BASIN INFORMATION
       REWIND IFC
       REWIND IFL
       REAO(IFL) TITLE
       -rfRITEte.HOJ TITLE
       WE AD I IFL » NSTEP,INLETS,NPFIf SDEL T,SZERO , TARE A
       HE AD < IFL > (I SFK I I, I -I, INLETS)
C, ...... .INITIALIZE TIME TO SSWMM  START TIME AND COMPUTE
C... ....... THE HOUR ANO MINUTES  OF  T IME IN I TI ALIZA T ION
       TIME-SZERO
       IHRrSZERO/3600.
       IMN-CSZERG-FLQ4T (I MR >* 361.10. »/60.
           E(6,153) IMLrTS,NSTEP,IHR*IMN
C. ....... READ RECE1V TIMING  INFORMATION
       READ<5,iio RZLRO,^DI:LT,ISDY
       WRITE C6fbOOO>   RZERO,  SDELTt  ISDY                                TRC  NEW
       IF  (ISDY. NE. 01   TADD  =  86^GO.                                      TRC CHNG
C ........ IF SSWMM START TIME BEGINS  ON THE DAY AFTER RECEIV  START TIMEt
C. ........ .SET TADD=364UO.  186100  SEC=2*» HOURS)
     1  MkiTE(6»173)
C» .. .. ...READ THE If OF POLLUTANTS  PASSED AND 1-0 ARRAY  POSITIONING
C ......... .FROM SSWMM TO RECEIV
       WEAD(5,12U) (NPOLLfl I * I- i , INLE FS )
       DO  3  1-1 .IVLETS
      READ{5,12D)  (NfPIN 1 1 ,K > ,K -1 , J )
      *EAD(S,12G»  (NPOTII,K1 ,K=i,J»
      WRITEI6,160J  IvJvINPIN(ZfK >»K=1, JJ
    3 yRITEt6,lb5»  CMPOTCI ,K 1 ,K=1 ,J»
C	INITIALIZE TIML-STEP  RECORD COUNTER TO 0

      HtiL  -  1                                                              TRC  CHNG
C
      HtAD  tStlUOl    NOPS, 1-FIN                                           TRC  CHNG
      THR  -  O.U
      WRITE  <6,18m   THR, PTLC
      LIU *4SL   I-1, NOPS
      F^L4D  (5,13i>)   NAPS1I), FLOII), I APSP (I , J I , J=l , 11 >                  TRC   NEW
                                      -150-
-------
* * * *
   19
C
C
C
30
20

18
 rfHITFfb, »U3>
 «mTE (IKJ)
 IF (KbCL r.(,T
 WRITE   tIFOI
 jo IB    INOE
 KfcADIlFL )  TI
1, INLETS)
 THR = (TIME+
 WRITE (6, HOC
 UO IB    1=1,
 UO 19    N-1,
 PPRT (N)  =0.
 FSUM -  FLSV(
 NPWT =  NPOL
 DO 24    J-lt
 K - NPIN(I,J
 L = NPOT U,J
 IF (K.NE.3)
 PPRTtL)  =  PS
 GO TO 2D
 PPRTU)  -  PS
 CONTINUE
                     NAPStl >,  FLOU >,  » APSP
                        Ki'JL ,  THR, Ni>(l),
                   .SUELT )    GO TO 17
                          M.JL,  2EHOU),  MQL
                   X-UNSTEP
                   ME, IFLSV «MN),MN = 1 ,INLETS

                   T AOU)/56JU.
                   )   TIME.PTLE
                   INLETS
                   11
                   0
                   IJ*D.U28 317
                    I)
                          tl,JI ,J=1 ,1 1 )
                          FLOdl, UPS P ( I , J » , J -1 , 1 1 1
                                             ,  < ZiIkO< I > ,1 - 1 , 1 2 1

                                             ),( (P&AVF. IMNfN),N =
       WRITEIIFO)
       GO  TO 15
>
)
  GO TO  30
AVEl 1,31*1 ,666C-Ofi

AVE(I,K)*75S9.37

 1,FSUM, 

 THE # OF  RECEIV TIME-ST
TA*T-UP  TIME
T ADD-f
-------
* * *
    5
C,
C,
C,
C,
C,
  333
C.
C.
C.
C.
C.
   16
   55
C,
C,
C,
    *
    TPOL(I ,K I=TP
    KT-K T*l
    bO  TO  22
    ....CALCULATE
    NTSW=RDELT/S
    ....PASS  TO C
    ......AND  POL
    	OTHEKWI
    	.TIMF.-ST
    	OVER LA
    IF(ICNT)  222
    00  <*  1 = 1,1NL
    TFLGII1=0.0
    DO  «<  J=l ,fc
    T'POLCI ,JI=0.
    ....FLOWS  AND
    	MANY TI
    	AT  THE
    ....FLOWS  AND
    	OVER TH
    DO  55  IT=1,N
    READUFL) TI
    1 .INLETS)
    DO  6  1=1,IML
    TFLOCI»=TFLO
    NPWT=NPOLL(I
    DO  6  J=l,fcPW

    TPOL(I,K)=TP
    KT=KT+1
    ....CHECK  FOR
    IF(KT-NSTLP)
    CONTINUE
    GO  TO  222
    ....IF  THC LA
    	SAME TI
    ......TIME-ST
    TDIFF=(TIME+
    NTDF=TOIFF
    FDIFF=TDIFF-
    IFJFDIFFI 13
                   OLU VK) + PSAVE(I»K)
              THE * OF SSWMM  TIME-STEPS IN A WECEIV TIME-STEP
             DELT
             ON'.'EHTING AND PRINTING ROUTINES IF FLOWS
             LUTANTS WERE INIT1ALIALLY SUMMED AND AVERAGED
             SE SUM AND AVERAGE  SSWMM QUALITY AND QUANTITY
             EP INFORMATION FOR  EACH INLET
             CH RECLIV TIME-STEP
             ,16,222
             ETS
              POLLUTANT MASS  LOADS
             ME-STEPS AS NECESSARY
             SAME TIME AS  A RECCIV
              POLLUTANT MASS  LOADS
ARE SUMMED FOR  EACH  INLET FOR AS
UNTIL A SSWKM  TIME-STEP OCCURS
TIME-STEP.
ARE THEN AVERAGED
             E KECEIV TIME  STCP  LENGTH
             TSrf
             ME,IFLSV (MN> ,MNri,INLETS>,

             ETS
             tIl*FLSVm
             )
             T

             OLII,K>*PSAVECI,KI

              Ef4D OF KILE
              55,7f'55
                                               f PSAVE tMN , M , N = l ,NPFI I,MN =
             ST SSWMMM TIME-STEP  DOES NOT OCCUR AT THE
             ME AS THE NEXT RECEIV TIME-STEP, ADD AS MANY  SSWMM
             EPS UNTIL BOTH TIHE  STEPS OCCUR TOGETHER
             TADD-RZE30)/f7DELT

             FLOATf^TDF)
             ,12,13
 13

 12
222
      GO  TO  7
   68
THR=CTIMC-*TAD0>/360Q.
TIME =  TIHE  * TADD
WRITE(6,UGO>  TIME.PTLE
00 8 1 = 1, INLETS
DO 88 N=1,1I
PPRTIM>=O.D
...CONVEMT FLOW TO M 3/SEC
FSUM=TFLO(I>*.J28317/NTSW
NPWT=NPOLLf II
DO 11 J^l.NPWT
X-NPIM I ,J)
                                                                           TRC  NEW
                                                                           TRC  CHN&
                                       -152-
-------
* * * *
c
c....
C  10
c
c....
    9
   11

    8

   15
L=NPOT(I,J)
IFCX-3)  9,10,9
....CONVERT F. COL1FORMS  TO 1U**6 MPN/LEC
PPRTCLUTPOLU,3)*l.b66E-08/NTSW
GO  TO 11
....CONVERT OTHER POLLUTANTS TO MG/SEC
PPRT (LUTPOLU.K )* 7559 .87/NTSW
CONTINUE
WRITE(6,110) l.FSUM,X
}
///,lfiX, 'PROGRAM TO INT£*»-!i*E
,J
I)

TA


2X
2X

15
, '



A
IN
C;

, CAPSPII, J1,J-1,11)

INS



FLOWS



AND POLLUTANT


TRC
TRC
TRC
TRC
TRC
TRC
TRC




NEW
NEW
NEW
NEW
NEW
CHNG
CHNG




,I2,2X ,' IN LETS', // ,10X,»
, 'RA

1NFALL

X, 'POSITIO
*!'.



T TI
CU
COL

3X ,'«2



ME -',
M/SEC'
IFORMS

STEPS', //,10X

N OF POLLUTANT
',3X,»»3',3X,«



2X, F6.0, 2X,
/ 10X,
(IF MODELED)*









TRC
TRC
TRC








CHNG
NEW
NEW
, 'FLOW* , 11 (3X,2A3) //)






r SSWHM OUTPUT FILE TO INP
SETUP BLOCK OF Rt.CEIV II MODEL1)
(
,
1H1,
2X,
//,10X, 'IK-PUT INTO RECEIV 11
»A»?E AS FOLLOWS* /10X , «FLOy
A
IK
'POLLUTANT LOADINGS IN MG/SEC;


STOP
FORMAT
FORMAT





{
1


*
11(3

/7X,
/ 10
1C
10
' IN MPNE+D6/SCC.'// 5X, 'INLE
X,2A3)// )

12, F 11 .^ ,1 If 1X,F8.1) >
X, •RECCIVE START TIME ', F6
X, 'WLCEIVE TIME STEP ' , F6
X, '1SOY = ', 15)



T TI
CU
COL
T',



ME',2X
M/SEC'
IFORMS
6X, 'F



,F6.0,2X ,'SEC*
/ 1UX,
UF MODELED)'
LOW",



.U//
.0

//






TRC
TRC
TRC
TRC

TRC
TRC
TRC
TRC

CHNG
NEW
CHUG
CHNG

CHNG
NEW
NEW
NEW
      ino
                                       -153-
-------
* * *  *
       PROGRAM QUANT
C
C
C
C
C
C
C
C
C
C
C
C
   100

   200

   300
C
C
C
                                    BASIN  MODEL TEST PROGRAM
                                    COMMON BLOCKS TC ZERO  ARRAYS
       COMMON /CONTR/ 12122 J
       COMMON /HEADS/ IZZt6=Q
UO 200 1-1,622
1ZZI11=0
UO 3QC,    1 = 1 ,8928
I2ZZJI1=0

                                    SETUP TAPE FILES
       Mb -6
       INCNT=0
       iOUTCTro
       JIN( 1> - 25
       JOUT(1
NSCRAT
NSCRAT
NSCKAT
LFILE =
       2> =
       3) =
       H ) =
                   27
                   28
       FORMAT 
       IF  <«UN.E0.1 )   GO  TO 2
       CALL  SETUP   (Ni5»»N6, JINI1 > ,LFILE>
       CALL  REFLG.I
       STOP  1111
       END
BASI
BASI
BASI
BASI
BASI
BASI
BASI
BASI
BASI
BASI
BASI
BASI
BASI
BASI
BASI
BASI
BASI
BASI
BASI
BASI
BASI
BASI
BASI
BASI
BASI
BASI
BASI
3
«4
5
6
7
8
9
1C
12
13
14
15
17
18
19
20
21
22
23
25
2b
27
28
29
30
31
32
                                                                            BASI  39
                                                                     BASI
                                                                     BASI
                                      -154-
-------
* * * *
      SUBROUTINE RE FLOW
      COMMON /TftPLSX  INCNT ,10UTC1 ,J1M 1L) , JGUT t 1U> ,NSCHU ( 5k             RECE    2
      UIML^SION .jUftN (J I ,OUAL (1 ) , AMAME ( «4 )                                   RECE    3
      DATA  wtJANt 1» ,L JAN«2> /•* HQU AN , <»HT IT Y /                                  RECE    <*
      DATA  CUALI1 ) ,C'UAL(2) /«* HCiJAL, <4HI T Y  /                                  RECE    5
      Nb=5                                                                    RECE    b
      N6=fe                                                                    RECE    7
      INCNT-INCM* 1                                                         RECE    8
      HEAD  tN5t130> (ANAHE il > , 1-1 ,«»)                                       RECE    V
   10U FORMA7(t«ftt»,I«»)                                                         RECE   10
      IF  < ANAM£( 1) .EU.QUAN ( 1 ). AND. ANAMEU) .EQ.QUAN(2)>  CALL SWFLOW       RECE   11
   UOn WRITE»N6,SQO>                                                         RECE   17
   500 FORMAT <31HDRECEIVING  SIMULATION  COMPLETED)                         RECE   18
      RETURN                                                                 RECE   IV
      LNO                                                                    RECE   20
                                         -155-
-------
* * *  *
       SUBROUTINE  SETUP  INS ,Ki6,N2 1 ,N22 )
       IIMTEliEU  TYPE
       DIMENSION TI TU:('4L), ISUUUQ) tNSI 10J.« 1C I .CONST 111 ),PTIME< 1501 t     SETU    3
      1Q(15QI «QN03E (1 JO ) ,Wl fH ( 1 00 1 , PA*AH ( 150 , 11» » TYPE (1 50 »t Cl 11 111001    SE TU    4
       READCN5,1031)  UITLE(I),1=1,40>                                     SETu    5
 1001  KORMATC2JA4)                                                          SETU    6
       WRITE(N6,2Q01)  ( TI TL E 111 ,1 = 1 , «»U 1                                     SETU    7
 20P1  FORMAT<1H1,2UA4/1H ,20A4)                                            SETU    8
       REWIND K21
       WEWIHD N22
       ^RITECN211  ITITLEII) tl = l, , (NS ( L ,K I ,K = 1 ,10)                              SETU   26
 2QC<»  FORMATI1H ,1113)                                                      SETU   27
    211  CONTINUE                                                              SETU   28
       rfR!TE(N21>  ( 1S*!(L),L-1 .^JS-i)                                         SETU   29
       NiNRCC^O                                                              SETU   30
       TTIME^O.O                                                             SETU   31
       00 25 MM = 1,150                                                        SETU   32
    25  PT1MEINN>=-1 .0                                                        SETU   33
    7U  «LAD                                                    SETU   44
       oO TO 3D                                                              SETU   45
    r'0  DO 70 L=l,MJSfe                                                        SETU   46
       ONODCtDrt.Q                                                          SETU   47
       WlTH(L)-T.n                                                          SETU   48
       DU 52 KK=I ,1 1                                                         SETU   49
    32  CT(KK,LJ=C.-J                                                          SETU  50
       JO bU K=l,10                                                          SETU  51
       N = MS(L,K)                                                             SETU   52
       IF(N.Ew.-f)  60  TO  fc'l                                                  SETU  53
       QN3CCIL)^CMODE«L)*Q
-------
.-»
iFI
DO
IF
ig IM .
S6 KK
( 1YPE
LT.
-It
b

(iO

T

0

S<*
* * *
                                                                             SETU   b5
                                                                             SETU   56

      CT -CT(KKfL)*PARAM(^KK »*Q4 CTCKK ,L J =CT< KK,L >*PA*AM(N,KK I/ID JU.                                 SETU   60
   ^6 co^4^I^uE                                                               SETU   61
      GO  TO feU                                                               SETU   62
   58 WITHCL»='*ITH(L )-iJtN)               ,                                   SETU   63
   fcO CONTINUE                                                               SETU   6<4
   70 CONTINUE                                                               SETU   65
      KKITE1N21) TT1ME,CQNuDE(L>,WITH(LJ,
-------
* * *  *
       SUBROUTINE TRIAN(1J,JJVKK,LLI                                        TRIA   1
c                                          SUBROUTINE  T>3) ,NEXIT                                                    TRIA  15
C                                                                            TRIA  16
C                                          JUNCTIONS                         TRIA  17
C                                                                            TRIA  18
       COMMON HI1Q),  HNdD), HT(10),  HBAR(IQ), HAVEdQ>t NCHANC10,8»,
      1       IPCINT< 10,6),  AS(1D), VOL(IO), X(10»,  YC1Q), DEPtlGI,
      2       COF(10>t UIMI1D), OOU(IO), QINST(IQ),  4INBARI1Q),
      3       QOU8ARC101
C                                                                            TRIA  23
C                                          CHANNELS                          TRIA  21
C                                                                            TRIA  25
       C01KON LtNdOJ, NJUNCUQ,2>, BUD), RIIOJ,  A(10), AT(10), AKdOJ,
      1       0(10),  vjBAR(lO), OAVEtlQlt VI1D), «TUO),  VBARUOI»
      2       FUIMDI10),  NUMCHIlOlf NTEMP(6I, NCLOS(1U>, RBARC10I
C                                                                            TRIA  30
C                                          PRINTOUT  AND PLOTTING            TRIA  31
C                                                                            TRIA  32
       COMMON NPRT,  IPRT,  NMPRT, JPRTdO), PRTH (250 , 101 v NOPRT, CPRTIlOlt
      1       P9TVI2Sa, I0»,  PRT3«25U,10 >, IDUMd2),  ICOLdO»t LTIME,
      2       NPLTt  NPDEL, • JPLTdQI t  HPLTdOl
C                                                                            TRIA  36
C                                          STAGE-TIME  COEFFICIENTS          TRIA  37
C                                                                            TRIA  38
       COMHON YYJbO)  ,TT«50J , A A (10 > ,XX (10 I , SXX dO » 10 ) ,SXYt 10 >            TRIA  39
      1 , AlfA2t A3,Ai* ,A5,A6,A7, PERIOD, JGW                                     TRIA  <»0
C                                                                            TRIA  «41
C                                          STORMyATER                        TRIA  42
C                                                                            TRIA  <43
       COMHOtvi  TITLE(30) ,NJSW,CE(20t2) , JSWI2CJI                             TRIA  H4
      2,  RAlNdOD), INT1HE (1 00 ) , IKRA IN , JBOUND f 20 ) t JJFiOUN                   TRIA  US
C.                                                                            TRIA  <*6
C                                          TAPES                             TRIA  «»7
C                                                                            TRIA  <46
       COHHON /1APES/  1NCNT , I OUTCT , JIN J 10 ) , JOUT (10 > »NSCRAT I 51             TRIA  «*9
C                                                                            TRIA  bO
C,                                                                            TRIA  51
       COMMON/TRI/T (b),NX«S>                                                TRIA  52
C                                                                            TRIA  53
C                                                                            TRIA  5««
C                                          TYPE OESI&NATIOKS                TRIA  55
C                                                                            TRIA  56
                                      -158-
-------
# * * *
      INTEGER Cf^
      REAL  Lh\
      IFUI.Nt.lJ)
C
c
25U
C
c
c
C
C
C
c
c
c
r-
W
C
r
L
                 GO TO
      UO  25C I=l,Nj
      DO  25GJ-1.8
      1P01NTII,J)=Q
      NCHANfli J)=«J
      CONTINUE
      RETURN
                                              POINTLR
                                         SET UP IRIANSLL  PARAMETERS
   ?rn  CONTINUE
            = 11
            -JJ
            ZKK
            -II
            = JJ
NX(1
NX (2
NX(3
NX(M
NX Cb
Ull -  <
1(21 -  <
TI3) -  (
TCO-T (1 )
T15)=T<2»
X(JJJ -  XCKK
X«KK » -  XIII
XIII) -  X*T (M»
       u-jOfV7 (T (M) » /£.
                                  -SUB* «2
      TKI A
      TRIA
      TRIA
      TRIA
      TRIA
      TRIA
      TRIA
      TRIA
      TRIA
      TRIA
      TRIA
      TRIA
      TRIA
      TRIA
      TRIA
      TRI*
      TRIA
      TRIA
      TRIA
      TRI«
      TRIA
      TRIA
      TRIA
      TRIA
      TRIA
      TRIA
      TRIA
      TRIA
      TRIA
      TRIA
      TRI ft
ARRAYTRTA
      TRIA
      TRIA
      TRIA
      TRIA
      TRIA
      TRIA
      TRIA
      TRIA
      TRIA
      TRIA
      TRIA
      TRIA
      TRTA
      TRIA
      TRIA
      TRIA
      TRTA
      TRIA
      TRIA
      TRIA
      TRIA
      TPIA
                                                       58
                                                       :>9
                                                       6U
                                                       61
                                                       62
                                                       63
                                                       6'»
                                                       6S
                                                       66
                                                       67
                                                       68
                                                       69
                                                       70
                                                       71
                                                       72
                                                       73
                                                       7H
                                                       75.
                                                       76
                                                       77
                                                       78
                                                       79
                                                       an
                                                       81
                                                       82
                                                       83
                                                      87
                                                      88
                                                      89
                                                      90
                                                      91
                                                      92
                                                      93
                                                                             96
                                                                             97
                                                                             98
                                                                             99
                                                                            1 JU
                                                                            101
                                                                            1 J?
                                                                            103
                                                                            1Q<4
                                                                            105
                                                                            106
                                                                            1U7
                                                                            IQfc
                                                                            109
                                                                            1 ID
                                                                            111
                                       -159-
-------
* * *  *
       AS(I )~AS(I Mb
       AS(J)=AS(J)*G
       1F(C.LE.O.)  yp ITf 16, 102P H,C
  102  FORHATJ2HI NEGATIVE WIUTH CHANNEL NO.tI5,lQH
       B(M)-B«MJ*C
                                                      WIDTH =,E12.»»)
    A(M)=B(M I*R(M|
    AK/2.
    VtM)=0.
600 CONTINUE
    IF(LL.EQ.D RETUWN
    00  750  NN;3t<»
    I = M1NO
    00  620  Krl.s
    IF (1POINTIIVK).EQ.J>  GO TO 6«»0
    IFIIPOINTII,K) .EU.U1  GO TO 6 3D
620 CONTINUE
63U IPOINf (I ,K)=J
    H=NCHAN( I,K»
    NJUNCIH, 1)=I
    NJUNCCM, 2J-J
    SUB-TI3)*! tt )-Tt2I
    G^SORTCT (2) J/2.
    LEN(M»rG
    C = G/SCRT(*».*T I3)*f (M I -SUB**2 »*SUB
    G=G/2.*C
    AS(I )=ASCI>*G/2.
    ASCJI=AS( J) + G/,?.
    IFIC.LE.U.I  WRITEC6,1D2» M,C
    li!M)=BIMMC
    W«H) -(OE^< IMDtP (JJ) /2.
    A(M)-BIM !*:-?< Ml
     V(M>-0.
75U  CONTINUE
     RETURN
     LND
TRIA
TRIA
TRIA
TRIA
TRIA
TRIA
TRIA
TRIA
TRIA
TRIA
TRIA
TRIA
TRIA
TRIA
TRIA
TRIA
TRIA
TRIA
TRIA
TRIA
TRIA
TRIA
TRIA
TRIA
TRIft
TRIA
TRIA
TRIA
TRIA
TRIA
TRIA
TRIA
TRIA
TRIA
TRIA
TRIA
TRIA
TRIA
TRTA
TRIA
112
113
114
115
116
117
118
119
120
121
122
123
124
125
126
127
12b
129
130
131
132
133
13<*
135
136
137
138
139
110
111
1H2
115
1Mb
117
1<48
119
15fJ
151
                                     -160-
-------
* * * *
 !>UtSROUT INL  T IDCF t IT IUE ,
c
c
c
c
t
c
c
c
c
c
c
c
c
c
                                     , H AX i T ,NCHT IU>
C
C
C
C
c
c
c
c
c
f
,-
C
f,
c
                                      STALE TIME COEFFICIENTS
                                      HYDRODYNAMICS  PROGRAM
                                      SPECIFICATION  STATEMENTS
                                      CONTROL

 COMMON  /CONTR/ N5 ,»46 ,N2Q, N21 ,  N TC YC ,NQC YC ,NHC YC ,   NT.NQSWRT
It  OELTQ.UELT.TZERO,    ISWCHI1Q1

                                      GENERAL

 COMMON   ALPHAI30J,   NJ,NC,   ICYC»KCYC,NCYC,   W IND,WDIR,EVAP
1 ,  PRECP(50) ,NEXIT

                                      JUNCTIONS

 COMMON  H(ia», HNUOIf  HTC10), HBAR(IQ),  HAVEUOI,  NCHANtlO»8>,
1        IPCINTI 10,81,  AS(101, VOLU01,  X(1U), Y(1Q), OEPC101,
2        COFUU), JlN(lO),  OOU(IO),  QlNi.TUC'1, CINBAR(IO),
3        QOUBARtlQI

                                      CHANNELS

 COMMON  LEN(IU), NJUNT « IH f 2 J , b(lU),  RI1U), A(1Q»,  ATUOJ,  AK(1D>,
1        OUO), iBAR(lb),  OAVEIllJl,  VflLJ, VTC1C1, VBARtlO),
2        FWIMUI1.JJ* NUMCHI1L1, N TEMP (8),  NCLOSdUl,  RBARU01

                                      PRINTOUT AND PLOTTING

 COMMON  NPRT,  IPKT, NMPRT,  JPRT(IO),  PRfH (2 5L , 1U) ,  NQPRT,  CPRTUO)
1        PWTtf(25U,101,  PPTO(250,in 1,  IDUH(121, ICOLtlO), LTIME,
2        NPLT,  NPDLL,  JPLTI101, HPLTC10J

                                      STAGE-TIME COEFFICIENTS

 COMMON  YY(50» ,TT(5n»  , AA ( ID I ,XX ( 10 1 , SXX ( It), 10 1 ,SXY < 1C 1
l,AltA2,A3,A4,A3,A6,A7fPEMIOD,JG«»

                                      STORrtUATER

 COMMON  TITLE <3U> ,NJSM,OF(2U,21,JSWJ2UJ
2, RA IN t lur) , JNTIMC < 1 bt? ) , INMA IN , JBOUND <2D ) , JJBOUN

                                       CONTROLLED OR FORCED  NODES

 CO MM ON/HEADS/NT IDE , J T 1 DE (1 f> > , T IDE ( 15 , 7 ) ,NDAM , JOAM I'jD ,2) ,
liJAMt 5U,3 ) ,OELHH( 501 , SPILL (1C 01 , SPLiiA R (1 DU 1

                                      TAPfcS

      N  /TAPE S/ INCNTMOUTCT, J1U( 101 , JIMJT < 101,NSCRAT(bl
TIDC
Tine
TIDC
noc
TIDC
TIDC
TIOC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIOC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
UPC
TIDC
TIDC
1
2
5
14
5
6
7
8
V
10
11
12
13
14
15
16
17
18
19
24
25
26
SI
32
33
37
36
3*
4U
41
M2
43
44
45
'16
47
48
4V
5 Li
bl
b2
b3
r,4
fib
Sb
                                       -161-
-------
*
c
c
c
c
c
c


c
c
c
c





c
c
c
c
c
c
c
c
c
c
c
c
c
c
























* * *






INTEGER CFRT
REAL LEN




WRITEtN6,13Q I JTICEt
130 FORMATU7HQ FOR T10A
WRITE (Nfa,1401 KO,NI
140 FORMAT « 7HQ KO IS, I
1 OF ITERATIONS IS, 14














DELTA : 0.005
MIT- 7
4 - 2. *3. 14159 /PE*I
IF1KO.EQ.O) GO TO 22
TT<5o> -TTci )*PERIOD
YYt5GI=YYU>
00 22D 1-1,4
J-I* 1
IF CJ.GT.4) J-5Q
NI-NI+1
TT(M):(3.*TT(I » + TT<
YY(NIJr0.8535*YY 1 1 ) +
NI-N1+1
TT(NI J-f TTI1I+TTI Jl »
YY(NJ }-{ YY(I»+YY (J) J
WI-NI+1
TT FOKf-'&T (2 9 HO NO.
WRITE <^b,148) (1,TT


TIDE COEFFICIENTS

.
TYPE DESIGNATION




TIDAL CURVE FIT, 7 TERM
SINUSOIDAL EQUATION

ITIDEJ
L NODE ,131
,MAX1T,NCHTID
3,19H NUMBER OF TERMS IS,I4,32H MAXIMUM
,21H TIDE CHECK SWITCH IS, 12)
IF KO EQUALS ONE, PROGRAM
READ FOUR POINTS OF INFORM
AND EXPAND THEM FOR A FULL

NT IS THE NUMBER OF INFORM
POINTS
MAXIT IS THE MAXIMUM NUM8E
ITERATIONS
IF fcCHTID EQUALS ONE, TIDA
INPUT-OUTPUT WILL 8E PRINT

DELTA IS THE ACCURACY
LIMIT IN FEET



00
'>






J) )/4.
U. 146S*YY 1 J)

/2 •
12 .

J> »/4.
0.8535*YY( JJ


TO 2-40

TIME VALUE \
til , YYCIJ , I=1,NIJ

TIDC
TIDC
TIDC
TIOC
TIDC
TIDC

TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
NUMBERTIDC
TIDC
WILL TIDC
AT ION TIDC
TIDE TIDC
TIDC
ATION TIDC
TIOC
R OF TIDC
TIDC
L TIDC
ED TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIDC
TIOC

57

59
60
61
62

64
65
66
67
68
69
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
8?
90
91
92
93
94
95
96
97
98
99
1JLJ
1U1
1 J2
103
104
lOb
106
107
108
109
110
111
-162-
-------
* * *
I4b FORMAT  (14, *F12.3  >                                                   TIDC 112
•>i*u CONT inw:    '                                                            Tine 113
    UO 28D  J-l,N I I                                                         TIDC 114
    DO 26(  Kzl,NTT                                                         TJ DC 115
260 SXX(K,JJ  : D.                                                          TIDC lib
    AMJ)  = 0.                                                             TIDC 117
260 SXYIJI  ~  L.                                                            TIDC 118
    NJ2  -  NTT/2 •» 1                                                        TIDC 11V
    DO 3bO  I  = 1 ,N1                                                        TIOC 120
    DO 32U  J  - 1 ,KiTT                                                       TIDC 121
    FJ1  =  FLOAT(j-l>                                                       TIDC 122
    FJ3  -' FLOAT I J-NJ2 J                                                  TIDC 123
    IF ( J.LE.NJ2 t GO  TO  3GU                                             TIDC 124
    XX(JJ  = COS  =  SXY(JI *XX(J) *YYII)                                         TIDC 12V
    00 310  J  - 1 ,MT                                                       TIDC 130
    DO 3UC  K  : 1 tf»TT                                                       TIDC 131
310 SXXIK.J)  r SXXIK,J) *XX(K)  *XX(J)                                    TIOC 132
3fcCJ CONTINUE                                                                TIDC 133
    IT r U                                                                  TIDC 13«*
3fcH 11 =  IT * 1                                                            TIDC 135
    QELMAX  =  C.                                                            TIDC 136
    DO <42U  K  - 1 ,NirT                                                       TIDC 1 37
    SUM  r  ;i.                                                                TIDC 138
    DO 100  J  - 1,KTT                                                       TIDC 139
    IF  CJ.EQ.K1 GO  TO  '»:):,}                                                 TIDC 1«*0
    bUM  -  SUM -A A(J)*S.  GO TO 4*»D                                          TIDC 117
    IF  (DELMAX.GT. JELT4 )  GO TO 38U                                      TIDC 1M-8
    bO TO  -46U                                                              TIOC 149
14G wkITt(N6 ,150 )                                                          TIOC ISO
Jr>Lt FORMAT  (69HCAKNOT  PEACH  DESIRED DELTA,  INCREASE EITHER  MI  OR DELTATIDC 1 «i 1
   1  AND TWY  A3AIK'!                                                        TIDC 152
    STOP 6666                                                              TIDC 153
<*t-J CONTIKUC                                                                TIDC 15**
    00 t7C  KOtF-1,7                                                        TIDC 155
473 TIDE (ITIDE ,KOEF)=Aft( ,2>                                                         TIDC 158
U2 FORMAT  C46HO       TIME    OBSERVED    COMPUTED      D1FF   I         TIDC 159
    HES  -  J.                                                                HOC 160
    00 52u  I  - 1,M                                                        TinC Ibl
    SUM  ~  J.                                                                TIDC 162
    Uj SDL  J  - 2,NTT                                                       TIDC 163
    FJl  -  FLOAT ( J-l  I                                                   TIDC 164
    FJJ  -  FLOAT I J-MJ2 J                                                  TIDC 165
    IF ( J.LE.NJ..' » ;»C  TO  !|SJ                                             TIOC 166
                                     -163-
-------
* # *  *
       SUM - SUM +AAIJ)  *COSIFJ3*W*T1(I I)                                   T1DC  l67
       60 TO 500                                                             TIOC  lfa8
  480  SUM = SUM *AA(J)  *SIMFJl*tf*TT(IM                                   TIDC  l69
  500  CONTINUE                                                              TIOC  17°
       SUM ; SUrt *AAI1»                                                      TIDC  171
       D1FF = SUM  -VVU)                                                    TIDC  172
       RES = RES «  ABSJUIFFJ                                                TIDC  in
  520  rfRITECN6, 1 5                                                    TIDC  17S
       rfklTE (Mb,156) RtS                                                   TIDC  176
  156  FORMAT (6HUTOTAL  , 3UX,  F12.««  I                                      TIDC  l 11
  5«4U  CONTINUE                                                              TIDC  178
 c                                                                            TIDC  17V
 C                                          CONSTANTS  FOR  INPUT HAVE FORM    TIDC  180
 c                                                                            TIDC  181
       WRITEHM6,1S8 J  JT IDE I IT IDE ) , I T1UE II TI DE, I > ,1 = 1 .71 .PER IOD            TIDC  182
   15B  FORMAT1///16H  COIFFICIENTS  FOR TIDAL INPUT WAVE  AT JUNCTIONl6//85HTIDC  183
      1      Al         A2         AJ        A -  Al  + A?.SIN(fciT)  * A3.SINI2WTI  *  A^.SIN(3UT> * A5.TIOC  186
      <»COSCWT) * A6.COS12WT) *  A7.COSC3WTM                                TIDC  187
       RETURN                                                                TIDC  188
       LND                                                                   TIDC  189
                                        -164-
-------
!) *  * *
C
c
c
c
c
c
c
c
c
c
c


c
c
c



SUBROUTINE SWFLOW
INTEGER CFRT
REAL LEN.INTIME
COMMON /CCNTR/ N5.N6
1, DELTQ.DELT.TZERO,

COMMON ALPH
1, PKECP(SO)


A(

30) ,
,N20,N21f N
iSWCHdO)

UJ,NC, ICY
HYUr.ODYiN.AMKS
TIDAL OPTION
SPECIFICATION
CONTROL
TCYC ,NOCYC tNHCYC
GENERAL

C,KC

YC.NCV

C, W
STAT
, N

1MD,
EMENTS
T.NOSWRT

WDIR,EVAP
,NEXIT





JUNCTION

COMMON HdOl
1 IPO IN
2 COFd

t
1 (
01
3 QOU8AR1
C
C
c



c
c
c



c
c
c


f*
s.
L
f.


C
c
(J


c
(.
.-



COMMON LENd
1 w(10)
2 FwIND



COMMON NPkT,
I PRTVC
2 NPLT,



COMMON' YYI50
1 Al A2 A3 A1



COMMON TITL
2, rfAINdUCil,




0)
t
( 1




HN d 0 1
10,8) ,
» C I N (
10)



, KiJUN
OBAKd
J) , NU



IPRT, N
25




)




f. (
IK

JtlUlt
POEL t



,TT (50
5 A6 A



iLi> tMJ
TlMEd


, HT(1U>, HB
ASdO)» VOL
ini, coudci




C(i(!,i;), b d
U), QAVEdU)
riCHdDI, Mt



HP RT, JPRFd
P f? T 3 ( 2 5 Q , 1 0
JPLTdLJJ, HP



> » A 4 J 1 C ) » X X
f PERIOD J G w



SW,9L(20f2 ) »

ARd
(1U1
, QI


CH

0),
t V I
HP(8

PR

0),
I* 1
Lid

ST

< U)


ST

JSW(

01, HA
, XdD
NST( 1C


ANNELS

R 1 1 0 1 ,
1L 1 f V
) , NCL

I N T 0 U T

P^TH(2
DUM(12
01

AbE-TI

,SXX( 1


OkMWAT

2L)
001 f INRA1K, J80UNDC20I ,




C
J

VE (101
>, Yd






SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
1
2
3
5
6
3
9
1C
11
12
13
15
16
17
IB
19
20
21
, NCHAMdO,8l,
01,
>, CINBARI




A diJ)
Td( 1,
OSdOl





, AT
VBA
, RB

AND PLOTT

50,101

DEPdOl,
IU),




«10> , AK (131 »
HdU ) ,
AK« 101

ING

, ^QPRT, CPRTdOl
), 1 COL (10


HE COE

Q,1C»,


ER


JJBOUN

CONTROLLED 0

CO MM ON /HE A r)S
1UAM< !iC»3l ,0i:




/'*
LH




TIflE ,J
M 50 J,




TI')t ( 15) ,T IU
SPILL( li J> ,S




E( 15

,7J ,ND

AK ,JUA


F F I C

SXY(







J , LT1ME ,


IENTS

101







R FORCED NODES

Ml 50

t2),
PLBAKdrj'Jl

fA


PIS













SWFL
SWFL
SWFL



SWFL
SWFL
SWFL
t


SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL



26
27
28



33
3«4
35



39
"40
41
*«2
'4 3

»45
46
*47
18
49
5U
51
52
53
5*4
55
b6
                                               -165-
-------
* *
c
c
c
c
c
       COMMON /TAPES/  INCNT ,10UTCT,JIN I ID) ,JUUTUUJ ,NSCRAT(5»
       COMMON/ST2X T1TEL2UU)
DIMENSION*  ENDEK(2) ,VOLBARUOO»
COMMON QTI50,2J,1SWI5C>
DATA ENDERU J ,D4UEI» ( 2 > /1HENDQ , 1HUANT /
                                    TYPC
   201
   2C5
   2C9
 C
 C
 c
 c

 c
 c
 c
DESIGNATIONS
                                    INITIALIZATION
N2Q -  NSCRAT(1)
NEXIT=0
00 205 1-1,50
DEPCI)=0.0
 AS(IJ=0.
U1N=0.
UO 231 J-1,8
1POINTCI,J)=Q
NCHANII,J»=0
CONTINUE
CONTINUE
[JO 210 1-1,100
KwlMDll)  =  0.0
g(I1=0.0
UO 209 J-1,2
NJUNCtl,J>=0
CONTINUE
CONTINUE
CALL  INDATA
       10UTCT -  IOUTCT  +
       N21-JIN(1KCNTI
       :-i22 = JOUTJIOUTCT
       ME^l^D N22
       NT INT = 0
       TT( 1 t - J.'l
       T T(2 ) - 0.0
       NSTEPS -  Q
       MJSW   =•  D
       NUUAL = 0
       TDELT ~ (J
       DO 22C 1=1,13
       1COL.U1=I
       UO 222 1=1,20
       ISW(1> =  C
       w 1 ( .1 ,1 ) =0.0
       :, T (I »k' J = 0. 0
                                    SUBROUTINE  INDATA  CALLED TO
                                    READ INPUT  DATA
                                    FURTHER  INITIALIZATION
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
57
58
59
60
61
62
63
61
65
66
67
68
69
71
72
73
7<4
75
76
77
78
79
81
82
83
84
85
86
87
88
89
90
91
92
93
91
95
9(3
97
98
99
100
101
102
103
10
-------
    * *
      UE(I ,1)  - j.U
      UL(1,2>  - Q.U
      U.-C.
      TEP-U.
      DLLT2=OELT/2.L
  223
  22<»
  225
C
C
C
C
 7H97
 7091
 7092
      EVAPzEVAP/(10UCI.*3U.*e64nQ.
      TOLD=U.
    PREC  = 0.0
    T-T2LRO
    DO   224 I -  l,MHPftT
    MJPKT - JPRT (11
    PKTH  11,1) =  MMJPRT
    CONTINUE
    DO   225 I =  l.NQPRF
    MCPRT r CPRT(l)
    PRTC' < 1 ,1 )
    PR TV (1,1)
    CONT 1NUE
                   Q(MCPFT)
                   VIMCPFM
                                         READING  OF INITIAL HYDWGGRAPH
                                         INFORMATION FRO> INTERFACING
                     GO  TO 2 JO
                          TI fEL2
                          TITEL2
     IF4N21.EQ.OI
     MEWIND N21
     READ  (N21)
     WklTE (N6.7Q97)
     FGRMAT(1HI,2DA */
     REAL  (N21)       NSfEPS,v JSW,Nl."JAL, TUELT, T2c".RO,TAREA
     JRITE (N6,7D91)  NS fE !JS ,v,.js«», NOUAL , TDLL T , TZtRO ,TARE A
     FORMAT (3I10,3F1D.2I
     «EAD(lw21)  (ISW(L I ,L-l.MJSW )
     FO«KCT(5115)
     i
-------
* * *  !*

C
c
c
c
                                          IN111AL  TIME-STAGE
                                          COMPUTED
       IF=A1«A2*S1N(W*T
  236  CONTINUE
C
C
C
                            ) + A3*SIN(2.*W*TI*A
                            l**6*CQSt2.*W*n-»A7*COS(3.*W*1»
                                           CHANNEL CONSTANTS  COMPUTED
  260
       00 280 N=1,NC
       IFINJUNC(N,1 ).LE.D>GO TO 280
       AKIN >=9. 80621*2. 2C79*AK tN)**2/2. 208196
       NH:NJUNCIN,2 I
       K(Nt=K(NM(H
       DO
       VOL( J)-0.
       IF CAblJ> .EQ.O.)
       VOLUME = V OL UM F_ •»3 t N 1 *L EN < N J
   3CCJ  CONTINUE
   32'J  ULPTH-VOLUME/AWE A
       t/OL(J>-nEI"TH*A$tJ)
   ^n  coNT INi
C
C
                                           START OF PROGRAM CORE* WITH
                                           MAJOR HYDRAULIC COMPUTATIONS
              SWFL  168
              SWFL  169
 KE.LAT10NSHIP SWFL  170
              SWFL  171
              SWFL  172
              SWFL  173
              SWFL  17«4
              SWFL  175
              SWFL  176
              SWFL  177
              SWFL  178
              SWFL  179
              SWFL  180
              SWFL *181
              SWFL  182
              SWFL  183
              SWFL  18<4
              SWFL  185
              SWFL  186
              SWFL  187
              SWFL  188
              SWFL  189
              SWFL  190
              SWFL  191
              SWFL  192
              SWFL  193
              SWFL  I9t
              SWFL  195
              SWFL  196
YINHI-YINLMI»SWFL  197
              SWFL  198
              SWFL  199
              SWFL  200
              SWFL  2U1
              SWFL  2U2
              SWFL  203
              SWFL  20<(
              SWFL  205
              SWFL  206
              SWFL  207
              SWFL  208
              SWFL  209
              SWFL  210
              SWFL  211
              SWFL  212
               SWFL 213
               SWFL  21*4
               SWFL 215
               SWFL 216
               SWFL 217
               SWFL 218
               SWFL 219
               SWFL 220
               SWFL 221
               SWFL 222
                                      -168-
-------
*
c
c
c
c
C
c
c
c
c
c
c
r
C
r
C
  31*5
  350
  T9
                                     STAhT OF DAY  00  LOOPS OUTER
                                     LOOP OK i NESTED DO LOOPS
110
1)0 1 313  NT = 1 ,MCVC
IF INT.LT.NOSWKn GO
REWIND N22
DO 345 J=1,NPLT
1-IABS< JPLH JJ I
HPLT (Jl-HCll
                            TO 35U
                  HOLrt, ChPLTIJl ,J=1 ,NPLT)
NPTOTrl
CONTINUE
LTIME  -  i
UO
                                     STtKT OF QUALITY  DO LOOP
                                     INITIALIZATION  OF  ARRAYS USED
                                     FOR HYDRAULIC OUTPUT  TO BE USED
                                     BY  THE SWOUAL SUBROUTINE
IF  (N1.LT.MOSW3T I
UO  36li  N = 1,NC
                          GO. TO 38J
           (M=0.
           /[) J-1»K!J
          K t J >-!_,.
       UlNb Ak( J)-U.
       UOUbAkt J)-0.
       SPLE>Ak {J 1 = 0. U
  370  CONTINUE
  3eu  CONTINUE
                                     START OF HYDRAULIC  DO LOOP,
                                     INNERMOST 00 LOOP  OF  3 NESTEO
                                     UO  LOOPS
UO
IFCM .LT.NQSWRT)
IIKL-1IME*OEL.T
                         GO  TO
                                           PRECIPITATION COMPUTATIONS  FOR
                                           EACH TI?T  STEP
IF (KRAIN-I'-lRAlMi 395 , «* 10, <4 10
IF ( T lHL-IN?IHE(KkAIN*l ) )  4G5 , k JO
      KHAIN-K
                                              1-TOL01 / ( 1000.*
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
2?. 3
22M
22B
226
227
228
229
230
231
232
233
23<*
235
23b
237
236
239
2 '*0
241
242
243
244
245
24fc
247
24B
249
250
2S1
252
253
254
2Sb
256
257
258
259
260
261
262
2f>l
264
2b5
266
2b7
268
269
270
271
272
273
274
2 ?b
2 fh
277
                                      -169-
-------
* * *

  105

  110
  118
  120
  12b

  130
t>0 TO  39 LI
   131
 7093
   133

   135

   110
C
C
c
c
C
c
C
  470
   1' fc
                                                   )/DELT
   IfcO
CONTINUE
IF  = (QIN{Jl+QTtL,Il>* ,L = 1 1 MJSW »
 FLOWS ARE ,/
= 1,HJSW)
                                                )6X ,bFl 5.3 > 1
       IF (T1ME.LE.TF.)  GO  TO HBO
       TEO=TE
       DO <*6C' L = l
READ  INS,10H» TE,(4E,JJ=I,NJSWI
FORMAT  (8F10.C)
CONTINUE
TEP-TE/3hD3.
•jRITE(N6,ia6 ) TEP, (Qt«L,2) ,L=1 ,NJSWJ
FORMAT (1M ,F7.2»10F10.1/C8X,1QFI0.1M
       00  SOU
                                 SWFL 278
                                 SWFL 279
                                 SWFL 280
                                 SWFL 281
                                 SWFL 282
                                 SWFL 283
                                 SWFL 281
                                 SWFL 285
                                 SWFL 286
                                 SWFL 287
                                 SWFL 288
                                 SWFL 289
                                 SWFL 290
                                 SWFL 291
                                 SWFL 292
                                 SWFL 293
                                 SWFL 291
                                 SWFL 295
                                 SWFL 296
                                 SWFL 297
                                 SWFL 298
                                 SWFL 299
                                 SWFL 300
                                 SWFL 301
                                 SWFL 302
                                 SWFL 303
                                 SWFL 301
                                 SWFL 305
                                 SWFL 306
                                 SWFL 307
                                 SWFL 308
                                 SWFL 309
                                 SWFL 310
                                 SWFL 311
READ HYDWOGKAPH  INPUT OR AVERAGESWFL 312
OR INTERPOLATE FOR  TIHE STEP    SWFL 313
                                 SWFL 311
                                 SWFL 315
                                 SWFL 316
                                 SWFL 317
                                 SWFL 318
                                 SWFL 319
                                 SWFL  320
                                 SWFL  321
                                 SWFL  322
                                 SWFL  323
                                 SWFL  321
                                 SWFL  325
                                 SWFL 326
                                 SWFL 327
                                 SWFL 328
INTERPOLATE  HYDROGRAPH          SWFL 329
                                 SWFL 330
                                 SWFL 331
                                  SWFL 332
                                  Pn/DELT
                                    READ HYDROGRAPHS
                                      -170-
-------
* * * *
      SLOPE- (QT (L,?I-OE tL, 1 I )MT£-TLO»
  5U3 JlNIJ>=OINSHJ)*UE .GT.3.D.S)
V T C N ) rO . 0
J(N)-D.O
GO 10 580
CONTINUE
                        (, 0  TO
                                                     -H ( NL I> /LEN( N)
     2*FUINDCN l/R(N
       V2 = V (M J+DELV2
                   l./TflMP*2.*A3S(V21 )-
                                J **2-4 .4
      iw('*l»-VT(N1*A
  r;cu CONTINUE
                                          COMPUTATION OF NODAL STAGE  AT
                                          HALF  TIME  STEP
      JO *9C;  J-1,1 00
      SPILL < J»=C.O
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
333
33»»
33i
336
337
33d
339
3<40
311
3M2
343
3<4«»
345
346
347
348
349
350
351
352
353
354
355
356
357
358
359
36C-
361
362
363
364
355
366
367
366
369
370
371
372
3 H
374
375
376
377
378
379
3riO
331
382
383
334
335
3 ,-i 6
337
                                      -171-
-------
* * *  *
       i)G  6t>0 J-l.NJ
                                                                          SWFL
                                                                          SWFL
653
6MJ
       00 6^(1 Kri,«
       IF (NCHANCJ.K I.LC.L)  GO TO 620
       N=NCHAN( J,K)
       IF IJ.K'E.NJUNCm, il IGU TO 6f)C
    bO TO  620
600 bUM«=SUMQ-QIN)
620 CONTINUE
64U IF lASt J) .LC.O. J GO TO  66U
    SUMC=QOU(JI-01N( J) + ( f.VAP-PREO*AS
    IF INUAM.LE.O J GO TO  642
    00 641  IOAM=l,rtDAM
    KDAM-IDAM
    IFIJ.EQ.JDAMlhDAM,!))  GO  TO 650
641 CONTINUE
642 HT IJ)rH( J1-DLLT2*SUMQXAS< J>
    IF (HT< JMDEP ( JJ.GT.O.)  GO TO 66U
    HT=-DEF CJI
    VOL( J»=rJ.
    ASIJ»=-AS( J>
    UO 6M5  Krl,8
    UX-NCHAN{J,K )
    IF (NX.LE.C)  GO TO 6<4 S
    NCLOSINX )-l
&t5 CONTINUE
                                             -SPILL « J)+SUMQ
       GO TO 660
   650 CONTINUE
       ULLHHIKD4M)=D.O
       *£IR1-DAM
       CONTINUE
       HT(J)-H(J)*DELHH(KOAM»
       CONTINUE
       IF INUK V.EC.D I  GO  TO to?5
       If (NTIMS.GT.2)  &0 TO 675
       DO  6 70 N=1,NC
       If «N JUNC(K,1 I.LC.U) GO TO 670
       IF(NCLOS(M.fct.J » GO TO  670
       c(N) -U.
       V ( 'O - 0 .
       JO  6fefc 1-1,2
       II-NJUMC t\,I I
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
StfFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
388
33V
390
391
392
393
39«»
395
396
397
398
399
                                                                                  401
                                                                                  <402
                                                                                  M03
                                                                                  lOt
                                                                                  <405
                                                                                  406
                                                                                  <4Q7
410
Mil
412
413
414
415
416
417
418
419
420
421
422
423
424
425
426
427
428
429
430
431
432
433
434
43b
43b
437
43b
439
44Q
441
442
                                      -172-
-------
* #
  664

  666
  668
  670

  675
C
C
C
C
  67o
C
c
c
c
c
c
  t>7
c
c
c
      IF INCHANtII, JJ.EO..N)
      CON!INUE
      bO  TO  668
      rtCHANII! ,JU-N
      MJUKCIN,I)=-II
      CONTINUE
      GO  TO  541)
      CONTINUE
                             GO TO 666
                                     tJOUKDARY STAGE
                                     HALF  TIME STEP
                                                           CONDITION AT
       IF-tMlOE.LE.OI  GO  TO 677
       UC  6 76  I T1DE=1,NTIDE
       JGW-JTIDLIITIDEJ
       Al = TlDFmiDE,ll
       A2=TIDEIITIUE,2)
       A3 = 1IDE(I1IDC:t5)
       A4-T1DE(ITIDE,4)
       A5=TIDE
       A7 = TIOEf HIDE,/)
       HT(JGW)=A1+«2*SIN«W*T2)*A3*SIN(2.
      1           +A5*COSJrf*T2)*A6*COS(2 .
       CONTINUE
                                              T2J +A4*SIN(3 .*y*T2 I
                                              T2»-»A7*COS(3.*W*T2>
                                           COMPUTATION OF CHANNEL  CROSS-
                                           SECTIONAL  AREAS AT HALF  TIME
                                           STEF,  FLOWS «T HALF TIMt  STEP,
                                           AND  VELOCITIES AT FULL  TIME STEP
      UC  7-'4U N-1,NC
      IFINJUNCIN,! ) .LE.DfiO TO  7411
      NH-NJUNC(N,2 )
      L»ELH-0.5*CHT JNHl -H (N H) *H T I ML )-H 4 NL
      Hf, TrR(N) *DL"LH
      AT (N )-A(.N)-»B (NI*[)ELH
                                           DRY CHANNEL CHECK(UNOEk  Q.U3HI
 1FCRNT.GT.O.U3)  GO TO  680
 V I N ) -I: .
 W(^>-U.
 bG  TO 7m
 tOMT If.'UE
 UtLV2-2.*VT(N>Ml.-A(N)/AT(N)
  •*OELT*( tVT{N>**2*'5(N)/A T(N> )
. *F WIMD(N)/KN T*3ELT
                                               >*(HT CNHI-HT
                                                                »/LEN(N
      T IMF' rDEL T*AK (MX ^NT**1 .3333333
      OtLV 1-!).'>*{( l./TtHF +2.*Ar-»SIV2 I)-
                       ,*A.3S I V2)
      Vt (>;) rV (N ) *aELVl*QFLV?
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SUFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SwFL
^i £i 7
ti it U
• 445
446
447
4 48
449
450
451
452
453
454
455
456
457
458
459
460
4bl
462
4o3
464
465
466
467
46«
469
470
4 71
4 J2
473
474
475
4 76
477
478
4 79
480
461
482
483
43<4
4BS
486
43?
488
489
490
4V1
492
493
494
495
496
497
                                       -173-
-------
* * *  1)1
c
c
c
  7oo  CONTINUE:
       IF  (NT.LT.NQSWrtT >  GO
       QBAR(N)=qpAR(N)+Q(N)
       V&AK(NI=VBAP(NI*VfN)
       KBARlNlrWBAR (NMRIN)
   720  CONTINUE
                                         .CHANNEL FLOWS SUMMED
                            TO 721
C
C
C
                                          EXCESSIVE VELOCITY  CHECK
       IF(ABS(V(NM .LC.b.O) GO TO  710
       WRITE(6, 108)  NT,NU,NHH,RINI,VINI,N
   1H3  FORMAT C27HD  V OVER 6 */S, TIDAL  CYCLE,II,HH  CUAL  CYCLE,11,
      112H HYDRO CYCLE, II,6H DEPTH,E1Q.1,1H   V,E10.4,
      26H CHANNEL,I5J
       NEXlTri
   710  CONTINUE
       IF 1NEXIT.EU.1 )  GO TO 12*jQ
C
C
C
C
                                          COMPUTATION OF
                                          VOLUME: AT FULL
NODAL STAGE
TIME STEP
AND'
   75L
   760
      DO  7bO J=1,10C
      SPILLi J)-D.O
      CONTINUE
      UO  900 J=1,NJ
      i.UMQ-0.
      HN< J»r-D(IP( J)
      1FIASIJ» »LE.O.)  uO  TO 90J
      UU  800 K=l,3
      1F(NCHAN(J,K J.LE.CI
      ;^-NCHfiN( J,K)
      IF< J.NC.MJUNCI^,in&0 TO 780
 780
 8r,»)
c Bf I
l HH2
                               TO 8t>D
       UO TO SOU
       SUMO-SUMQ-Q(N)
       CONTINUE
       IFINTIDE.LE.UI  GO TO RJJDJ
       JO H*C1 ITIDL-l.'OIUf:
       iU IDL-IT IDC
       IF IJ.EQ. JTIDt tITlOC! > GO TO  801
       CONTINUE
       IF (NOAM.LE.O)  GO  TO 820
       l)C 3ftC3 lL'*M = I
       IF ( J.EQ. JC'AM (Ii)AH, II > GO T 0  80 2
 •-•fiC 3  CONTINUE
       oO  TO 82,1
       A1 ~ T IU C ( K T 11) E , I )
       Aii-TU'tc* not ,.ii
       AJ-TIltUKTIDE, i»
SWFL
SWFL
SWFL
SWF!
SUFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
500
501
502
503
50«»
505
506
507
508
509
510
511
512
513
51H
515
516
517
516
519
520
521
522
523
52
-------
* * *
    A<+-T10t /2.
    IF CBASEl  803
    SPILLIJOOWN) r
    bC  10 80 b
      UtLHH»KDAK>rDLLT/AS( J >* I -
      CONTINUE
      HN( J)-H< J)-»DtLHH
      VOL( J1=VOLIJ)+OELHH( KDAM|*AS« J>
      UO  TO 82 S
      CONTINUE
            CHMJI-HIJ) J*AS ( Jl
           J)-U.
      JINJ J)-(DVOL/DELT I + SUMQ
      IF )T.LT .NQS
    DO  V2J  Jrl.NJ
    HoAk ( JJ^HBAR ( JI+HN U J
    u i *u; A P ( j > - Q i NE; ft«' ( j ) + 5
596
597
598
599
60U
6Ji
6U2
6 0 3
6Q<4
6U5
606
6U7
                                     -175-
-------
*
c
c
c
c
 *  * *
  960
  980
C
C
C
C
   985
   9&b
   990
C
C
C
inno
1120
                                         FULL TIME STEP COMPUTATION OF
                                         HYDRAULIC RADIUS AND  CHANNEL
                                         CROSS-SCCTIONAL AREAS
     DO 980  N=1,NC
     IF IKJUNCrR(N)-»DELH
     AtN)=A«N)-»B(NJ*DELH
     CONTINUL
                                         COMPUTATION
                                         MODE VOLUME
OF >OROINARY>
     00 990  J^l.NJ
     VOLt Jl=0.0
     IF (ASf Jl.EQ.Q.J)
     AfrEA=0.0
     VOLUME-P.Q
     DO 985  K=l,g
                         GO  TO 990
     IF(N.LE.;j»  GO TO 935
     AH E A -6 RE A*8 t N V*LCMN »
     VOLUME=VOLUME*B(N)*LEN  bO  TO  986
     OEPTHrVOLUilE/AREA
     WOL< J)=DEPTH*AS( Jl
     VOLBARt JlrVOLbAH( J) + VOLU)
     CONTINUE
       oo 1020 J-I.NJ
       H«J)-HN«JJ
       IF(NT.LT.NQSwRT)  GO  TO 1U1J
       if (NPTOT.NC.WPOEL)  GO TO 1030
       00 1025 J-1,NPLT
       I-IABS( JPLTI JH
                                         NODAL STAGE  ARRAYS  SHIFTED
       HOUR =HOU«-»DELT/3bOO.*FL OAT
       WRITE »N22) HOUtf, tKPLTIJ),J=l ,NPLT)
       WPTOT^O
                                           END OF
                                           LOOP
                                                 HYDRAULIC OR INNER  00
       CONT1KUE
                                           AVERAGING OF
                                           VELOCITIES
                                                       FLOWS AND
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL634A
SWFL 635
SWFL
SWFL
SHFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
SWFL
608
609
610
611
612
613
614
615
616
617
618
619
620
621
622
623
624
625
626
627
628
629
630
631
632
653
634
                          636
                          637
                          638
                          63V
                          640
                          641
                          642
                          643
                          644
                          645
                          646
                          647
                          648
                          649
                          6 SO
                          651
                          652
                          653
                          654
                          655
                          656
                          657
                          658
                          6S9
                          660
                          661
                                       -176-
-------
                             1U 11 JU
; *  *  *
      IF  INT.LI.UCSWrfT>
      UC  ICbJ W-1,NC
      IF INJUNC IN,1 I.LL .1;) f.»0  TO  lUbU
      ijtlAH (N )r(K)AO (M/I'LOA 1 (NHCYC I
      VBAK IN )-VB»R IM/FLJA TtNHCYCI
      RbAR IM-rteAR INJ/FLOA 1 INHCYC)
      UAVE(N)-UAVEIM*QfcAR(N)/FLOATlNQCYC)
 1060  CONTINUE
      DO  1QEO J-l.NJ
      QINbARU IrQINBAR ( J) / FLO AT I NHCYC I
      OOUPARIJ»=QOUBARIJI/FLOAT(NHCYCI
      lib AR|J)= HEARIJ)/FLOATINhCYC»
      VOLbAR(J)^VOLBAR(Jl/FLOAT(NHCYC)
      SPLbARiJirSPLbARIJI/FLOATINHCYCI
      IFIUINBAHIJ1 .E4.IJ.I GOTO  108U
      IF IC.OUBARIJ) .EQ.U.) ROTO  10PU
      QINBARIJ J-OI.VBAR (J)-OOUBAR(J»
      aoueARCj)ro.
      IFIUINbARIJ) .GT.O.) GO  TO  1D60
      iiOUB AR( JI=-CII
      QINBAR (J):,3.
      C0"n iNUE
C
c
C
L
C
t
t
c
 1

 1
                                           WKT1L HYDRAULIC  INFORMATION FOR
                                           USE  IN DUALITY PROGRAM
C
C
     i IVCLbAR (Jl .UHdARIJ ) ,QCUBAR ( Jl ,HDAh I Jl,SFLBARIJI ,J- 1,NJ)

                                           STO^L OUTPUT FUR  SUBSEQUENT
                                           PRINTOUT

  IPO IF (NT.EQ.(NliS4RT-l) .AND.N-).LC.r,QCYC I  GO TC 112U
      tiO TO  11 «G
  120 DO 11
6155
6B6
6B7
688
639
69U
691
692
693
6(><4
695
696
697
69£
69V
7 -JU
7 0 1
7')2
7DJ
7 J4
7.35
706
707
7U8
7U9
7 ][)
711
712
71 J
?m
715
716
                                       -177-
-------
* *  #



1220
C
C
C
1210


1260
1?80
C
C
C
C
C


C
C
C
13PO


I 320

1 310
11 J




1 360



1 "* P 3
112


1 «00
1 14
1 <4?l)
C
r
V*
v>


DO 1220 l:itNOPRT
ML'PRT-CPW Mil
PHTQ (LT1ME,! )=QIMCPPT)
PR TV (L TIME, I 1-tflMCPRT)



CONTINUE
IF (ISUCH(l) .NE.l > GO 10 1230
IF (NT.NE.NQSwrfT) SO TO 12«0
CONTINUE
CONTINUE





IF INT.LT.NQS*RT J GO TO 1300
CALL PPTOUT



CONTINUE
EKO FILE N20
REMIND N20
CONTINUE
MCOUNT - 0
liEAD (N5,110I FINAL,CARD
FORMA! (2A1)
IF (FINAL. EQ. ENDCRU »» GO TO 1
MCOUNT - KCOUNT + 1
IF  GO TO 1330
GO TO 1310
IF  GO TO 1380
GO TO 13 '40
WRITC lNb*1121
FORHAT (62HOQUALITY PROGWAH HA
IPLfTIONJ
STOP HHHH
4KITE (Nbtlltl
FDRHAT (33HOCOHPLETION OF RECE
CONT INUT



RETURN
rNU
SWFL 717
SWFL 718
SWFL 719
SWFL 720
SWFL 721
END OF QUALITY DO LOOP SWFL 722
SWFL 723
SWFL 721
SWFL 725
SWFL 726
SWFL 727
SWFL 728
SWFL 729
SUBROUTINE PRTOUT CALLED FOR SWFL 730
HYDRAULIC INFORMATION PRINTOUT SWFL 731
FOR A ONE DAY CYCLE SWFL 732
SWFL 733
SWFL 73*»
SWFL 735
SWFL 736
END OF SUBROUTINE SWFLOW SWFL 737
SWFL 738
SWFL 739
SWFL 7«»0
SWFL 7m
SWFL 7«»2
SWFL 713
SWFL 711
SWFL 715
3bU SWFL 716
SWFL 717
SWFL 718
SWFL 719
00 SWFL 750
SWFL 7S1
SWFL 752
SWFL 753
SWFL 751
S READ MORE THAN 30 CARDS AFTER COMPSWFL 755
SWFL 7b6
SWFL 757
SWFL 758
IVING QUANTITY) SWFL 759
SWFL 7oQ
SWFL 761
RETUKN TO SUBROUTINE RECEIV SWFL 762
SWFL 763
SWFL 761
SWFL 765
                                            -178-
-------
      SUdKOUTlNE INL.UA
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
C
c
f;

C
f
                                      LSI PUT  DATA
                                      HYDRODYNAMICS
                                      SPECIFICATION STATEMENTS
       INTEGER CP3T
       REAL  LEN, INTI'IE
      CuMMON /CONTR/  N5 ,N6 »N 20, W2 1 ,   NTC YC ,NyC YC ,NHC YC ,  NT.NQSi.IWT
      1,   DELTQ ,(JELT,TZf TO,   1SWCHUQ)
                                      COrtlWOL
 COMMON   ALPHAI3D),   NJ,NC,
It  PRLCPIST) ,NEAIT
                                      GENERAL


                                 I C Y C ,KC YC ,NC YC ,



                                      JUNCI10NS
                                                          IND , WDIR ,E VAP
      1
      2
      3
 COMMON  NdfJ), HM(M)» HT(IU),  HBARdUl, HAVE (JO), NCHANI1U(8>t
         1POINT<13,8),  AStlOlt VOLdOl, X(10>,  >(10), DLPdOl,
         COFdQ), QINI10), UOUdUJ, U INS! (10 I,  fclNBARUO),
         QOUBARdO >


                                      CHANNELS


       N  LCN(IO), NJ!JNC< 10 ,2), bdH), RdO),  AdJI, AT(ll),  AK ( UI ,
1        Q(i;», J:iARd:5I,  QAVEd'}), V ( 1C ) , VH1D,  V3ARI10),
2        FWlNDdJ),  ^UMCH(in), NTEMP(o), NCLOS(IQ), RBARdU)


                                      PRINTOUT  AVP  PLOTTING


 COMMON  NPKT, IPHT,  NHPRT, JPrtTdO), Pk TH ( 2SC , 1U ) , NfQPRT, CPRTdOl

1        PRTV( 25J, iD),  PRTy(25U,10 ),  IDUrt ,TTCF>D) « * A ( 10 » , XX ( 1U ) , SX.X ( 1 u , 1 f•) , SXY t 10 »

i i A 1 , A2 r A 3 ,- **» , A S , A6 r A / « PE Rl OD , J GW
      CUMMON  T ITLEI.JO) ,NJSW,OC (2C ,2 ) » JS-JJ 2U 1
     ?,  HA iUdOt.) , IN TIKE ( 1 00 .l tINRA IN , J BOUND (2Q 1 , JJBOtJN



                                            CONTROLLED OR  FORCED NODES


      CO«vON/Hf:AOS/NTIUL» Jl I HF » 1 b> > , T 10 F. ( 1 b , 7 ) ,NDfiM , JOA K(50 ,2) ,
     1UAMC Sb,3 i ,OF. LhHl i>C»» SP1LL< IC'U) f S PL HA H » i OU)
                                            TAPt :>
INDA
1 N 0 «
IND^
INDA
IN PA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INOA
INDA
INDA
INDA
INDA
INDA
INDA
INOA
INDA
INDft
INDA
INDA
INOA
INOA
INDft
INDA
INDfi
INDA
INOA
INOA
INDA
I N n A
INDA
1
2
3
<4
5
6
7
ID
11
12
13
14
15
16
17
18
19
20
21
22
27
28
2V
11
Sb
36
4U
4)
1?
<*3
Ml
*»s
46
<47
<*8
M9
C^Q
bl
b2
i>3
5M
55
3h
                                       -179-
-------
* *

c
c
c

c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
s^
c
      COMMON  /TAPES/ INCNT,10UTCT,J1N(1U>,JOUT<1J),KSCRAT(5>


                                           TYPE  DESIGNATIONS


      DATA  ASTER*,BLANK  /4H**#*,4H    /


                                           OPTION  SWITCH, 1SWCHU)


                                           ISWCH(l)
                                           IF  1,  WILL  CALL TIDAL
                                           COEFFICIENTS PROGRAM
                                           ISHCHC2)
                                           IF  I,  SUPPRFSSCS CHANNEL  AND
                                           NOOAL  INFORMATION PRINT


                                           STEP  ONE
                                           INITIALIZATION
       Hb-b


       RHINO N20
                                           N2U  ASSIGNED IN RECEIV
                                           STFP  TWO
                                           TITLFJS, GENERAL CONTROL  DATA,
                                           AND JUNCTION AND CHANNEL INFOR-
                                           MATION
                                           SEAD  TYPE A CARDS
                                           (FlhST  TWO CARDS CONTAIN  HEAD-
                                           INGS  FOR HYDRODYNAMICS,  SECOND
                                           TWO  CARDS CONTAIN HEADINGS
                                           C0«  IDENTIFICATION OF  STORMWATER
                                           INFORMATION)
   ica

   1C2
       WEADAM )
       WKITf (IM6,1Q2
       FORMAT (1H1,
 ALPHA
 TITLE


)  ALPHA

 1SA4/ 1H
15A4///)
                                           REAL TYPE B CARDS
                                           SWITCH INFORMATION
   i: 4
       NTIDE-'J
       NDANTD
       READ (Nt5, iu4)
       FORMAT(315)
                     NriDE,NDA'1,ISWCH«2»
                                           READ TYPE C  CARDS
                                           CONTROL INFORMATION
       kLAU  (N5.1Q6I
      1
                  6 > -jTCYCtPE:RIOO,QHvT,OELT ,T/ERO,NHPRT ,NQPRT,NPLT»EVAP
INDA
INDA
INDA
INDA
INOft
INDA
INDA
INDA
INOA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INOA
INDA
INDA
INDA
INOA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INOA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INOA
INDA
INDA
INOA
INDA
57
5«
59
bO
61
b?
63
64
65
66
67
68
69
70
71
72
73
7«»
75
76
77
78
79
80
81
82
83
84
85
86
37
38
89
90
91
92
93
94
95
96
101
1U2
103
104
105
106
107
ne
ir)9
110
111
112
113
114
                                       -180-
-------
* * -t *
  IDb FOhM'.MT (IS,4Fb..l, 31S, *FS. ), *] j)                                       1NDA  115
      IPFJ-'TD  -  PERIOD  *  1.1                                                 INOA  1 11,
      IilINT = CilNT*3b;:~.*l.l                                                  IKDA  117
      IDELT  - UELT « U.1                                                    INDA  11B
      NUCYC=CIPFRID * 361:0 ) /I QIM T                                           INPA  119
      NHCYC  = lOlNf/iDELT                                                   INDA  1 2H
      N1NT =  I!PER10*3bU;U/IOELT                                           INHA  121
      NPOEL  = INlNT'bU !/ltHl                                                 INDA  122
C                                                                            INOA  123
C                                          REAL- TYPF  D  CARDS                INOA  124
C                                          PRECIPITATION  IS READ AT THIS    INDA  125
C                                          POINT, RATE  IS  INCHES PER  HOUR,  INOA  12b
C                                          TIME IS REAP IN MINUTES FROM     INDA  127
C                                          START OF STCRM                    INOA  128
C                                                                            INDA  129
      00  ZiO  N~1,H1G                                                        INDA  13U
      KAIN(N)=0.0                                                           INDA  131
      INTIHE(N)=D.O                                                         INOA  132
  210 CONTINUE                                                               INDA  133
      IF  t INRAIN.Ew.J)  GO  TO  215                                           INDA  134
      WEAO{Nb,113> (KAINU! ,INTIMEC11 ,1=1 ,I*KAIN.»                          INOA  13b
  11U FORMAT  (BF10.D)                                                       INDft  13fa
  215 CONTINUE                                                               INDA  137
      DELTO=DELT*FLOAT (NHCYO                                              INDA  i 38
      WKITE(N6 ,112) NTCYC                                                   INDA  13V
  112 FORMAT  I15HGUAYS  S IMUL ATED , I <*I                                       INDA  1MD

  114 FORMAT  «29HOWATER  QUALITY  CYCLES  PL* DAY,141                        INOA  142
      WRITE  (K!6,11M MHCYC                                                  INOA  143
  lib FORMAT  (43HD1NTEGRAT10W CYCLES  PER  WA1ER QUALITY  CYCLE,14)         INDA  14M
      hRITE  «fc,li6! DLLT                                                    INUA  14S
  118 FORMAT  (inHGLENGTH OF  IMEBhAlION STEP IS,Ff,.l-,6H SECONDS!         INDA  146
      WRITE  I6,U'0» TZERO                                                   INDA  147
  1?H FORMAT  (13HOIMT1AL  TIME ,Ffa. ?»6H  HOURS)                             INDA  148
      «kIT£ (Nfc ,122 )Ei/AP                                                     INDA  149
  122 FORMAT U BHUEVAPOHATION  R ATE ,F5 . I , 1 3jH HH PER  MONTH!                 INDA  1 bO
      WkITt (Nb, 124 !WIND,WDJR                                                INDA  1!>1
  1?4 FORMAT (1 b'HQWINi)  VELO Cl T Y ,F 5 .0 ,22 H M/S   WIND DIR ECTIOW ,Fb.O, 1 9H  DEINDA  152

      WfclTL  {N6,128> N'JSWRT                                                 INOA  1 b'4
  128 FORMAT  I26HCWKITC  CYCLE STARTS  AT THE,I4,11H TIME CYCLE//!         TWO*  Ibb
      IF  (1NRAIN.LE.J!  GO  1C  22b                                           INDA  156

  130 FO^MAT(75HORAl;il  IN   HH    PER  HOUR, AND TIME IN  MINUTES, MEASURED  INDA  1 &«'
     1FKOM STAFVT OF STORM/ J                                                 INDB  1 b9
      i^RITE  (N6,131>                                                        INDA  1 bQ
  131 FORMAT (1 SX,8H  ^,H/HR»,2X,8H  Ml NU TE S, 4 X , 8H  MM/MR. ,2X ,&H MINUTES,  INDA  Ibl
     14X,£H   ^H/HR.,?X,8H  MI MUTES, MX ,8 H  KM/HR . , 2X. ,8H  MINU TES,4X ,8H MM/lNDA  162
     2 MR•,2X«8H MINUTES/I                                                   INOA  163
      DO  220  I  - 1,10Q,5                                                    INDA  164
      L  ~  MINP(I •» 4,11/0!                                                   INDA  Ibb
      ^«IT;I  tu6,i?2i i?  L,  uuiNiji »ir.ri*iE (ji, J-I,L»                     INDA  i&b
  1'2 FUR"AT(I4,4H TJ  , I 3 , It'FI 1 . 3 >                                         INOA  167
                                       -181-
-------
  * *
  222

  225

  133
  230
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C

C
C
C
    INIIME (I »-IN 11 ML m*bD.
    GO TO  230
    CONTINUE
    WRITE  (Nb»133J
    FORMAT  I23HQNO PRECIPITATION
    CONTINUE
INPUT)
                                        MEAD  TYPE  E CARDS
                                        JUNCTION  NUMBERS FOR DETAILED
                                        PRINTOUT

    READ(N5,13«») C JPRTII) ,lrl,NHPRT I
13<» FORMATI8I1Q)
    WRITt»N6 ,136 1NHPHT, ( JPRT(I) .Irl.NHPRTl
136 FORMAT  i 32HOPR IN T t f»  OUTPUT  AT THE FOLLOWING, I 3 ,1 OH JUNCTIONS,//
   1  (10X.16I6M

                                        READ  TYPE  F CARDS
                                        CHANNEL  NUMBERS FOR DETAILED
                                        PRIfcTOUT
    RE AD IN 5, 13H1 tCPRTII) ,1 = 1
    WRITEINb,138)Ki)PRT , < CPPT f I ) , 1-1 , NOPRT I
138 FORMATC//15X ,21HANO  FOR  THE  FULL OWINGI 3,9H  CHANNELS// f 1DX , 81 10 M

                                        READ  TYPE G CARDS
                                        WLAD  THE  JUNCTION NUMBERS  IF
                                        PLOTS ARE REQUESTED, OTHCRyiSE
                                        SKIP  THIS READ

    IF  (NPLT.NE.U) REAUCNS, 1 SH )  ( JPL T f N> ,N = 1 i NPL T J

                                         COfvTROLLED OR FORCED  NODES

    IF «NTIDE.EQ.01 GO  TO  560
    00  55C  1TIOE=1,N11DE
    RE AD (Nb, 140) JTIDEIT1IDE) » KO ,M , MAX I T ,NCHT ID
1«*0 FORMAT (5 15)
    RtAD  IN5,1*»2> CTTU ) ,VYf I) ,1 = 1 ,NI)
1M2 FORMAT  C8F1Q.G)
    CALL  TIDCFU MOE ,KO,NI ,MAX1T,K'CHTIDI
SSO CONTINUE
560 CONTINUE
    IFCNDAM.EQ.G ) GO TO  580
    WRITt INb,lMl )
l«il FC»NAT<31H1DAH LOCATIONS  AND  COEFF 1C ILNTS/ <4HO^O. , 3X ,
   18HUPSTREAH,3X,10HDOWtiSTRE6M,2X,l 1HCOEFF ICIENT ,<»X »6HHEIGHT *
   25X,8HEXPOKENT/8Xt5HJUNC. ,7X , 5H JUNC ./ / )
    DO  t7D  IDAH=1,NDAM
    K't :AOIN5,i«»3) JDAMdrjAM, I) ,JOAHIIDAM,2 ) , DAM i ID AH , 1 ) ,OA Ml ID AM ,2 ) ,
   1DAM( 1DAM,31
1<4J FORM AT 121 5, 3F 13. U»
    WRITE (M6,l«*5 ) IDAM.JDAHIIOAM,! ), JDAH(10AM,2l ,
                 ,I3,6X,1>,9X,I3,6X,F10.4,2X,F1U.U, 2X,PIC.*)
INDA
INDA
INDA
INDA
INOA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INOA
INDA
INDA
INDA
INOA
INDA
INDA
INDA
INDA
INOA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
170
171
172
173
m
175
176
in
178
179
180
181
182
18i
184
IBS
186
187
188
189
190
191
192
193
194
195
196
197
198
199
200
2U1
202
2U3
204
205
2Q6
2U7
208
209
210
211
212
213
214
215
216
217
218
219
2 20
221
222
223
                                       -182-
-------
* * *
570 CONTINUE
580 CONTINUE
  150
C
C
C
C
    00 150 J=l,50
    X(J>=0.0
    YU!=O.D
  166
  620
  640
C
C
C
C
  172
                                       READ  CARDS  FOR
                                       NODAL INFORMATION
    00 620 1=1,50
    READ CNS, 166) J.HEAQ, SURF ,QF1 ,QF2 ,DT,CF ,X1 f Yl
    FORMAT CIS, F5.0,F 10. D,2F5.0,2F 10. 0,20 X.-3P2F5.D1
    IFtJ.GT.501  60  TO 640
    1F(J.GT.NJ)NJ=J
    H(J)-HEAO
    ASCJ)=SURF
    QIN(J)=QF1
    QINSTIJI=OF1
    QOU(J)=QF2
    X(J)=X1
    YtJ»=Vl
    DEP(J1=DT
    COFt J)=CF
    CONTINUE
    CONTINUE
    NC-0

                                       READ  CARDS  FOR
                                       CHANNEL  INFORMATION
    DO 660  1=1, IOC
    READ(N5,i72)N,CMTE^P(K > ,K = 1 ,4 I , A LEN, WIDTH, RAD ,COEF,
    FORMATC5I5,5F1Q.OI
    IF IN. GT. 2251  GO TO 670
    IF
      NJUNC(N,2>3MAXOJNTEMP(1> ,NTEMP(2»
    DO 6<»3 J = l,8
    IF
    NCHAN(K, J}=t^C
    GO TO 660
                                       TO 648
                                                                          IND* 225
                                                                          INDA 226
                                                                          INDA 227
INDA
INDA
INDA
INDA
INDA
IND*

INDA
INDA

INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA

INDA
INOA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
INDA
229
230
231
232
233
234

236
237

239
240
241
242
243
244
245
246
247
248
249
250
251
252
253
254
255

257
258
259
260
261
262
263
264
265
266
267
268
269
270
271
272
273
274
275
276
277
278
279
                                     -183-
-------
* * *
       H-NCHANIK,J)
       BIH)=B(M)«4IDTH
       RCM)=RAD
       A(M)ZR(M )*BIMI
       AMM1-COEF
  655
  660
  670
   170
    GO TO  660
    CALL  TRIANCNTEHPIl ),NTEMP(2» ,N TEMP (31 ,NTEMPt«m
    CONTINUE
    CONTINUE
    IF (ISWCHI2).LU.l) GO  TO  674
    WRITE(N6,170>
    FORMATdlOHlCHANNEL    LENGTH    WIDTH     AREA
                ELLV
                  IMJ
C
)
                    OI
                    GO
                              (Ml
                          AK(N»-U,
                          TO  683
   1Y   BOTTOM
   2 NUMBER
   3 DN)/1
674 CONTINUE
    00 695 N=1,N
    IF (AKINJ.LE
    IF-0
    DO b82 J=lt8
    IF UPOINTtK, Jl.EG.U)
    IFUPOINTCK, J)
    WRITEJN6,168 )
168 FORMAT  (8H  CHANNE L » I«» ,8H
   1LWO OR NEGATIVE WIDTH)
    NCHANIK, Jli-0
681
682
683
              JUNCTIONS AT
                  (SQ M>
018
ENDS
COEF.
                        MANNING
                      MAX INT /
                       (M/SI
                             GO TO 682
                       NE*NJUNC(Nt2)I GO
                                       TO 681
                                 JOINING,I4»4H ANDtI'*t38H DELETED  DUE TO
       NJUNCiN, H
       GO TO 695
       CONTINUE
       CONTINUE
       CONTINUE
  681
  685
  6t7
    00
    IFC1POINTIK,JI.EQ.NJUNC«N,1>»  GO TO 687
    IF (IPCIMIK, JI.EO.Q)  GO  TO  685
    CONTINUE
    CONTINUE
    IPOINTCK,JI=NJUNCCNf11
    NCHANIK,J)-M
    CONTINUE
    IMUMCH e N » -K JUNC (N , 2 ) * M JUNC t M , 1 > *1 Q.OU
    UO 688  J-l.NOPRT
    IF(CPRT(Jl.NE.MUMCHCNI >  GO  TO  688
       bO  TO 693
  688  CONTINUE
  693  CONTINUE
       NJ1 = WJUNC(N, 1 I
                (H, 21
        INDA 280
        1NDA 281
        INDA 282
        INDA 283
        INDA 284
        INDA 285
        INDA 286
        INDA 287 ,
        INDA 288
        INDA 289
        INDA 29U
        INDA 291
        INDA 292
 VELOCITINDA 293
     70HINDA 29t
1M - POSINDA 295
        INDA 296
        INDA 297
        INDA 298
        INDA 299
        INDA 3UO
        INDA 301
        INDA 302
        INDA 303
        INDA 30<»
        INDA 305
        INDA 306
       ZINDA 307
        INDA 308
        INDA 309
        INDA 310
        INDA 311
        INDA 312
        INDA 313
        INDA 3m
        INDA 315
        INDA 316
        INDA 317
        INDA 318
        INDA 319
        INDA 320
        INDA 321
        INOA 322
        INDA 323
        INOA  324
        INDA  325
        INDA  326
        INDA  327
        INDA  328
        INDA  329
        INDA  330
         INDA  331
         INOA  332
         INDA  333
         INDA  3314
                                      -184-
-------
4 * * *
      IFITF.GT.G.O )  TF-0.7
C
C
C
C
    IFITF.LT.ltELTI  XMXrASTERK
    1FIISUCHI2I.EC.l)  GO TQ 695
    rfRITElN6,171 )   N,LEN (N1,8(M) ,A(N >,AK (N»,VIN> , R (N > ,1 N JUNC IN ,K >,
   1 K=l,2),TF,XMK
171 FORMATtl5,Fl l.t)tF8.0,-3PF10.UtOPF9.3,Fia.2tF13.1tI19tI6,F16.Uf
   1A1)
695 CONTINUE
    IF  IISUCHC2I.EQ.l) GO TC 698
    tfRITE(N6»182 >
182 FORMATI121H1JUNCTION   INITIAL  HEAD   SURFACE AREA     INPUT
   1PUT              CHANNELS ENTERING  JUNCTION                CO
   2TES/122H  NUMBER         CM)          I  SO M 1     ICU M/S1   I
   31                                                          X
    ATOT^O.
    00  696  J=1,NJ
    ATOT=ATOT*AS(J1
    WRITE4N6 ,181 I  J,HiJ) ,AS(J),OIN(J>,QOU(JJ,(NCHANtJfKI»K-1,8),
   1 X(J),Y(J)
181 FORM AT 11 7,F13.21F15.2,2F10.2,110t716 ,F10.1,F7.1»
696 CONTINUE
    URITFI6,190)  ATOT
190 FORMATCE2U.6J
698 CONTINUE
    rfRITE  (N6,1921  TITLE
192 FORMAT  ( 1H015A1,15A1 J

                                        STORE SYSTEM DATA ON QUALI
                                        OUTPUT TAPE

    ^RITE  (N2D1 TITLL,ALKHAtNJ,NC»NQCYC,DELTtt»((NCHANIJ,KI,K=1,8
   1 ASIJl,OEP(J),J=1,NJ>,(LENIN »,(NJUNC(N,K),K = 1,2>,N=1,NC>,
   2 NT10E,( JTIDEC1I ,M=.l ,N TIDE » ,NO AM , ( I JDAPIIMtNl »N = 1 ,2 I ,M=1, NDAM
    RETURN
    END
       INDA  335
       INOA  336
       INDA  337
       INDA  338
       INDA  339
       INDA  310
U,1X,  INDA  311
       INDA  312
       INDA  313
       INDA  311
       INDA  315
   OUTINDA  316
OROINAINDA  31?
CU M/SINOA  318
   Y/JINDA  319
       INDA  350
       INDA  351
       INDA  352
       INDA  353
       INDA  351
       INDA  355
       INDA  356
       INOA  357
       INOA  35B
       INDA  359
       INDA  36U
       INDA  361
       INDA  362
       INDA  363
       INDA  361
       INDA  365
       INDA  366
       INDA  367
       INDA  368
       INDA  36^»
       INDA  370
TY
                                                                     >,
                                      -185-
-------
* *
c
c
c
c
c
c
c
c
c
c
c
r
C
c
c
 SUUPOUTINE. PRTOUT
C
C
C
C
c
c
c
c
c
c
c
c
c
c
                                     PRINTING OUTPUT  ROUTINE

                                     HYDRODYNAMICS  PROGRAM
                                     SPECIFICATION  STATEMENTS
                                     CONTROL

 COMMON /CONTR/ N5,N6,N2CtN21 ,   NTCYC ,NQCYC,NHCYC,  NT.NQSWRT
It  DELTQ.DELT,FZERO,   ISWCHC10I

                                     GENERAL

 COMMON   ALPHAC30),  NJ.K'C,    ICYC,KCYC,NCYC,   WINO,WDIR ,EVAP
1,  PRECP<5Q),NEXIT

                                     JUNCTIONS

 COMMON Hdi.1),  HN(IO), HT(10»,  HBARdGI, HAVEdO),  NCHAN(10,8»,
1       IPOINTI 10,8) , ASddl,  VOLilQ), X(lD), Y(10»,  DEP(ID),
2       COFllO), QlMllOlt OUU(lfl), QINSTUO), Q1NBARI1Q)V
3       COUBARI10)

                                     CHANNELS

 COMMON LFNriUJ, NJUN C ( 10,!' 1 ,  BtlQI, P«1Q), A(1Q),  AT(IO), AK(10J,
      1
      2
      1
      2
        QdOJ,  QB/VRdH), QAVtdOl, V4101, VTUD),  VBARtlO),
        FWINDdO), NUMCHdCI,  NTEMP(B), NCLOSdHI,  RBARdOJ

                                     PRINTOUT AND  PLOTTING

 COMMON NPRT,  IPRT, NHPRT,  JPKT(IU), PRTHI250,101,  NQPRT, CPRTC101
        PRTV»25U,10», PRTO(25I),10>, IOUHd2J,  ICOLC10J, LTIME.
        NPLT,  NPDELt JPLT(IO),  HPLTilOl

                                     STAGE-TIME  COEFFICIENTS

 COMMON YY(501  ,TT<50>  , AA dO ) ,XX ( 10 I , SXX d 0 , Hi) , SXY ( 10 )
1,A1,A2,A3,A4,AS,A6,A 7.PERIOD,JGW

                                     STORMyATER

 COMMON   TITLE!JO I,MJ3W,QE(20,2 >*JSW(20)
2 t HA Itv (l.)L > , INT I ME d 00 ) , IUWA IN , JI30UND t.?U » , JJBCSJN

                                     TAPES

 COMMON /TAPES/  INCUT,IOUTCT,JINi 10),JUUTd0> ,NSCRATC5 I

                                     TYPL DESIGNATIONS

 INTEGER  CPRT
 KtlAL LEN
PRTO
PRTO
PRTO
PRTO
PRTO
PRTO
PRTO
PRTO
PRTO
PRTO
PRTO
PRTO
PRTO
PRTO
PRTO
PRTO
PRTO
PRTO
PRTO
PRTO
PRTO
PRTO
PRTO
PRTO
PRTO
PRTO
t
PRTO
PRTO
PRTO
PRTO
PRTO
PRTO
PRTO
PRTO
PRTO
PRTO
PRTO
PRTO
PRTO
PR TO
PRTO
PRTO
PRTO
1
2
3
n
5
6
7
8
9
10
11
12
13
1M
15
16
17
IB
19
20
25
26
27
32
33
3
-------
» * * *
100 FORMAT dhl, laAl/ 1H , 15M///J
00 220 l=l,NMP^T,b
dBlTL (0,1001 ALPHA
WRITE (N6,112I TITLE
102 FORMATdMO, 3JA<+)
WRITE (N»,,IQ
WRITE (6, 108) JPRTd) , JPRTd* 11 ,JPRT( 1*2) ,JPRTd +
1 JPRTd* 5)
IPS FORMAT (1BO,23X,9H JUNCTION , 15 , I 3H JUNCTION,
1N,I5,13H JUNCTION, 15, 13H JUNCTION, 15 , 1 3H
2,I5/12H HOUR, 1<»X,100H HEADJM1
3 HEADIMI HEADCM) HEADIM)
T=TZERO-3ELT*FLOAT(NHCYC>
LT = HINOd*5,NHPRT»
DO 220 Lrl.LTirtE
T=T*OELT*FLOAT - IA8SCN JUMC(NX,2»I
230 CONTINUE
JRlTE(6,im J (IDUMICI tIC=l»12l
lit FOWKAT (1HO,18X,6 ( 1 OH CHANNEL , I 3 , 1«* ) /
2.6<,ll

iHCYC) HOUR-T/3b[i:). 2ia . PRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTO D VELOCITIES PRTO PRTO PRTO PRTO PRTO PRTO PRTO 1ME HISTO RPR TO PRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTC VEL. FLOW PRTO OW VEL.,/,2<«X PRTO M/S CU M/S MPRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTO PRTO 61 62 63 6U 65 66 67 ftA oo f.a o ~ 7U 71 72 73 74 75 76 77 78 79 SO 61 82 33 8

-------
* * *  *                                                                      PRTO 115
       IF  INEXIT.CQ.il  STOP 333J                                            ™'" J"
       DU  260 I =  l.NHPKT                                                   "™   *
       PkTHU.l) =  PfcTHlLTI.IE.II                                            ppl" }}'
  260  CONTINUE                                                              l"!°   !
       DO 28G
       PRTQC1.II  =  PRTOCLTIHt.n
       HRTVtl.I)  =  PRTV(LTIME,I»
   280
       IF  (JSWiL ),L = 1
   118 FORMAT133H1HYDROGRAPH  INPUT  NODES TO  SYSTEM, // <6X ,10 1 10 > I          PRTO  127
                                                                             PRTO  128
                                                                             PRTO  129
                                        -188-

-------
* * * *       #
      PROGRAM QUALT
C
C
C
C
C
C
      COUPON          IZZZC92851
C
C
C
      COMMON/TAP£S/INCNT,IOUTCT,JINI10),JOUTtlO),NSCRATI5>
      INTEGER
BASIN MOOEL  TEST PROGRAM


COMMON BLOCKS  TO ZERO  ARRAYS



TAPE FILES
C
C
C
C
C
C
ZERO ARRAYS
      DO 3DO l-lt9265
  300 IZZZ
-------
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
* *
  SUBROUTINE  LOOPQL

                                      QUALITY CYCLE  LOOP


                                      SPECIFICATION  STATEMENTS

  HEAL  MADD,LEN
  DIMENSION TT 12 », OK IT HI 1001, WITH ( 100,2»,SUMQ< 100 > ,CONSTI«» I
 1  ,QADDUDO),ADD( 10D,2I ,IFLG( 15}

                                      3ENEHAL AND  CONTROL

  COMMON  /TAPES/ INCNT,IOUTCT,JIN(10),JQUT(101,NSCRAT(5 I

                                      BLANK  COMMON

  COMMON  JGfc/,NTC,NQCYC ,DEL TQ,QE,QF,ALPHA(301 , TITLSWI3Q >,1COLI10)
 1  , IS WC HI 101, XR( ill, XMEU5,11 ),XM Fill ),XMEOU5,11 )
 2  ,N5,Nb,NlO,N2J,M3iJ,N4Q,NSTART,XRQlM 15,11)

                                      JUNCTIONS

  COMMON  NJ,  NCHANI5'J,d) ,  QIM(SO),  COU(5(J), VOLI50), VOLOtSO),
 X        ASC50)

                                      CHANNELS

  COMMON  NC,  NJU^C (100 ,2 ) ,  0 (1 JO ) ,  LEN(IUO),  UUUO)

                                     . SOURCE DATA

  COMHON  NJSW,JSW(20)
 l.MJSUtISU(10a>,CTf11,100,2),INSTM

                                      QUALITY

  COMMON  KCON,  C2I11), CSfl5,ll), ICON(111 , CfSOtill* SUMC«50,11I,
      1
      2
      1
      2
      3
      <4
      b
      b
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP  18
LOOP  19
LOOP  20
LOOP  21
LOOP  22
LOOP  23
LOOP  24
                                                                      LOOP  27
                                                                      LOOiP  28
                                                                      LOOP  29

                                                                      LOOP  31
                                                                      LOOP  32
                                                                      LOOP  33
                                                                      LOOP  S4
                                                                      LOOP  35
                                                                      LOOP  36
                                                                      LOOP  37
                                                                      LOOP  38
                                                                             1
                                                                             2
                                                                             3
                                                                             H
                                                                             5
                                                                             6
                                                                             7
                                                                             3
                                                                            10
                                                                            11
                                                                            12
                                                                            13
                                                                            l
-------
* *
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
    *  *

                                          DAM DATA

      COMMON /DAM/  NOAM,JDAH I 50,2\,SPILL(1OQI

                                          TIDAL JUNCTION DATA

      COMMON /TIDAL/ NT IDE,JTIUCII5 I

                                          PHYSICAL  DATA

      COMMON /PHYS/ DEP«50), ELEV(50> , R<100 )

                                          TITLING

      COMMON /LBL/  CUUTU2,<»)
      COMMON /ST1/  T
      IFUNSTH.GE.I.) GO TO
      DO «4 11:1,15
      IFLG(II1=G
      CONTINUE
      DO 5 J=1,NJ
      awlTHf J)-C.Q
                      GO TO  190
                       TC 1 90
                                    TDELTt
 7T91
   5 CONTINUE
  }J IF(INSTM.NE.O)
     N21-JIN(INCNT)
     1F1N21.EQ.O)  GO
     REWIND N21
     RLAD  IN2U  TITEL
     WRITE  (6,7093)  TIT EL
7J93 FORMAT (1H1 ,20AM/1H ,2UA<4)
     READCN21)  NSTEHS ,MJSWtNCOM
     TV = T2ERO/3600.
     WRITE(6,7t91 ) NSIEPS,KJSW,NCONfTOELl,TZ,TAREA
     rORMAT(34HO DATA TRANSMITTED  FROM INPUT FILE/
    .29H NUMbtR  OF STEPS             =,!!>/
         NUMBER  OF INPUT POINTS      =,15/
         NUMBEP  OF CONSTITUENTS      z,15/
         TIME  INCREMENT
         INITIAL TI?1E
         TOTAL  AREA
     «LAUCN21)  (ISW(L)fL=.t,MJSW)
     WRITE  (6,6!J01)  ( ISW ( L) ,L -i ,K JSW )
     FURM4T(3CHQINPUT POINTS  ARC LISTED BELO»*,/
    1 UGX ,iai ID))
     H'LADtN21 i  TTCJ).(ADDtLtll»yiTM(L,llfCCT(KfLfHtK =
    1  ,L=1
     1.
      29H
      29H
-F1U.2,4H
                                                  SECS/
                                                  HRS/
                                                  H SQ KILOMETERS)
 (SCI
      TT(1 )  :  TTC1 )  * fZTRO
      TH-TTJ 1 J /360U.
      rfMTf. (6,6533)
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
56
57
•>&
59
60
61
62
63
6
-------
* * *  *
 6503  FORMATI34HITOTAL
     1         bCHOTIME
     2         bOH
     3         30H
     4         5UH HOURS
     5         5CH
     6         30H
                  SOURCE  LOADS
                       JUNCTION

                         TOS
FKOM DATA  FILE/
SULFATtS TOTAL  F£
         ALUMINUM
  TSS
6M/SEC
                                                                            LOOP Hi
                                           GM/SEC
                                           GM/SEC
                                                         MANGANESEt
                                                          GM/SEC
                              GM/SEC   GM/SEC
 6502
  190
 WRITE 16 ,6502 I  (TH,ISU«L)*(CTCK,L ,1),K = 1,NCON),L=1.MJSWI
 FORMATI1H ,F5.2,IV,IX,11F10.3I
 READtN21 I TTt2>,(AOD,UITH(Lf2>»,K=l,ll>
1  tL=lvMJSV>
 TT<2>  - TT<2)  * T2ERO
 TH=TT»2)/36DO.
 WRITEC6,65.02 >  I T H, IS U t L ) , < CT < K ,L
 NINREC=2

 12 = 2
 TIME =
 TTP=TIME
 CONTINUE
C
c
C
C
C
C
                                    MAIK  LOOP
       DO  5^8 ICYC=1,NUCYC
       READ(MO) NQ,ta
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                      LOOP
                                                                                 121
                                                                                 122
                                                                                 123
                                                                                 124
                                                                                 125
                                                                                 126
                                                                                 127
                                                                                 126
                                                                                 129
                                                                                 130
                                                                                 131
                                                                                 132
                                                                                 133
                                                                                 134
                                                                                 135
                                                                                 136
                                                                                 1 J7
                                                                                 138
                                                                                 139
                                                                                 140
                                                                                 141
                                                                                 142
                                                                                 143
                                                                                 144
                                                                                 145
                                                                                 146
                                                                                 147
                                                                                 148
                                                                                 149
                                                                                 150
                                                                                 151
                                                                                 152
                                                                                 153
                                                                                 154
                                                                                 155
                                                                                 156
                                                                                 157
                                                                                  158
                                                                                  159
                                                                                  160
                                                                                  161
                                                                                  162
                                                                                  163
                                                                                  164
                                                                                  165
                                                                                  166
                                                                                  167
                                                                                  168
                                      -192-
-------
* * * *
      12-11

      IF(NINMEC-NSTCPS» 2025,2030,2030
 2025 RLADCN21)  TTII2l,(AOOIL,I2l,HlTH(L,I21,(ClCK,L,I21,K:lflll
     1 ,L=1,MJSW1
      TTII2I -  TTU2I  + TZLRO
      TH=TTII21/3600.
      JRITEl 6,65031
      WRIT El 6,6502 1  tTH,ISUILI,tCT(K,L , 121,K=1,NCON1,L=l,MJSU)
      N1NREC=NINREC*1
      GO TO 2012
 2H30 mi2! = TTIIl 1 * T T 111 »-T T( 12 1
      00 2035  L=1,MJSW
      DO 2035  K=l,NCON
 2035 CTIK,L,I2»=0.
      GO TO 2012
 2040 DO 2045  L-1,MJS*
      J=ISUILI
      QWITHIJI-IQyiTH(J»*WlTHIL,Ill*(TIME-TTPIl/OELTQ
      9ADOIJUIQADOIJI *AOD (L ,1 1 )*( TIME -T TP > I/DEL TO
      00 2045  K-l.KCON
      KK;MAPSCKIK»
 2045 MADDIJ,K} = tMADD(J,K1*CT(KK,L,111 *{TIME-TIP)I/DELTQ
       IFCNJSW.EO.O 1  30 10 «»<«7Q
       00  <**4CO  K-l.KCJN
       IF  (TIHE.LE.TEfK I > GO TO
       TEOIKI = TE(K)
       00  «»4»40  L =1 ,KJSW
       CE(K ,L,1 ) - CE (K,L,2 >
       CONTINUE
C
C
C
      WE AD (N5, 4 320) (CONST
           READ TIME  AND  LOADINS RATE

,I=l,4>,TE(Kt,tCE(K,L,2),L=l,
 4320
     J  TEPIKI  =  TEfK1/3600.
       WRIT{:iN6,4380I  (CONST I 11,I = 1,41,TEPIK1
 4380  FORMAT(1HO,10X,23H ADDITIONAL  SOURCES OF ,4A4,4H AT  ,F5.2,
     1  17H  HOURS FROM START,/,1HO,10X,
     2  120HJUNCTION MASS RATE  JUNCTION MASS RATE  JUNCTION MASS  R
     3UNCTION MASS RATE  JUNCTION  MASS  RATE JUNCTION HASS  RATE   ,/
       yRITE (N6,43<»0}(  JSWCL1, CE I K ,L, 2 1 ,L =1 «N JSU »
 4340  FORMATI1H ,6 (15, F 11 . J I 1
       COMTINUE

       00 4460 I. =1 ,NJSW
       J  = JSW(L >
       SLOPMLI^ICE (K,L,21-CE(K,L,I )1/(TE (K 1-TE04K1 »
       WADD(J,K>=CSPIN(J,K1« « CE »K,L,I 1-»SLOPE IL 1*1 TIME-TEO (K 111
       CONTINUE
       CONTINUE
C
C
      LOOP  109
      LOOP  1 ?n
      LOOP  171
      LOOP  172
      LOOP  173
      LOOP  174
      LOOP  175
      LOOP  176
      LOOP  177
      LOOP  17ft
      LOOP  179
      LOOP  180
      LOOP  181
      LOOP  182
      LOOP  183
      LOOP  184
      LOOP  185
      LOOP  186
      LOOP  187
      LOOP  188
      LOOP  189
      LOOP  190
      LOOP  191
      LOOP  192
      LOOP  193
      LOOP  194
      LOOP  195
      LOOP  196
      LOOP  197
      LOOP  198
      LOOP  199
      LOOP  200
      LOOP  201
      LOOP  202
      LOOP  203
      LOOP  204
      LOOP  205
      LOOP  206
      LOOP  2U7
      LOOP  208
      LOOP  209
ATE  JLOOP  210
,1HOI LOOP  211
      LOOP  212
      LOOP  213
      LOOP  214
      LOOP  215
      LOOP  216
      LOOP  217
      LOOP  218
      LOOP  219
      LOOP  220
      LOOP  221
      LOOP  222
      LOOP  223
                                      -193-
-------
* * *
c
c
c
208

209
210
211
215
218
220
221
223
227
230
235
236
C
C
C
C
C
C
C
C
                                          SET BOUNDARY
                                          CONDITIONS
                                                      CONCENTRATION
      1FCNTIDE .LE.OI GO TO 236
      00 235  I11DE-I.NTIDE
      JGWrjTIDEIITIDE)
      00 230  KC-l.KCON
      JFtIFLGIITlDEI-1 » 208,210,220
      DO 209  KCC=1,KCON
      XME(ITIDE,KCC>rl .
      XMEO(ITIDE,KCCI-0.
      IFCQINIJGW)) 211,211,215
      IF(COIHJGW)) 215,215,221
      MADDCJGW.KCJ - ( XR QD < II 1 OE ,KC > /XMt ( I TIDE ,KC I *XMEO ( ITIDE,KCl
          *CSIlTIDE,KC»-C = 3.
      XME« IT1DE,KC 1 =XMt 1 1 T IDE ,KC I + QOUI JGW>
      XMEO -0.0
      CONTINUE
      CONTINUE
      COMTINUE
                                        COMPUTE  CONCENTRATION CHANGES
      00  265  J=1,NJ
      IF(NCHANfJf1 ) .£Q.O)
                         GO  TO  265
      00  245  KC=1,KCON
      OCDT(J,KC1-0.
                                        ADVECTIVE  MOVEMENT IN CHANNELS
      00  260  K-1,8
      N-NCHfiN(J,KJ
      IF(K.EO.O> GO TO 260
      JL-NJUNC(N,1>
      JH^NJUNC(N,2 J
      IF ( IJ.EO.JL » .AMD. IQ(N».&F..a. M 60  TO  260
      1F( ( J.EO.JH) .A^O.IQI NULE.U. > ) GO  TO  260
      SUrtC ( JJ=SUMQ ( JMABSCUINI J
      00  2i>0  KC = 1,KCON
      DCDT(J,Kri=OCOTIJ,KC>*Q«N»*ICIJL,KCI-C(JH,KC)»
      CONTINUE
      CONT IK-UE
      CONTINUE
      IF  
-------
  * * *
c
c
c
c
c
                                          SOURCE CONTRIBUTION
                                          UPDATE CONCENTRATION  AND  CHLCK
                                          DEPLETION
      DO 200 J-l.NJ
      IF/VOL C(J,KC>=D.C
  270 CONTINUE
  280 CONTINUE
c
c
c
  295
  30U
c
c
c
c
c
  320
C
C
c
                                          DECAY ANO REAERATION
       IF(ISWCH(«4) .NE .1 > GO TO  300
       CALL  ADJUST
       00 295  J=1,NJ
       IFINCHANt J,l 1 .E.U.UI GO TO 295
       CALL  LINKITIHE,J1
       CONTINUE
       CONTINUE
                                          ACCUMULATE MINIMUM, MAXIMUM,
                                          AND MEAN CONCENTRATIONS
      DO 32C  J=1,MJ
      DO 32U  KC^l.KCON
      IF (CHINt J,KC I.GT.C(J,KCH CHIN { J ,KC 1 =C (J ,KC I
      IF(C1AXC J.KC ).LT.C( J,KC> ) CM AX {J ,KC I =C « J ,KC I
      SUMC(J,KCJ=SUMCtJ,KC)«CIJ»KC)
      IF (HQPRT.EG.C) GO TO 1500
      IF (NSTPWT.LT.ITCPRT ) GO TO <*SQO
      IF tLGCPRT.LT.NQCTO!) GO TO 4500
      CALL QPRINT
      CONTINUE
                                          tNO QUALITY CYCLE LOOP
      CONTINUE
      RETURN
      END
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
LOOP
279
280
281
282
283
28M
285
286
287
288
289
290
291
292
293
29«»
295
296
297
298
299
300
3U1
302
303
3D<«
305
306
307
308
309
310
311
312
313
31U
315
316
317
318
319
320
321
322
323
32<4
                                      -195-
-------
* * *

c
c
c
c
c
c
c
c
c
c

c
c
c
      SUBROUTINE DAMSISUMQ)
c
c
c
c
c
c

c
c
c
c
c
/•»
C
C
c
      DIMENSION SUMCflQCn
                                          COMPUTES  ADVECTION  OF
                                          CONCENTRATION  DUE  TO FLOW

                                          OVER DAMS


                                          SPECIFICATION  STATEMENTS
                                          INTERNAL  VARIABLES
                                          BLANK COMMON
       COMMON JGW,NTC,NOCYC,DELTQ,QE,QF,ALPHAJ30>,TITLSW1301,ICOLII0»

      1  ,ISWCMilU>,XR(ll>,XHE,XMEO(15»ll>
      2  ,N5,N6tN10,N2U,M3n,N«»OfNSTART,XRCUC15,ll I


                                          JUNCTIONS


       COMMON NJ, NCHAN<50,a»,  QINI50), COU(50),  VOLI5D), VOLO(SO),
      X        AS I 50)


                                          CHANNELS


       COMMON NC, NJUMCCiaO ,2) , UUOD). LENUGJO),  UUUO)


                                          SOURCE  DATA


       COUPON NJSW,JSJ(2D)
      1 ,MJSW,ISWC10JI,CTt11,100,2),INSTM


                                          QUALITY


       COMMON KCON, €2(111,  CS(I5,11>, ICON(ll),  CISC,111, SUMC(5a,ll),

      1        CMAXC50,1U,  CMIN(5J,111, MADDI50,11»,  OCDT (50,11) ,
      2        CEtll,5u,£>.  Tt(ll), TEP(ll),  SLOPE(20», CSPIN150,11>,
      3        TfcOCl 1 )


                                          LINKAGE  AND  DECAY COEFFICIENTS


       COMMON /DECAY/ MAPC13I,  MODCHL» MODNIT, MODP ,  MOD02, MODBOD,
      1

      2
      3
      5
      b
                      MODCOL,  KODMET, SUNRIS, SUNSET,  AV6LIT, EXCOEF,
                      TLMPCi>OJ,  5«AZE(bO), RRESH,  6TCOEF, COEFtSO,8l,
                      CONSTN,  CONSTP, AZIMCH, PINCH,  02INCH, 3ENTHI5D),
                      SATLII,  THETA(b), RAMMI50),  RTRITEIbDJ, RTRATEISOr
                      RPtSUJ,  RtAER«5U>, OEOXY(5QJ,  RCOLIF(SO),

                      «rtETAH5Dl,  A(IUO), B(IJQ),  CCHANtlOOl, MAPBCKC13I


                                          DAM DATA


      CU.1MUN  /UAP4/ NJAM,JDAM(blJ,2l,SPlLLI10ti>


                                          TIDAL  JUNCTION DATA
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
»
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
1
2
3
i*
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
21
25
26
28
2V
30
31
32
33
3<*
35
39
ft ji
t| CL

!>3
SH
55
56
57
5ft
                                      -196-
-------
*
c
c
c
c
c
c
c
c
c
* * *

    COMMON  /TIDAL/ NI IDE,JT10EC15J

                                         PHYSICAL  DATA

    COMMON  /PHVS/ aEP(SQ), ELE V I 5(1 I , R t 100 I

                                         TITLlNfa

    COMMON  /LBL/ COUTI12.4J
    COMMON  /STl/ TITELCMJ)
       IF(KDAM.EC.OJ  tfLTUPN
                                         IF  hO  DAMS, RETURN  TO  LOOPQL
                                           COMPUTE  ADVECTION
       liO  30 KDAM-1
       JUP-JDAMtKOAM,i)
       1FIJDOWN.GT.NJ>  GO To  50
       SUMQCJDOwM=SU?10< JOOWN >•»SPILL « JDOWNI
       DO  20 KC-1,KCCM
       IFtMAPdCK (KC I.'JE.V I GO  TO  10
       HOT=TEMP(JUP)
       OSAT = U4 .fc5-((J.3393     *HOT>
      1             +(C.U (16969   * HOT* HOT)
C
C
C
    3      *( { 1 .Q-(Q.C)QOOOb<5 7*ELEV( JUP )/;J. 3C<«8 ) I** 5. 16 7)
    FACTOK = 1 .L+C .3oa«*U .0-»0 .0»«6 *HOT )*A(3StELLV ( JUP )-LLEV I JDO JN I »
    CDAI^^I (FACTOft-l.U)*OSA T+C( JUP,KC ) )/F ACTOR
    UCOT ( JDO«JNfKC)-DCDT( JDOWM, KC >* SP ILL I JDOWN >* ( CD AM -C «JDOyN ,KC» )
    GO  TO 20
 10 CONTINUE
    JCOT (JDOWN,KC)-DCDT( JCOIrfN.KC ) +SP ILL ( JCOWNJ *< C t JUP ,KC ) -CIJDOy N,KC )
 ?0 CONTINUE
 30 CONTINUE

                                         RETURN  TO  LOOPQL
       END
DAMS
DAMS
DAMS
DAMS
DAMS
OAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
OAMS
OAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
DAMS
>OAMS
DAMS
OAMS
DAMS
DAMS
DAMS
OAMS
OAMS
59
6(1
61
62
63
65
06
67
68
69
70
71
72
73
7<4
75
76
77
78
79
80
81
B2
83
81
35
86
87
88
89
9U
91
92
93
9<«
95
9fc,
97
98
99
100
101
                                     -197-
-------
* * *  *
c
c
c
c
c
c
c
c
c
c
c
c

c
c
c
c
c
c
c
c
c

c
c
c
c
c
c
                  L1NKCTIME,J)
C
c
c

c
c
c
                                     COMPUTES PARAMETER  DECAY AND
                                     LINKAGES BETWEEN  PARAMETERS


                                     iPEtlFICATION  STATEMENTS
                                     BLANK COMMON




                                     GENERAL AMP CONTROL


 COMMON  /TAPES/ INCNT,IOUTCT,JIN I 10),JOUT(101,fcSCRAT( 5>


                                     BLANK COMMON


 COMMON  JGW,NTC,NQCYC ,DELTQ,OE,QF , ALPHA ( 30 >, TIT LSW 130 ) .ICOLUUI

1 ,1 SUCH!1C!,XRt11),XME(15,11 I,XMFC11 ) ,XMEOC15.il)

2 ,N5fNfo,Nltlf N2Ji,N3n,N«4n,NSTART,XRQUC 15,11>


                                     JUNCTIONS


 COMMON  NJ,  NCKAN(5Q,8>, i)IM(50),  OOU(SQ>V VOLISO>,  VOLOIbD1»

X        AS I 50)


                                     CHANNELS


 COMMON  NC,  NJU'JCUOO ,2), Q (1 00 ) ,  LEN<100), U ( KID )


                                     SOURCE DATA
 COMMON
1,MJSW,ISWC100),CTt11,iaO,2),lNSTM


                                     QUALITY


 COMMON KCONt  C,  RTRATE(i>0)» RPCliD),  REAERC50),

                 ULOXYI5D1, »COLIFI5U»t RMCTAL(5Q>t CO^STN,
                 CONSTH, A2IMCH,  PINCH, 02INCH,  BENTH(bO), SATL1T»

                 THET4JB), COEriSCiv8It AUOD),  PCIOC), CCHANC100I,
LINK
LINK
LINK
LINK
LINK
LINK
LINK
LINK
LINK
LINK
QP1I
QP1I
QP1I
QP1I
QP1I
OP1I
QPII
QP1I
QPII
OP 11
QPII
QPII
QPII
1
1
QPII
OP1I
QPH
1
QPII
QPII
QPII
OP 11
QPII
QPII
QPII
OP1I
1
1
1
1
QPII
QPII
QPII
QPII
QPII
QPII
QPII
1
2
3
4
5
6
7
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
2«»


27
28
29

31
32
33
3«t
35
36
37
38




«»2
13
44
45
Hb
47
48
                                       -198-
-------
C
c
C
c
c
c
    * *
     7                MAPBCKU3)
      COMMON  /PHYS/ i)£PIVM, ELCVI511-),  W ( J OC I
                                     INITIALIZE  VARIABLES
      1F(K .Mt.n»
      K=MAPiJ»
      IFIH .NE.OI
      IFIK.NE.U)
      K=MAP(5)
      If (X .NE.O J
      K=MAPtb)
      IF(K.fcE..3J
      K=MAP<7>
      IF IK. NE.O }
                 PHOS-CIJ,KI

                 COLIFrCU.KI

                 AMH=f,( J,K)

                 TR1TL-C(J,KJ



                    )=Ct J,i
      IF (HOU«.LT .SUN^ISI  GO TO 1U
      IFiHOUR.GT.SU^SETI  GO TO IQ
      AHBLIT-1 .57*AVQLI1/PHOTO*SIN 13.1 Ml 59 /PHOTO* (HOUR -12. 0 + PHOTO/ 2 .0) >
      (iO  TO  2U
      AM3LIT=C.C
      DEATH^OEATH+RESP
   20 LATIN!C=EXCOEF*(ELEtf( JI+DHMJM
      ALPHAQ=AMBLIT/SATLIT
      SUN-1.U/EXPCALPHA1 »-i .J/tXPJ6LHHAO J
      IF  {MODNIT.EO.D    FACTN ~  1 .U / I (CON S7N/ ( AMM + TRI TE *T WA TE ) ) * 1 .0 >
      IF  
      IF  UMOnwir.tt •! > .ANU. CH'JDP.CQ .Ul >   bWOLIM  : FACT?^
      IF  <.II«ODP»£0.1 » . AND. iMOUNIT.Eg.C >)   b^OLlM  - FACTP
      oK-JlrTH = .?. 7J e*GrcOEF*riOT*'sUN*Gf3
0*4
ob
66
67
68
i>9
70
7^
77
78
79
HO
IF  MonniT.Eo.-n
                           GO ro
                                       -199-
-------
c
c
c
C
C
C
c
r*

C
* * *  *
       ULLAMM-RAMM( J J * AMK*DELQA Y
       AMM=AMM-OELAMH
       IFUMM.LE.D.JI AHM-O.D
       DELN02-KTRITEIJJ*1«ITL*DCLOAY
       TR1TE = TR1TE-»UELAMM-DLLN02
       IFtTRITE.LE.O.U)  TRITE=Q.U
       1RATE=(1.C-RTRATL( J»*DELnAY»*TRATE»DELN02
       IF(TRATE.LE.O.U)  TRATE=0.0
       IF  tMODCHL.EQ.Cn    GO TO 1U
       UPTAKE=AZlNCH*tiWOtaTH*CHLORA*DELDAy
       IF(UPTAK£.6T.IAMH«TRATE) » TR HE - TR I IE-UPTAKE + AMM *THA TE
       IF (TRITE .LE.O.UJ  TRITE^O.O
       IF (UPTAKE. GT.AMM )  TR AT E=TRATE>UP TAKE*AHM
       IF(TrtATE.LE.O.J)  TRATE^O.O
       AMH^AMH-UPTAKE
       IF (AMM.LE.O.OI AHMrQ .0

                                           PHOSPHOROUS

        IF (MODP.EQ.l*    PHOS - ( 1 .D-RP ( J »*OELOA Y J*PHOS
       IF  < (MODP.EQ.U.AND. (MODCHL.EC.l » »
      X     PHOS = PHJS-PINCH*G«OMTH*CHLORA*DELDAY
       IF(FHCS.LE.O.OI  PHOSrO.D

                                           DISSOLVED OXYGEN

                             TO 50
                               *HOTI
                               *HOT*HOT)
      2           -97*ELEV( J)/D.3U«*S) J**5.167»
       JODT- REAER( JJ*(OSA1-02J
      1     -DEOXYJ J**BOD
      2     -BENTH< JI/lf.LEV( JJ*OEP( J»)
       IF  (MODNIT.EQ.U    DODT = OODT -( 3. HI^DEL AMM+ 1 . 11*DELN02 I/DELOAY
       IF  (MODCHL.EQ.H    OODT = OOUT +0 2INCH« CGWOWTH-RESP I*CHLORA
       02=02*OODT*DELOAY
       IF(C2.LE .C.O J 02=C.O

                                           3IO-CHEHICAL OXYGEN OEHAND

    50  IF  ( (MOOBCO.F.U.1 > .OR . (M0002. EQ . 1 I)
      X     BOD - ( l.U-OEOX Y(J»*DELDAY><«BOD
       IF (BOD. LE.^. 01 800=0.0

                                           COMPLETE CHLOROPHYLL A
                                           COMPUTATIONS

                                       ,0*(GROyrH-DEATHJ*OELDAYl*CHLORA
       IF  IMG002.EC.C)    GO
       OSAT-J11. 65-10. 3393
c
c
       if  (HODCHL.EO.l)
       IFfCHLOPA.LE.1.0)
 CHLORA  -  (1
CHLORA-O.tJ
C
C
                                           COLIFORMS
                                                  LINK
                                                  LINK
                                                  LINK
                                                  LINK
                                                  LINK
                                                  LINK
                                                  LINK
                                                  LINK

                                                  LINK
                                                  LINK
                                                  LINK
                                                  LINK
                                                  LINK
                                                  LINK
                                                  LINK
                                                  LINK
                                                  LINK
                                                  LINK
                                                                                  82
                                                                                  83
                                                                                  84
                                                                                  85
                                                                                  86
                                                                                  87
                                                                                  80
                                                                                  89

                                                                                  91
                                                                                  92
                                                                                  93
                                                                                  9«»
                                                                                  95
                                                                                  96
                                                                                  97
                                                                                  98
                                                                                  99
                                                                                 100
LINK
LINK
LINK
LINK
LINK
LINK
LINK
LINK
LINK
LINK
LINK
103
lot
105
106
108
109
110
111
112
113
11«4
       IF  (MODCOL.EO.l>    COLIF - (1,0-RCOL IF(JI*UELDAYI*COL1F
       IF ICOLIF .L^.n.QJ  COLiFrQ.O
                                                                            LINK
                                                                            LINK
                                                                            LINK
                                                                            LINK
                                                                            LINK
                                                                            LINK
                                                                            LINK
                                                                            LINK
                                                                            LINK
                                                                            LINK

                                                                            LINK
                                                                            LINK
                                                                            LINK
                                                                            LINK
                                                        117
                                                        116
                                                        119
                                                        120
                                                        121
123
12H
125
126
127

129
HO
131
132
                                                                             LINK 1J1*
                                       -200-
-------
* * *
c
c
c
c
c
c
c
c
c
                                    METALLIC ION

IF 1MOUME7.EQ.1)    ETAL = C1 .U-RME T AL (Jl *DELDAY I *E TAL
IFIETAL.LE.O.OI  ETAL=C.O
                                    STORE  NEW VALUES OF VARIABLES
      IF(K.NE.'J>
      K=MAPI3)
      IF(K.NE.O>
      K=MAP(4)
      IF(K.NE.01
      K-MAPI5J
      IK(K.NE.rJ)
      K-MAP16)
      IffK.NE.Di
      K=:HAPI?>
      1FIK.KE.G)
      K=HAP«81
      1FIK.NE.Q1
      K=HAPI91
      1F1K.NE.U)
      K-MftPHl I
      IF(K.NE.O)
      rtETURN
      END
                 CIJ,K)ZPHOS

                 CIJ,KI=COLIF

                 CtJ,K»-AMM

                 CIJ,KI=TRITE

                 CIJ,KI=1RAIE

                 C«J,K)-BOD

                 CIJ,K)rCHLORA

                 CIJ,K»=02

                 CIJ,K|= ETAL
                                   RETURN  TO  LOOPQL
LINK
LIMK
LINK
LINK
LINK
LINK
LINK
LINK
LINK
LINK
LINK
LINK
LINK
LINK
LINK
LINK
LINK
LINK
LINK
LINK
LINK
LINK
LINK
LINK
LINK
LINK
LINK
LINK
LINK
LINK
J35
136
137
139
140
141
112
143
11
-------
c
c
c
c
c
c

c
c
c

c
c
c
c
c
c
c
c

c
c
c
c
c
c
    * *

      SUBROUTINE SWCUAL
                                     RECEIVING WATER  QUALITY
C
C
C


C
C
C
                                     SPECIFICATION  SI .TEMENTS


 REAL MADO.LEN


                                     GENERAL AND CONTROL


 COMMON /TAPES/ INCNT,1OUTCT,J1NI10),JOUTC10J,NSCRATI 51


                                     BLANK COMMON


 COMMON JGt»,NTC,NQCYC,DELTQ,QE,QF ,ALPHA(30»,TITLSWI30 »,ICOLU J»
1 ,ISWCHI10),XR<1U,XME<15,11),XMF<111,XMEO<15,11)
2 ,N5,N6,Nia,N2J,N30,N4Q,NSTART,XRQDI 15,111


                                     JUNCTIONS


 COMMON NJ,  NCHANC5J,8J, QINISGI,  COUfBQI, VOLI5Q),  VOLOI501,
X       AS I SO J


                                     CHANNELS


 COMMON NC,  NJU^CUOO,2) , QUOD),  LENUfJG), UUOOJ


                                     SOURCE DATA


 COMMON NJSU, JS*J( 2C)
l,MJSW,ISWUOGJ,CTni,10Q,2),INSTM


                                     QUALITY


 COMMON KCON,  C2U1), CS(15,I1>»  ICON(ll), Ct5D,lll,  SUMCC50,lllt
      1

      2
      7
      1
      5
      b
C
C
        CMAXtBC.lll, CMIN(5J,11»»  MADDI50,llt,  UCDT«50,ll)t

        CCni«5j»Jlf TEU1),  TEP(ll), SLOPE (201,  CSPI N IbO ,11 > ,

        TEOC1I>


                                     PRINTING


 COMMON NCP9T ,1 rCPPT,LCCPRT ,NSTPR T,NOCTOT , I SK IP ,MSTPR T ,N(PRT ,KPRT
                                                        «


                                     LINKAGE  AND  DECAY COEFFICIENTS


               /  KAPdU, MODCHL,  MOUNIT,  MODP,  MOD02,  MOOBOD,

                 MODCOL, MODMET,  SUNRIS, SUNSET, AVGLIT, EXCOEF,

                 TEPPI50), GrfAZE(5n>, RNESH,  GTCOEF, COEF(5D,8I,
                 COKSTN, CONSTP,  AZINCH, PINCH,  02INCH, BENTHtoOl,

                 SATLIT, THETA(6>,  RAMMI50),  RTRITEI50I, RTRATEI50*

                 Rf»(50>, REAER(SU), DEOXY(5G»,  RCOL1FC5UI,

                 RHETAL«3D),  AHOO), BdUO),  CCHAN(J')Q», MAPBCKC13I


                                     0AM DATA
SWQU
SWOU
swou
SWQU
SWQU
SWOU
SWQU
SWQU
SWQU
SWQU
SWOU
SWQU
SWQU
SWQU
SWQU
SWQU
SWQU
SWQU
SWQU
SWQU
SWOU
SWQU
SWQU
SWQU
SWQU
SWQU
SWQU
SWQU
SWOU
SWOU
SWQU
SWQU
SWQU
SWQU
SWQU
SWOU
SWOU
SWQU
SWQU
t
SWQU
SWQU
1
2
3
<4
5
b
7
8
1U
11
12
13
11
15
16
17
18
19
20
21
22
25
26
27
29
3D
31
32
33
3<4
35
36
to
41
42
<»3
«»4
45
46

54
55
                                       -202-
-------
* * *
c
c
c
c
c
c
c
c
c
c
     COMMON  /DAM/ NOAM,JOAM5G,2» ,SPILLUQC»

                                         TIDAL JUNCTION DATA

     COMMON  /TIDAL/ NTIOErJTIDE<15»

                                         PHYSICAL DATA

     COMMON  /PHYS/ DEPC50), ELEVC501,  RIIDUI

                                         TITLING
SWQU
swou
swou
SUQU
swou
SUQU
SUQU
SWOU
SUQU

SUQU
SWQU
SUQU
SUQU
SUQU
SUQU
      CALL 1NQUAL
      00 751 NT#3=NSTAR1,NTC
      REWIND NIC
      '4STPRT - NTAG
                                         CALL  TO  SUBROUTINE  1NQUAL
                                         MAIN QUALITY  LOOP
      COMMON  /LBL/ COUT<12,4)
      N20  = NSCRAT(11
      INSTMrQ
      MOOP   = 0
      MODCOL  = D
      MOONIT  = C
      MODBOD  = t!
      MOOCHL  - 0
      MOD02   ~ 0
      HODMET  = 0
                                                                          SUQU
                                                                          SUOU
                                                                          SUQU
                                                                          SWQU
                                                                          SUOU
                                                                          SUQU
                                                                          SUQU
                                                                          SUQU
                                                                          SUOU
                                                                          SWQU
                                                                          SWOU
                                                                          SUQU
                                         CALL TO QUALITY CYCLE SUBROUTINESUQU
                                                                          SUQU
                                                                          SUQU
                                                                          SWQU
:                                                                          swou
:                                         PHIKT DAY AVERAGE CQNCENTRATIONSSWQU
:                                                                          SWQU
      00  359  J : 1,NJ                                                     SWQU
      i)0  359  KC-l.KCON                                                    SWQU
  359  SUMC 
-------
* * *

  101
 41CU
  321
   110
   111
   112


   113

   114
   115
   3?2
WkITEI6,101)  ALPHA
FORMAT  (1H1,  lbA4/  1H , 15A4///X)
WRITE 16,321)  NTAG,KC,(COUT(KC,II),II=1,4>,ICOL
WK1TEJN6,41001  TULSW
FORMAT « lriO,15A'l,15A4 )
FOWKAT(1HO,10X,38HAVERAGC JUNCTION  CONCENTRATIONS DURING,
21H TIDAL  OR  TIME CYCLE ,I4,21H,  CONSTITUENT NUMBER «
I3,5X,4A4//9X,10I1'J/14H    JUNCTIONS.!
UO 110  I=1,NJ,1Q
L~MINC(I*9,NJ»
WRITE  (6,111) 1,L,(SUMC(J.KC),J-I,L)
FORMAT(I4,5H   TO  , I 3 ,1 X,10C10.4J
1F(ISWCH(2).E0.1) GO TO 322
WRITE  (6,112)
FORMAT(1 HO,50Xt8HKAXIMUMS/11H    JUNCTION)
DO 113  I-1,NJ,IQ
L = MlNtm+9,NJl
WRITE  (6,1111 I,L,(CHAX(J,KC),J-I,L»
WRITE  (6,114)
FORPAT tlHC,5UX,SHHINIMUMS/HH    JUNCTION)
00 115  I-1,NJ,1U
L-MINO(I+9,NJ)
WRITE  (6,111) I,L,(CH1N(J,KC),J-I,L»
CONTINUE
                                                                          SWQU 111
C
C
C
                                         RESET SUMS FOR NEXT DAY  CYCLE
  322G
   323
     CONTINUE
     DO  323  J=1,NJ
     VOLUIJ)=VOL(J)
     UO  323  KC-1,KC3N
     CKAXCJ,KC)=C.
     CMINtJ,KC»=C(J,KC)
     SUMC(J,KC)-C.5*C(J,KCJ
     IF  (NTAG.TQ.NTC) GO TO
     REMIND  NIG
C
C
C
                                         1SWCH 10 SET BY N30  READ-IN
                                                      ,QIWIJ) ,QOU( J),
     IF  (ISWCHUQ).EW.l) GO TO
     DO  4120  I-l.NOCYC
     READ  (N20)  NU, (Q(N),U(N),R(N),N=lfNC),
    1 ELEV(J),SPILL(J>,J=1VNJ1
     WRITE(Nin)  NQ,(Q(Ml,UtN)tR(N),N=11NC ) ,(VOL(J),QIN(J),QOU(J),
    J ELEtf(J) ,SPILL(J1,J-1,NJ)
4l?[) CONTINUE
     WLWIND NIG
414U CONTINUE
C
C
                                          END  OF  PAIN OO-IOOP
   7fl  CONT1MJL
       IF  (ISwCH{3)
                   EU.1> GO TO U16G
swou
SWQU
SUOU
SWOU
SUOU
SWQU
SWOU
swou
SWOU
SWQU
SWOU
SWQU
SWQU
SWQU
SWQU
SWOU
SWQU
SWOU
SWQU
SWQU
SWQU
SWQU
SWQU
SWQU
SWQU
SWQU
SWOU
SWQU
SWOU
SWQU
SWQU
SWQU
SWQU
SWOU
SWQU
SWQU
SWOU
SWQU
SWQU
SWQU
SWOU
SWOU
SWOU
SWOU
SWOU
SWOU
SWOU
SWQU
SWQU
SWOU
SWQU
SWQU
SWQU
116
117
118
119
120
121
122
123
124
125
126
127
128
129
130
131
132
133
13<4
135
136
137
138
139
110
141
142
143
144
145
146
147
148
149
150
151
152
153
154
155
156
157
158
159
160
161
162
163
164
165
166
167
 168
                                       -204-
-------
* * * *
C                                                                          SWOU 169
C                                        RESULT OPTION REMOVED  TEMPORARY SWOU 17U
C                                                                          SWOU 171
 i»160 CONTINUE                                                             SWQU 172
      RETURN                                                               SWQU 173
      END                                                                  SWOU 174
                                      -205-
-------
* *

c
c
c
c
c
c
c
c

c
c
c

c
c
c
c
c
c
c
c
c

c
c
c
c
c
c
* *

  SUBROUTINE  QP&INT
c
c
c
                                      PRIM ROUTINE FOR QUALITY

                                      CYCLE OUTPUT.
                                      SPECIFICATION STATEHENTS


  REAL  MADO.LEN


                                      GENEHAL AND CONTROL


  COMMON  /TAPES/ INCNT , 10UTCT f JIN C 10 I , JOUT 1 10 I ,NSCRAT I 5 I


                                      BLANK COMMON


  COMMON  JGyfNTC,NQCYC,DELTOfQE,QF .ALPHA (301, TITLSy 1301 tICOL 11 0>
 1  , ISWCH<1D»,XRU11,XMEU5,11),XMF<11) ,XM£Otl5,ll }
 2  ,N5,N6,Nia,N2J,N30»N40tNSTART ,XRQOI 15*11)


                                      JUNCTIONS


  COMMON  NJ,  NCHANC5Q,8», QIN(50),  QOU(5Q), VOLfSOl,  VOLO(SO),
 X        AS(SO)


                                      CHANNELS


  COMMON  NC,  NJUMCtriO,2>, Q (1 00 > ,  LENdOQJ, UCiaO»


                                      SOURCE DATA


  COMMON  NJS4,JS'4(2C>
 l,HJSW,ISU(100>fCTCIl ,100,2),1NSTM


                                      QUALITY


  COMMON  KCON,  C ,?< 11 > , CStl5,ll>v  ICONdll, Ct50,lU»  SUMC(50,11I,
      1

      2
      3
      1
      2
      3
      4
      t.
          CMAXC5Q,11I, CMIN(5U,il),  MADDCbC.llJ, OCDT150,11 I»
          CE(11,50,2I, TEUll,  TEPU1), SLOPLC20I,  CSPI N «50 ,11» ,
          TEOdll


                                      PRIMING


  COMMON  NQPRT , I TCPRT ,LCCP«T ,Ni»TPR T ,NQCTQT , 1SH IP ,MSTPR T ,NPRT ,K PRT


                                      LINKAGE AND DECAY  COEFFICIENTS


  COMMON  /DECAY/ MAP(13I, MO'JCHL ,  MOONIT, MOOP, M0002,  MODBOD,
                  MODCOL, HODMET,  SUNRIS, SUNSET,  AVGLIF, EXCOEF,

                  TEMPJ'jOJ,  GRAZEJ50), RRESP, GTCOEF,  COE.FCSO»8t,
                  CONSTN, CONSTP,  AZINCH, PINCH, 02INCH,  8ENTH«50),

                  SATLIT, THETAC8),  RAMMISOJ, RTRITEC50J, PTRATEC50I
                  R^I50>, RC4CR(5U>, UHOXYJ50I, RCOLIF(5C»,

                  RHETALIbD),  A d OC > , B dOO ) , CCHANdOQI, MAPBCKC13J
QPR1
OPRI
OPRI
QPRI
OPRI
OPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRT
QPRI
QPRI
QPRI
QPRI
QPRI
OPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
1
2
3
4
5
b
7
8
9
10
12
13
14
15
16
17
18
19
20
21
22
23
21
27
28
29
31
32
33
34
35
36
37
38
42
43
44
45
46
47
48
                                       -206-
-------
c
c
c
c
c
c
c
c
c
c
c
c
                                         DAM IJATA

     COMMON /DAM/  NOAM , JD AM I 5Q ,2 J ,SPI LL t 1 DC 1

                                         TIDAL JUNCTION  DATA

     COMMON /TIDAL/ NT IDE , JT IDE ( 1 S »

                                         PHYSICAL DA1A

     COMMON /PHYS/ UEPI50>, ELEVI50),  RJ10C)

                                         TITLING

     COMMON /LBL/  COUFI12,«l)
     IF (ISKIP. NE.NiiPRTJ GO TO  502U
     NQCTOT =  NQCTOT * 1
     FORMAT C1HC15AU,1:>A<»)
     *RITE«N6,101 I ALPHA
     WRITE  IN6tmUG) riTLSW
     FORMAT I1H1,  15A4/ 1H ,  15AH///1
     yRITEtN6,321 I *STP*T ,MSTPR T
     FORMAT («43HOJUKCT ION CONCENTRATIONS,  DURING TIME  CYCL E ,!<» , 1 5H
    1ITY CYCLEtlU ,37H. UNITS  ARE  M6/L , EXCEPT 10**6 MPN/L  t
    210.HCOL1FORMS.//1
     ^RITEIN6,325 I ( (COJT (KfJ)fJ=l,2),K = l ,KCON)
     FORM AT (9HC! JUNCTION, 1 H2X,2At J I
     WRITEIN6 ,326 > ( (COUT (K ,J I , J = 3, 4 I ,K = 1 ,KCONI
     FORMATUH ,8 X , 111 2X , 2A m /1H  )
     00 322 J=I,NJ
     IrfRITE !N6tlll > Jt«CCJ,Kl,K-l,KCON)
     FORMATdH , Ib,2X,llFi0.3>
     CONTINUE
     ISKIP  -  I
     GO TO  501C
502(1 CONTINUE
     ISKIP  =  ISKIP * 1
     CONTINUE
     RETURN
     LND
  1C1
  321
   325
  326
  111
  322
  010
OPR1
QPRI
QPRI
QPRI
OPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
(QUALQPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
QPRI
Sb
57
58
59
60
fal
62
63
6<*
65
66
68
69
70
71
72
73
7<»
75
76
81
82
83
8*»
85
86
87
88
89
9D
91
92
93
9«»
95
96
97
98
99
                                      -207-
-------
* * *
c
c
c
c
c
c
      SUBROUTINE
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c

c
r*
w
c
                                          QUALITY OAT* INPUT ROUTINE
                                          SPECIFICATION STATEMENTS
       HEAL  MADO.LEN
       DIMENSION VARI13I ,CONSrm>

                                          GENERAL AND CONTROL

       COMMON /TAPES/ INCNT f IOUTCT , JlNt 10 » , JOUT ( 1 J I ,NSCRA T (5 I

                                          BLANK COMMON '

       COMMON JGh!,NTC,NQCYC ,DELTQ,QL,QF , ALP HA I 301 »TITLS W 130 I ,ICOL 1 1 01
      1 , ISWCHt 1C) , XRUD.XME ( 1'5,11 > .XMM11 1,XMEO< 15*11 )
      2 ,N5,N6,Nia,N2U,N3Q,NHO,NSTART ,XRQDI 15,111

                                          JUNCTIONS

       COMMON NJ, NCHAN(5Q,S),  QINtSO),  OOU(50», VOLfSO),  VOLCH50),
      X       AStSOl

                                          CHANNELS

       COMMON NC, NJUNCUOQ»2»,  UUUQ),  LEN(1UD», UtlOOl

                                          SOURCE DATA

       COMMON NJSW, JS-.M20)
      l.NJSrf, ISWUOinfCTtll , 100,21 , IN STM

                                          QUALITY

       COMMON KCON, C2U1I,  CSU5,1U,  ICONfll), C t 50 , 1 1 1 ,  SUNCtSO.UI,
      1       CMAX«SC,11>»  CMlN(5a,ll»t  MAOOC5Q,11 t , OCDT(50,I11,
      2       Ctf 11 »5(J,2I,  TEC11),  TEPtll), SLOPtf20l» CSPIM 1 50 ,1 1 > »
      3       TCO(ll)

                                          PRINTING

       COMHON NQPRT.ITCPRT, LGCPRT ,NSTPP T tNOCTOT , I SKIP ,M STPR T ,NPHT ,K PRT

                                          LINKAGE AWO DECAY COEFFICIENTS

       COMMON /OrCAY/ MAPC13),  MODCHL ,  MODNIT, MODP, MOD02,  MODBOD,
     1
     L.
     c
     bS

     6
INQU
INQU
INOU
INQU
INQU
INQU
INQU
INQU
INQU
INQU  11
INOU  12
INQU
INOU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
INOU
INQU
INQU
INQU
INQU
INQU
                      MODCOL,  MODMET, SUNtfIS, SUNSET,  AVGLIT, EXCOEF,
                      TCMP(SUIV  GRAZEI5JJ, RRESP, GTCOEF,  COEF(50,8»,
                      CuNbTN,  CONSTP, AZINCH, PINCH,  02IKCH, 8ENTH15Q),
                      SATLIT,  THEfA(8l, RAKMC50), RTRITCISOI, RTRATE.CS01
                      K(M50),  REACR(5u), DEOXY(SC),  RCOLIFtSO),
                      kMFUL(50>,  AI1U01* B (1'JQ ) , CCHAN(130>, MAPBCKdJ)
 1
 2
 3
 4
 5
 6
 7
 8
10
13

15
16
17
18
19
20
21
22
23
INQU  26
INQU  27
INQU  28
30
31
32
33
31
35
36
37
INOU  m
INQU  42
INQU  M3
INQU  W
INQU  <»5
INQU  16
INQU  17
                                                                           INQU   55
                                      -208-
-------
* * * *
C                                        0AM  DATA
C
      COMMON /0AM/  N9AM, JD AM 50,2 > ,SPI LL U OC I
C
C                                        TIDAL  JUNCTION DATA
C
      COMMON /TIDAL/  NUDE ,JTIDLt 1 5)
C
C
C
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
                                         PHYSICAL  DATA
      COMMON /PHYS/  DEPI50I, ELEVC5D), RUOOI
                                   TITLING
      COMMON /LBL/  COUTI12,4>
      COMMON/CARD/ TITLE 14, 131
DATA
NAME/MHREAE/
                                   DATA DECLARATIONS
                                   SET-UP 1/0 DATA SETS
                                   READ N1G,N3G,N40.  N10  SHOULD  BE
                                   DRUM OR DISC STORAGE.  N30  AND
                                   N4Q SHOULD BE MAGNETIC  TAPE,
                                   IF USED.
      NiO = NSCRAT (21
      N3Q = NSCRATC3I
      K4Q - NSCHAT (4 >
      REWIND N10
      MEtfIND N2D
      KEAD(N5,555)  1SWCH
   if-5 FORMAT  C1DI5I
      IFC1SWCHCI J.fcG.l I  REWIND N30
      IF(ISWCK(3).tt.U  REWIND N40
      UU 11 1=1,10
      ICOLU 1 = 1
   11 CONTINUE
      WR1TEIN6,6)  ICOL»ISWCH
    6 FORMATI16H1SWITCH  SETTINGS/I 101101 I
                                   INITIALIZATION
      00 51DO J-1,50
      GRAZCJ J) =0.0
      BENTHf J)-0.0
                                                                    INOU
                                                                    INOU
                                                                    INOU
                                                                    INOU
                                                                    INOU
                                                                    INOU
                                                                    INOU
                                                                    INOU
                                                                    INOU
                                                                    INQU
                                                      57
                                                      58
                                                      59
                                                      60
                                                      61
                                                      62
                                                      63
                                                      64
                                                      65
                                                                          INOU   67
                                                                          INQU   68
                                                                          INQU
                                                                          INQU
                                                                          INQU
                                                                          INQU
                                                                          INQU
                                                                          INQU
                                                                          INQU
                                                                          INOU
                                                                          INQU
                                                                          INQU
                                                                          INQU
                                                                          INQU
                                                                          INQU
                                                                          INOU
                                                                          INQU
                                                                          INQU
                                                                          INQU
                                                                          INOU
                                                                          INOU
                                                                          INQU
                                                                          INQU
                                                                          INQU
                                                                          INOU
                                                                          INQU
                                                                          INQU
                                                                          INQU
                                                                          INQU
                                                                          INQU
                                                                          INQU
                                                                          INQU
                                                                          INQU
                                                                          INQU  1UO
                                                                          INQU  101
                                                                          INQU  102
                                                                          INQU  103
                                                                          INQU  10*»
                                                                          INQU  105

                                                                          INQU  107
                                                                          INQU  108
                                                                          INQU  109
                                                                          INOU  110
69
70
71
72
73
71
75
76
77
78
79
80
81
82
83
84
85
36
87
88
89
90
91
92
93
94
95
96
97
98
99
                                     -209-
-------
  * * *









5050



5100


5110



5120




5130






5110
5150
C
C
C
C
RTRITEt JJ-.3.0
RTRATE ( Jl-J.O
rtP ( J) = 0.0
DEOXYIJjrC.O
REAERt JI-0.0
RCOLIFt J)=O.Q
MMETALC Jl-0.0
00 5050 1=1.8
COEF (J.I »=0.0
CONTINUE
DO 5100 K-1,11
CIJ,K1=0.0
MAOO=C.O
CONTINUE
00 512'J 1=1,15
DO 5120 K=l,ll
CS(I ,K »=0.0
CO^JTINUE
00 5130 N=l,10a
ACN)=0.0
B(N) =0.0
CCHANJNJ =0.0
CONTINUE
DO 5150 1=1, b
TECI) =0.0
TEP< I i=0 .0
DO 5110 L=1,2C
CE(I ,L.l 1=0.0
Ctd.L ,21=0.0
CONTINUE
CONT INUE




  READ  CN20)
 1  AS(J>,ULP
 2  NTIDE,(JT
 TITLS
IJ1,J=
                                                                            INQU
                                                                            INOU
                                                                            INQU
                                                                            INOU
                                                                            INQU
                                                                            INQU
                                                                            INQU
                                                                            INOU
                                                                            INQU
                                                                            INQU
                                                                            INQU
                                                                            INQU
                                                                            INOU
                                                                            INQU
                                                                            INOU
                                                                            INQU
                                                                            INQU
                                                                            INQU
                                                                            INQU
                                                                            INQU
                                                                            INQU

                                                                            INQU
                                                                            INQU
                                                                            INQU
                                                                            INQU
                                                                            INQU
                                                                            INQU
                                                                            INQU
                                                                            INQU
                                                                            INQU
                                                                            INQU
                                                                            INOU
                                                                            INOU
                                                                            INOU
                                           NETWORK   DATA ARE READ  FROM    INQU
                                           RECEIVING WATER QUANTITY PROGRAMINQU
                                                                            INQU
                       W,ALPHA,NJ,NC»NOCYC,DELTQ,(CNCHANIJ,K t,K = 1,8 ) ,
                       lfNIJ),(LEN(N),  ,Krl ,<>> (N = 1 ,MC) ,
                       TK-1 ,NT10E),NDAM ,< (JDAM(M.N) ,N = 1,2),M-1,NOAM J
C
C
                                      FLOt  DATA ARE TRANSFERRED
                                      TO  FAST STORAGE, DRUrt  OR DISC.

  00  90 I=1,NOCYC
  READ  (f NQ, t«(KJ,a«NJ , R ( N ) ,N= 1, NC ) ,(VOL(J» ,OINCJ) ,GOU(JI,
 1  ELEV(J) ,SPILL,J=i.rNJ»
  wPITt"IN10» NQ.1U
 1  ELEVJJI .SPILL(J
I  CONTINUE
  REWIND MO
  IF(ISWCH(l).NE.l»  GO  TO 95

                                      RESTART OPTION  TEMPORARILY
                        
-------
*
c
c




* *


95

101

<»10Q



















C
C
c


11 OH

1102

110<4

1105

1106

1110

4200


snio






«


READ 1
WRITE
FORMAT
WRITE
FORMAT
WRITE
FORMAT
WRITE
FORMAT
WRITE
FORMAT
WRITE
FORMAT
WRITE
FORMAT
WRITE
FORMAT
WRITE
FORMAT
MTOTAL
WRITE
FORMAT
1
2



DO 601



N5.555
IN6,10
1 1H1,
IN6, NOCY
I33HONUMBER 0
(N6,ll
05) NTC









FCPRT,

H
sw
<4)


t



vJUNC









NQPK'T,


15A«»/ 1H






TION


CHANNEL
C
F

I15HONUMBER OF
|N6,11
06) OELT
Q
I«»5HOLE?
9H10 FORMAT  ( 4 A<4 , m , 1 2F S. f) )
     1FIINTEG.NE.UI  GO TO 8080
     IFtJCHECK.NE.NJI  STOP  11
     JCHECKrO
     UO 8010 KCC-1,13
                                    GO  TO 8050
     IFCCONSTU ) .EQ.TITLE II ,KCC»>
8'JJJO CONTINUE
     STOP 12
BQSO IFdVAR.ME.b)  GO TO
     IF ( CONST* 2 ).£Q. TITLE (2.6M
fcHSl IF (I VAR.EC.12I  GO TO 8031
     KCON-KCON+I
                                 IVAR =
                                                                          INQU
                                                                          INQU
                                                                          INQU
                                                                          INOU
                                                                          INQU
                                                                          INQU
                                                                          INQU
                                                                          INQU
                                                                          INQU
                                                                          INQU
                                                                          INQU
                                                                          INOU
                                                                          INOU
                                                                          INOU
                                                                          INQU
                                                                          INQU
                                                                          INQU
                                                                          INQU
INQU
INQU
INQU
INQU
INQU
INOU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
INOU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
                                                                               175
                                                                               176
                                                                               177
                                                                               178
                                                                               179
                                                                               180
                                                                               181
                                                                               182
                                                                               183
                                                                               134
                                                                               185
                                                                               186
                                                                               187
                                                                               188
                                                                               189
                                                                               190
                                                                               191
195
196
197
198
199
200
201
202
203
2U*t
2U5
206
207
208
2U9
210
211
212
213
2m
215
216
217
218
219
220
221
222
223
                                    -211-
-------
* * *
 8061
 6062
 8063
 8065
 6066
 8067
 8168
 8:169
 6070
      1
 MAPbCK (KCCNIrlVAW
 uO  TO (8031,8061 ,8'J6,IVrtR
 IF  (MODP.EQ.l)    STOP 21
 MODP - 1
 THETAI4) - VARU)
 uO  TO 8030
 IF  JMODCOL.EQ.U    S !OP 22
 HOOCOL - I
 THETAI71 : VARC1 »
 60  TO 8030
 THETAU) r VAR<1I
 30  TO 8066
 THETA(2I - VARd >
 GO  TO 8066
 THETA<3» - VARCM
 HOONIT = 1
 NITCHK=NITCHK+IVAR
 GO  TO 8030
 IF  tMODBOD.EQ.il    STOP 23
 MODfaOD = 1
 THETA(6>=VAR(1 )
 GO  TO 8U30
 IF  (MODCHL.EQ.U    STOP 2*4
 .100CHL = 1
 SUNR1S - VARC11
 SUNSET - VAR12)
 AVGLIT = VAR(3>
 SATLIT = VARC4)
 CXCOEF = VARC5I
 GTCOEF = VAR(6>
 HRESP  - VAR(7l
 CONSTN - VARC8I
 CONSTP - VAR(9)
 AZINCH = VARUi'JI
 PINCH  - VAR(H>
 02INCH = VARU2J
 (iO  TO 8030
 IF  (M0002.EQ.1)    STOP  25
 M0002 = 1
 THETA(S) - VAP(l)
 GO  TO 8030
 IF  (HOOMET.EQ.I)    STOP 26
 10DMET = 1
 THETAI8>=VARI1 )
 SO  TO 30 3D
 JCHECK-MAXOI JCHECK.IUTEG)
 JTT-IKTEG
 IF UVAR.rt.12I  GO  TO  B10Q
 CIJTT,KCON)=VAt?(lI
 MADDt JTT ,KCON)=VAR«2 )
 uO  TO (8110, 8D71 ,8392,8093,8091, 8095, «096, 8097,8098, 8110,80991,
  IVAft
             3)
                                                                            INQU 22«»
                                                                            INOU225
                                                                            INQU 226
                                                                            INOU 227
INOU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
                                                                            INQU 2<42
                                                                            INOU 243
                                                                            INQU 2
-------
* * *

 8092

 8093

 809 <4

 8095

 BQ96

 8097

 8098

 8099

 S100
     *
     GO TO 811U
     KCOLIF(JTT:
     GO TO 8110
 6120

 6130
C
C
C
C
 9H20
     60 TO 3110
     RTRITE( JTT)=VAttf 31
     GO TO 8110
     RTHATE( JTTI=VA*(3)
     60 TO 811C
     OEOXY(JTTI=VAR(31
     GO TO 8110
     GRAZE (JTU-VAR<3)
     GO TO 8110
     BENTH(JTT1=VAR(3)
     GO TO 8111
     RMETALCJTTlrVARI 31
     bO TO 8110
     TEMPt JTT)=VAR(1)
     GO TO 8031
     IF(NTIDE.EQ.O)  GO  TO 6030
     00 6120  KTIOE=1,NTIDE
     IF ( JTT.EQ.JTIDEUTTDEII GO TO ai3o
     CONTINUE
     GO TO 8030
     CS(KTIOE,KCON)::VAR(1 I
     XWOD(KTIDE,KCO,>J)-VAR (5 »
     GO TO 80 3G
     IF i (MODN1T.EC.1 J.ANO. CNITCHK.NE .15*1    STOP  31
     IF ( CM0002.EQ.ll . A^O . ( rtOOBOO .E Q .OH    STOP  32
                                         LIST  INITIALIZATION
                                         AND BOUNDARY DATA

     WRITE  (N6.902D)
     FORMAT  f 32HOCO>-JSTITUENTS BEING MODELED  ARE-*
     IOUT=D
     JO 8160  IVAR-1,11
     IF(MAPCIVAR) .EO.O)  GO TO 8160
     i)0 8150  1 = 1,1
     COUT  (MAPCUT ,1) = TITl£tI
B15U CONTINUE
«16Q CONTINUE
     IOUTrIOUT+1
     UO c 161  1 = 1,1
     COUT C10UTtI»-TITLEU,12>
t-161 CONTINUE
     4HITE  (N6,903DI  ((COUTU,
9J30 FORMAT  ( 1H3, b( <4A1,1X I/1H
                                J» , J=l , II , 1 = 1 f KCON»
                                t6(t*A1t1XI)
     KORHAT  (<*3HMMT1AL CONCENTRATIONS  , BY
     WKITL  «N6, 90501  t (COUT (K , Jl , J=l » 2 I ,K =1 ,10UT )
     FORMAT  (9HD JUNCTION, 12 (2X,,£A
INQU
INOU
INOU
INOU
INQU
INOU
INOU
INOU
INOU
INQU
INOU
INOU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
INOU
INQU
INQU
INQU
INQU
279
280
281
2d2
283
281
285
286
287
288
289
290
291
292
293
291
295
296
297
298
299
3QO
301
302
303
301
305
                                                      JUNCTION!
INQU
INOU
INQU
INQU
INQU
INQU
INOU
INQU
INOU
INQU
INQU
INQU
INQU
INOU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
INOU
INQU
INQU
INQU
308
309
310
311
312
313
311
315
316
317
318
319
320
321
322
323
321
325
326
327
326
329
330
331
332
333
                                      -213-
-------
* * *

 9060
7010
9070

9080
                                    =3 ,<4 ) ,K- 1 , IOU T >
                                    I
                                  =1 ,KCON ) , TEMP IJ I
7020
9160
                      J,IMADrMJ,KI,K =
                         TO  7050
7030

9170
7040
705U
9120
9130
7,160
9110
 WRITE (N6,9G6GJ  ( (COUT I K , J) ,.
 FORMAT (lh  ,8X,12IZX ,2A4)/1M
 DO 7010 J-1,NJ
 WRITE (N6,9C7C)  J,(C(J,K)
 CONTINUE
 FORMAT <1H  ,I6,2X,12F10.3>
 WRITE (N6.9D8G)
 FORMAT (44H1BACKGROUND MASS LOADING (MG/L), BY  JUNCTION)
 WRITE (N6.9050)  C(COUTIK,J),J=l,2),K=1,KCON>
 WRITE (N6,906CI  ( (CO IJT (K , J ) , J-3,4 ) ,K-1 ,KCOM)
 DO 7020 J=1,NJ
 WRITE CN6,90701
 CONTINUE
 IF (NTIDE.EQ.OI GO
 WRITE (N6,916C)
 FORMAT OOHlCONCENfRATIONS  IMG/L> OF OCEAN SINKS,  BY JUNCTION)
 WRITE (N6,9(,5fc»  I ( COUT ( K , J) , J- 1 , 21 ,K -1 ,KCON )
 WRITE (N6,906C)  ((COUT(K,J),J = 3,4),K-1,KCOfO
 DO 7030 M-l.NTIDE
 J3JTIDE«M)
 WRITE (N6,907C>  J,(CSIM,K),K=1,KCON)
 CONTINUE
 JRITE (N6.917D)
 FORMAT (45H1EXCHANGE  RATIOS FOR  OCEAN SINKS,  BY JUNCTION)
 WRITE (N6,90SO)  I>
 IF (MODCHL.EQ.O*   GO TO 8165
 WRITE (N6,9150)  SUNRIS,SUNSET,AVGlIT ,SATLIT , EXCOEF,GTCOEF,RRESP
1                 CONSFN,CONSTP
 FORMAT (34HOPAPAMF.TE9S FOR  CHLOROPHYLL A ARE-/1H ,5X,
AiSHSUNRISE                             -,F5.2,
     HOURS                    ,
DlfcH HOURS
C35MAWEWAGE  DAILY
                             /1H  ,
                         SOLAR RADIATION
      &HCHSOLAR RADIAIIO*  SATURATION
      H18H LAfJGLEYS/DAY      /1H ,
      I 35HEXTl!SiCTION  COCFF1CIENT
      JJ««H I/METERS                /1H
                                             -,F5.2,

                                                  3,F5.2,
   INQU
   INOU
   INQU
   INQU
   INQU
   INOU
   INOU
   INOU
   INQU
   INQU
   INOU
   INQU
   INQU
   INQU
   INQU
   INQU
   INQU
   INOU
   INOU
   INOU
   INQU
   INQU
   INQU
   INOU
   INOU
   INQU
   INQU
   INQU
   INQU
   INQU
   INQU
 JUINOU
   INOU
   INQU
TESINQU
   INQU
   INQU
   INQU
   INQU
   INQU
   INQU

   INQU
   INQU
   INQU
   INQU
   INOU
   INQU
   INQU
   INQU
   INQU
   INOU
   INOU
   INQU
   INQU
                                                                            3314
                                                                            335
                                                                            336
                                                                            337
                                                                            338
                                                                            339
                                                                            3«*0
                                                                                  316
                                                                                  3«»7
                                                                                  348
                                                                                  349
                                                                                  350
                                                                                  351
                                                                                  352
                                                                                  353
355
356
357
358
359
360
361
362
363
364
365
366
367
368
369
370
371
372
373
374

376
377
378
379
3 80
381
382
381
384
385
386
387
338
                                      -214-
-------
*##-.»
     K3fjHTEMPLRATURl  COEFFICIENT  OF  GROWTH 3,F5.2,
     L24H                          ,
     M4UHTLMPE*«TUH£  COEFFICIENT  OF  RESPIRATION  =,F5.2/1H
     N35HMICHAELIS  CONSTANT FOH  N1TKOGEN   =,F5.2,
     024H *ICROG«AM ' ,B ( ICHAN J ,CCHAN( ICHAN I
                      S TO0 41
      IF
      00 bl7Q  N^l,NC
      ^EAD  «N5, 92001
      IF(IO.NE.NAME>
 6170 CONTINUE
      WRITE  (N6,9210)
 92DQ FORMAT «AM,bX,Ia, 3FIO. 01
 9210 FORMAT  ( 67H1 CHANNEL CHARACTERISTICS
     lCOEFFICIEKTS/36HnCHANNEL       A
      WRITt  (N6,9220) ( N ,4 (N ) ,Fi ( M 1 ,CCH AN (N 1
 9220 FORMAT  liH , 15 ,F 12. 3 ,2^ I J. 3 >
                                            FOR COMPUTATION  OF REAERATION
                                                B          C/1H 1
                                               = 1 ,NC »
C
C
C
C
                                           ADDITIONAL  POINT SOURCE
                                           INPUTS  FRO* CARDS.
      IF(NJSW.EC.01  GO TO 818C
      »/360U.
      «j(hlTC(N6 ,9 25 ill  ( COMS rCI»,I=lfiH,TEPIKI
      FOrtM AT (!HC;f10X,2T,h ADDITIONAL  SOURCES OF  ,'I/U,«*H  AT  ,F5.2,
INQU
INQU
INOU
INOU
INQU
INQU
INOU
INQU
INQU
INQU
INQU
INOU
INQU
INQU
INQU
INQU
INQU
INOU
INOU
INQU
INQU
INQU
INQU
INQU
INOU
INQU
INQU
INQU

INQU
INQU
INQU
INOU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
INQU
389
390
391
392
393
394
395
396
397
398
399
400

402
403
404

406
407
408
409
410
411
412
413
414
415
416

418
419
420
421
422
423
42'4
425
426
427
428
429
430
431
432
433
434
435
436
4 37
438
439
440
441
442
443
                                      -215-
-------
* * *  *
      1  17H  HOURS FR04 SiART , /,1HQ,1UX ,
      2  12QHJUNCTION MASS RATE  JUNCTION MASS  RATE  JUNCTION MASS RATE J
      3UNCTION MASS KATC  JUNCTION MASS RATE   JUNCTION MASS RATE   t1HQ)
       WKITECN6 ,9260)  ( JSU I L) ,CE I K « L,<> I ,L = 1 (N JSU )
 S260 FORMATUH ,6(15,F11.2»
 8171  CONTINUE
C
C
C
                                        SET-UP DATA FOR SWQUAL
 6180  NSTART -1
       KPUT : 1
       MOCTOT = 1
       ISKIP - 1
       DO 230 J=ltNJ
       VOLD(J»-VOL«J>
       DO 230 KC r  l.KCON
       CSPINIJ,KC)=MAOD
-------
    * *
      SUBROUTINE  ADJUST
c
c
c
c
c
c

c
c
c
c
c
c
c
c
c

c
c
c
c
c
c
                                     SPECIFICATION  STATEMENTS
C
C
c

c
c
c.
                                     GENERAL  AND  CONTROL


 COMMON  /TAPES/ INCNT,IOUTCT,JIN I 10 I,JOUTJ10).NSCRAT ( 5 I


                                     BLANK COHMON


 COMMON  JGlN,NTC,NQCYC ,DELTQ,QE,QF ,ALPHA I 30 I,TITLSU1301,ICOLd0 I
1 ,ISUCHIlDltXRtll I,X ME (15, 11 I.XMFdl ),XMEOd5,ll I
2 ,N5fN6tN10,N2tl,N3f],N4Q,NSTART,XKQDC 15,111


                                     JUNCTIONS


 COMMON  NJ,  NCHAN(50,8I,  jINfSQl,  QOU(50I,  VOLI50),  VOLaiSDI,
X        ASC5O


                                     CHANNELS


 COMMON  NC,  NJUUCdOa,2l,  Q d DC! I ,  LCNdGO), UdODJ


                                     SOURCE DATA


 COMMON  NJSW,JS*<20»
1 ,MJSW,ISWdOO),CTdl ,iaO,2»,lNSTM


                                     QUALITY


 COMMON  KCC*,  C2dl>, CS(15,llt, ICONdU,  DUMH Yl 50, 11 > ,

X        SUKCI5C,11>,
1        CMAX<50,11>, CHINI5U,11I,  MADD«50,lllf  DCDTI5U,111,
2        CEdl,50,2), TEdl),  TEPC1H, SLOPH20),  CSPI N 450 , 11) ,
3        TEOCllI


                                     PRINTING


 COMMON  NQPRT,ITCPRT,LOCPRT,NSTPRT,NQCTOT,ISKIP.MSTPRT,NPRT,KPRT


                                     LINKAGE  AND  DECAY COEFFICIENTS


 COMMON  /DECAY/ MAP(13>,  .-100CHL, MCDM1, MODP,  MOD02,  KODBOD,
1                MODCOL, ^ODMET,  SUNRIS, SUNSET, AVGLIT, EXCOEF,
2                TLMP(5U),  G?AZE(50)f HRESP, GTCOEF,  COEF(50,8>,
3                CONSTN, CONST!',  AZINCH, PINCH,  02INCH, BENTHC50),
4                SATLIT, THETA<8»,  CDE F20 < 50 ,8 » ,
5                AdOD), BdaOl,  Cd3G>, MAPBCMd3)


 COMKON  /PHYS/  JEPCSO), ELEVIbO),  RdUL)
 UI MEMS ION DEOX/(bU», ft-EAERISO*, DCNOMI50)


 LUUI VALE MCE  (DilOXYd I ,COEF Cl ,b ) I , t i*E AEH 11 » ,COf.FI 1,5 > I
ADJU
ADJU
ADJU
ADJU
QP1I
QP1I
QP1I
QPII
QP1I
OP 11
OP1I
OP 11
QPII
QPII
QPII
QPII
QPII
1
1
QPII
GPU
QPII
1
QPII
QPII
QPII
QPII
QPII
QPII
QPII
QPII
1
1
1
QPII
QPII
QPII
QPII
QPII
QPII
QPII
1
1
1
ADJU
ADJU
ADJU
1
2
3
-------
*
c
c
c
c
c
c
c
* * *
                                        PHYSICAL  DATA
    10
                                        COMPUTE  CHANNEL RE AERATION
                                        COEFFICIENTS AND PREPARE FOR
                                        WEIGHTED AVERAGES AT NODES

    DO  10 Jrl.50
    OENOHIJ 1=0.0
    REAER1 J)=0.0
    CONTINUE
    DO  20 N=1,NC
    iFlR(N) .LE. 0.0! GOTO  20
    CHANKR= AINJ*I ( 3 .280 fl* AB S < U ( N > » )*»B=RCAER(J1 J+ADDESD
       »*EAER«J2>=REAER.EQ.UI  GO TO 60
       1F
       1FIDEPTH .LL.  J.0»  GOTO bt)
       IF (DEPTH.LT.2.'44 )  DE OX Y( Jl =DEOXY ( J )/ ( IOEPTH/2.4M )**0.13*l )
       UO  bO K-1,3
       GO  TO <30,30,3U»30t«»0,'»Ot30,30),K
       IFITHETA(KJ.EC.O.O)  GO TO 50
       COEF (J,K >rCOEF20(J,K 1*(THETA IK ) **(TE MP ( J > -20 .0 ) I
       oO  TO 50
       IF (THETA (Kl.EQ.O.O)  GO TO 50
       COCF < J»K jrCOEF«J,KJ* (THETA(K}**C TEMP t J J-20 .0 ) 1
       CONTINUE
       CONTINUE
       ENO
ADJU  21
ADJU  22
ADJU  2
ADJU  27
ADJU  28
ADJU
ADJU
ADJU
ADJU
ADJU
ADJU
ADJU
ADJU
ADJU
ADJU
ADJU
ADJU
ADJU
ADJU
ADJU
ADJU
ADJU
ADJU
ADJU
ADJU
ADJU
ADJU
ADJU
ADJU
ADJU
ADJU
ADJU
ADJU
ADJU
ADJU
ADJU
ADJU
ADJU
ADJU
ADJU
ADJU
ADJU
ADJU
30
31
32
33
33A
34
3S
36
37
38
39
40
Ml
<»2
43
44
45
46
47
48
49
-------
* * V
    SUBROUTINE  RECUAL
    COMMON  /TAPES/ INCNT,1OUTCT,JINI 10J,JOUT11U».KSCkAT ( b)             RECE    2
    DIMENSION QU4M2ltQUAL<2),AMAMEI<«>                                  RECE    3
    DATA CUANIiI»QUAN121/HHQUAN.IhTITY/                                 RECE    1
    DATA QUALUI ,w JALC2 >/«4 HQUAL ,HHIT Y  /                                 RECE    5

    N6-6                                                                  RE"    6
    Nb-b                                                                  RECE    7
    INCMT=INCNT*1                                                        R^CE    &
    READ  IN5.1Q01 IANAME(I 1,1 = 1fm                                      REcf    9
100 FORMAT CHA«» ,1m                                                       RE CE   IQ

150 IF(ANAME(3).EC.QUAL
-------
* *  * *
       ULOCK DATA  TITLE2
       COMMON /CARD/ TI TLE < «4 , 1J I
       UATA  TITLE  /«*HSULF ,t» HA TES ,HH     ,«»H
      A              <«HTOTA,»»HL  FC,*»H     f«*H
      B
      C
      D                            HHN1TR,*»HITE  ,«*H     t««H      ,
      E                            1HNITR tUHAFE  «<4H     ,UH     f
      J              4HTSS  «<«H     ,<»H     ,«*H     ,
      K                             *»HTEMP,MH£RATf»JHURE ,4H      ,
      L                             (4HLAST,«»H CON.IHSTIT.IHUENT/
       END
                                          -220-
-------
             APPENDIX C




SSWMM - RECEIV II INPUT REQUIREMENTS
               -221-
-------
SSWMM INPUT
FORMAT

12
20A4
12
12
12
12
F5.0
F5.0
12
12
12
4012

4012



4012
COLUMNS

1-2
1-80
1-2
3-4
5-6
7-8
9-13
14-18
19-20
21-22
23-24
1-2
3-4
5-6
79-80
1-2
3-4
5-6
19-20
1-2
3-4
5-6
VARIABLE

JOUT
TITLE
IDEAS
NSTEP
NHR
NMM
DELT
PCTZER
NSAVE
INLETS
NPFI
ISAVE (1)
ISAVE (2)
ISAVE (3)
ISAVE (40)
ISAVE (41)
ISAVE (42)
ISAVE (43)
ISAVE (50)
ISFI (1)
ISFI (2)
ISFI (3)
DESCRIPTION
OUTPUT FILE F0R LNKPRQ (0 IF NOT CREATING
AN OUTPUT FILE)
1 DESCRIPTIVE TITLE CARD
BASIN IDENTIFICATION
# OF TIME STEPS
HOUR OF START OF STORM
MINUTES OF START OF STORM
TIME STEP LENGTH (SEC)
% OF IMPERVIOUS AREA WITH ZERO DETENTION
(ARTIFICIAL-25%)
# OF ELEMENTS WHOSE FLOWS AND POLLUTANT MASS
LOADS ARE TO BE PRINTED (MAX=50) INLETS AND
ANY SUBCATCHMENTS
# OF INLETS (MAX=20) BOTTOM OF RUNOFF AREA
OR SYSTEM (EACH INLET MUST BE THE LAST
DOWNSTREAM ELEMENT)
# OF POLLUTANTS TO BE SAVED ON FILE (MAX=8)
ELEMENT NUMBERS WHOSE FLOWS AND POLLUTANT
MASS ARE TO BE PRINTED

CARD 4B USED ONLY IF NSAVE > 40



INLET NUMBERS IN BASIN
CARD

1
2
3








4A

4B



5
-------
SSWMM INPUT
FORMAT

15
15
15
COLUMNS

1-5
6-10
11-15
VARIABLE

NHISTO
NELT
NHYT
DESCRIPTION

# OF RAINFALL DATA POINTS (MAX=100)
TOTAL # OF ELEMENTS (MAX=99)
# OF HYETOGRAPHS (MAX=4)
REPEAT CARD GROUP 7 FOR EACH HYETOGRAPH
(MUST BE READ IN ORDER)
10F5.0

1-5
6-10
11-15
•
•
•
45-50
RAIN (1,1)
RAIN (1,2)
RAIN (1,3)
•
•
RAIN (1,10)
RAINFALL INTENSITY FOR HYETOGRAPH #1
(IN/HR). DURATION OF RAINFALL
INTENSITY MUST EQUAL THE TIME STEP
LENGTH (DELT). NUMBER OF CARDS
F0R EACH HYETOGRAPH=
(NHISTO+9)/10 (TRUNCATE
DECIMAL PLACES)

THE FOLLOWING INFORMATION MUST BE READ
ACCORDING TO INCREASING ELEMENT ORDER
REPEAT CARDS 8 AND 9 IF NCHAR (KT)=1
OR CARDS 8 AND 10 IF NCHAR (KT)=2
15
15
15
15
15
15
15
1-5
6-10
11-15
16-20
21-25
26-30
31-35
IELT
NCHAR (KT)
NUP(KT)
IUP(KT,1)
IUP(KT,2)
IUP(KT,3)
NRG(KT)
ELEMENT NUMBER
ELEMENT TYPE
(1 - WATERSHED)
(2 - PIPE OR MANHOLE)
# OF UPSTREAM ELEMENTS (MAX=3)
1ST UPSTREAM ELEMENT
2ND UPSTREAM ELEMENT
3RD UPSTREAM ELEMENT
HYETOGRAPH NUMBER, BASED ON ORDER READ IN
(VALUE NEEDED ONLY FOR WATERSHED. DEFAULT
VALUE IS 1)
CARD

6



7



8






   -223-
-------
SSWMM INPUT
FORMAT

15X
F5.0
F5.0
F5.0
F5.0
20X
F8.0
F8.0
F8.0
SOX
F8.0
F8.0
F8.0
F8.0
F8.0
F8.0
F8.0
F8.0
F8.0
COLUMNS

1-15
16-20
21-25
26-30
31-35
1-20
21-28
29-36
37-44
1-80
1-8
9-16
17-24
25-32
33-40
41-48
49-56
57-64
65-72
VARIABLE
BLANK
EWIDTH(KT)
AREA(KT)
PCIMP(KT)
SLOPE (KT)
BLANK
EWIDTH(KT)
GLEN(KT)
SLOPE (KT)
BLANK
G6
W5
W6
WSTORE (1)
WSTORE(2)
WLMAX
WLMIN
DECAY
FPSX
DESCRIPTION


WIDTH OF OVERLAND FLOW (FT)
AREA OF WATERSHED (AC)
% IMPERVIOUSNESS
WATERSHED SLOPE (FT/FT)

DIAMETER OF PIPE (FT)
LENGTH OF PIPE (FT)
INVERT SLOPE (FT/FT)
OR
BLANK CARD IF ELEMENT IS A MANHOLE
MANNING'S COEFFICIENT NEEDED FOR GUTTER
DEPTH CALCULATIONS OR PIPE FLOWS
IMPERVIOUS AREA RESISTANCE FACTOR
(MANNING'S COEFFICIENT)
PERVIOUS AREA RESISTANCE FACTOR
(MANNING'S COEFFICIENT)
RETENTION STORAGE FOR IMPERVIOUS AREA (IN)
RETENTION STORAGE FOR PERVIOUS AREA (IN)
MAXIMUM INFILTRATION RATE (IN/HR)
MINIMUM INFILTRATION RATE (IN/HR)
DECAY RATE OF INFILTRATION (I/SEC)
EXPONENTIAL DECAY COEFFICIENT OF
POLLUTANTS OF WATERSHED
CARD

9




10




11








   -224-
-------
SSWMM INPUT
FORMAT
5X
15

F10.0
15
15
F10.0
8F10.0

e.g.
8F10.0






COLUMNS

1-5
6-10

1-10
11-15
16-20
21-30
1-10
11-20
21-30
•
71-80
CBFACT(l)
CBFACT(2)
1-10
11-20
21-30
31-40
41-50
51-60
61-70
71-80
VARIABLE

BLANK
MQUAL
DESCRIPTION

CONTROL CARD TO ALLOW FOR QUALITY MODELING
0 - NO QUALITY MODELED
1 - QUALITY MODELED
IF MQUAL = 0, SKIP GARBS 13-25
CBVOL
NQS
ISS
DRYDAY
CBFACT(l)
CBFACT(2)
CBFACT(3)
•
•
CBFACT(8)
AVERAGE CATCHBASIN (VOLUME (FT3))
NUMBER OF POLLUTANTS (MAX=8)
METHOD FOR CALCULATING SUSPENDED SOLIDS
(0 IF CALCULATION IS TO BE DONE THE SAME
WAY AS FOR OTHER POLLUTANTS)
NUMBER OF DRY DAYS PREVIOUS TO STORM.
i.e., RAINFALL PREVIOUS TO STORM
< 1.0 IN.
CONCENTRATION OF 8 POLLUTANTS IN
CATCHBASINS. (THESE CONCENTRATIONS
CAN BE ARBITRARILY CHOSEN AS CAN THE
POLLUTANTS EXCEPT FOR SUS. SOL.)

= CONCENTRATION OF BOD, OR COD, OR ...
= CONCENTRATION OF SUS. SOL.
DXFACT(l)
DXFACT(2)
DXFACT(3)
DXFACT(4)
DXFACT(5)
DXFACT(6)
DXFACT(7)
DXFACT(8)
DUST AND DIRT LOADING RATES
FOR ANY 8 ARBITRARILY CHOSEN
LAND USES (LBS/DRY DAY-FT2)


• •



CARD

12


13



14


15






    -225-
-------
SSWMM INPUT
FORMAT

F10.0
F10.0
F10.3
5F10.0

COLUMNS

1-10
11-20
21-30
31-40
71-80
VARIABLE

XFACT(1,1)
XFACT(1,2)
XFACT(1,3)
XFACT(1,4)
XF ACT (1,8)
DESCRIPTION

CONCENTRATION OF 8 POSSIBLE .CONSTITUENTS
IN A GRAM OF DUST AND DIRT FOR FIRST
LAND USE (mg/g)
(MUST USE 8 CARDS LEAVING SOME BLANK IF
NECESSARY)


REPEAT CARD 16 FOR LAND USES #2, #3, #4, #5, #6, #7, AND #8
8F10.0

8F10.0

1-10
11-20
21-30
*
71-80
1-10
11-20
21-30
*
*
71-80
Fl(2)
Fl(3)
Fl(8)
F2(l)
F2(2)
F2(3)
*
F2(8)
FACTOR FOR INSOLUBLE POLLUTANT WITHIN
SETTLEABLE SOLIDS TO BE ADDED TO
POLLUTANT ALREADY WASHED FROM SURFACE
DEFAULT ESTIMATES FROM SWMM ARE AS FOLLOWS:
BOD = .02
N = .01
P04 = .001
OTHERS = 0.
FACTOR FOR INSOLUBLE POLLUTANT WITHIN
SUSPENDED SOLIDS TO BE ADDED TO
POLLUTANT ALREADY WASHED FROM SURFACE
DEFAULT ESTIMATES FROM SWMM ARE AS FOLLOWS :
BOD = .05
N = .045
P04 = .0045
OTHERS = 0.
CARD

16



17-23
24

25

REPEAT CARDS 26, 27, 28 FOR EACH WATERSHED
(MUST BE READ IN ORDER OF COMPUTATION)
15X
F10.0
1-15
16-25
BLANK
BASINS (KT)

NUMBER OF CATCHBASINS WITHIN WATERSHED
26

   -226-
-------
SSWMM INPUT
„•-— ^—»» 	
FORMAT
' •_— ______™™*H__»"ill^«Hl>
COLUMNS
I .,
VARIABLE
F10.0 26-35 REFF
// OF STREET SWEEPER
PASSES
2
2
2
2
1
1
1
F10.0
8F10.5





8F10.5




'
12
36-45
1-10
11-20
21-30
31-40
41-50
71-80
1-10
11-20
21-30
31-40
41-50
71-80
•WM«V«MV»— nBH^HHM
1-2

CLFREQ
XLAND(l)
XLAND(2)
XLAND(3)
XLAND(4)
XLAND(5)
XLAND(8)
GQLEN(l)
GQLEN(2)
GQLEN(3)
GQLEN(4)
GQLEN(5)
GQLEN(8)
_™ IBBBIM^^,™ .^•••^^ ^^ _^^B-gB-^BBM^M^—
IDWF
	 — 	 — 	 _ 	
DESCRIPTION
" 	 — — 	 ______
REMOVAL EFFICIENCY (SEE TABLE BELOW)
CLEANING FREQUENCY Rgj
1 	 1
CARD
	
26
(Cont)
T
.98
0-8 >95
8-15 92
15 ;88
0-8 .75
8-15 . 70
15 .60
STREET CLEANING FREQUENCY
FRACTION (EXPRESSED AS A DECIMAL) OF
LAND US? WITHIN WATERSHED


•


AREA OF EACH LAND USE IN FT2





CONTROL CARD TO MODEL DRY WEATHER FLOW
0 - NO DRY WEATHER FLOW MODELED

27





28




•~~~>>l-— ~-W-«V-IllMM
29
IF IDWF = 0, SKIP THE REMAINING CARDS
  -227-
-------
SSWMM INPUT
FORMAT

F10.5
F10.5
F10.5
F10.5
8F10.5

COLUMNS

1-10
11-20
21-30
31-40
1-10
11-20
•
•
*
71-80
VARIABLE

DWF
CBOD
CSS
CCOLI
DDWF(l.l)
DDWF(1,2)
•
•
•
DDWF(1,24)
DESCRIPTION

BASE DRY WEATHER FLOW
BOD CONCENTRATION FACTOR
SUSPENDED SOLIDS CONCENTRATION FACTOR
F. COLIFORMS CONCENTRATION FACTOR
FLOW DIURNAL VARIATION, BASED ON A
24 HOUR CYCLE
t
REPEAT CARD GROUPS 31-33 FOR VARIATION IN
BOD
SUSPENDED SOLIDS
F. COLIFORMS
CARD

30



31-33


34-36
37-39
40-42
   -228-
-------
LNKPRG INTERPRETER INPUT
FORMAT

15
15
F5.0
F5.0
15
1015



1015

1015

COLUMNS

1-5
6-10
1-5
6-10
11-15
1-5
6-10
•
VARIABLE

IFL
IF0
RZERO
RDELT
ISDY
NPOLL(l)
NPOLL(2)
NPOLL( INLETS)
DESCRIPTION

SSWMM OUTPUT FILE
LNKPRG OUTPUT FILE
RECEIV START UP TIME (HRS)
RECEIV QUANTITY TIME-STEP LENGTH (SEC)
MUST BE A MULTIPLE OF SSWMM TIME STEP
CONTROL VARIABLE TO NOTE SSWMM
START-UP TIME BEGINS ON THE NEXT DAY
AFTER RECEIV START-UP TIME.
(0 IF SSWMM STARTS ON SAME DAY)
# OF POLLUTANTS TO BE PASSED AS INPUT
TO RECEIV FOR EACH INLET


CARD

1

2

3


REPEAT CARDS 4 & 5
FOR EACH SOURCE INLET
1-5
6-10
11-15
1-5
6-10
11-15
*
NPIN(I.K)
K=1,NPOLL(I)
1=1, INLETS
NPOT(I,K)

POSITION OF POLLUTANTS IN THE
SSWMM OUTPUT FILE THAT ARE TO
BE PASSED TO RECEIV

POSITION OF POLLUTANTS IN THE
RECEIV INPUT ARRAY

4

5

         -229-
-------
LNKPRG INTERPRETER INPUT
FORMAT

2A3
2A3
2A3
2A3
15
F5.0
COLUMNS

1-6
7-12
*
.
61-66
1-5
6-10
VARIABLE

PTLE(l)
PTLE(2)

PTLE(ll)
NOPS
TFIN
DESCRIPTION

POLLUTANT COLUMN HEADINGS FOR
LNKPRG PRINTOUT


NUMBER OF ADDITIONAL POINT SOURCES
FINAL RECEIV II TIME AT END OF MODELING
PERIOD - HRS
REPEAT CARDS 8 AND 9
FOR EACH ADDITIONAL POINT SOURCES
15
F5.2
F8.0
10F80



1-5
6-10
11-18
1-8
9-16
.
72-80
NAPS
FL0
APSP(l)
APSP(2)
APSP(3)
t
APSP(ll)
ID NUMBER OF ADDITIONAL POINT SOURCES
ADDITIONAL POINT SOURCE FLOW (CU M/SEC)
(WITHDRAWAL IS NEGATIVE; DISCHARGE IS POSI-
TIVE)
ADDITIONAL :POINT SOURCE MASS LOADINGS (mg/SEC'
IN RECEIV INPUT ARRAY SEQUENCE
ADDITIONAL POINT SOURCE MASS LOADINGS
(mg/SEC) IN RECEIVE INPUT ARRAY SEQUENCE



CARD

6


7


8


9



        -230-
-------
SETUP DATA DECK






1
Ni
U)
h-1



Card
Group
A


B
C



D




Number of Cards
1


2
1



One card for
each node which
has one or more
sources
associated with
it
Card
Column
1-2


1-80
1-5
6-15

16-20
1-5
6-55




Description
Check for calling of SUBROUTINE SETUP
= 1, do not call SETUP
= 0, CALL SETUP
If RUN = 1 on Card Group A, skip remaining groups
River basin title cards
Number of nodes with source inputs (Total=storm+Add-
itional)
Time of first source inputs with respect to model
start time
Number of times at which one or more sources change
input values (# RAINFALL STEPS +2)
Node number
Number of each source associated with node (maximum of
10)


Variable
Name
RUN


TITLE
MJSW
TZERO

NSTEPS
ISW
NS




Format
2
+

20A4
15
F10.0

15
15
1015



Default
Value
0


none
none
none

none
none
0




Units





hours






-------
QUANTITY DATA DECK



1
N3
UJ
1









Card
Group
1
2
3
4


5










Number of Cards
1
2
2



1










Card
Column
1-8
1-60
1-60
1-5
6-10
11-15
1-5
6-10
11-15
16-20
21-25
26-30
31-35
41-45
46-50
51-55
56-60
61-65
66-70
Description
If hydraulic calculations are to carried out, enter
"QUANTITY." If not, leave blank and omit remaining
cards .
Title for run
Title for Basin
Number of tidally forced junctions
Number of dams
= 0, print input channel and junction data
= 1, skip printing
Number of day cycles desired
Number of hours/day cycle (>1 and <30)
Length of quality timestep }
. - , . -, . ^ .. 1 (QINT/DELT) < 12
Length of hydraulic timestep 1 ~
Initial time for start of hydrograph input from cards
Number of nodes for time-history printout (2,<100)
Variable
Name
ANAME (1)
ANAME (2)
ALPHA
TITLE
NTIDE
NDAM
ISWCH (2)
NTCYC
PERIOD
QINT
DELT
TZERO
NHPRT
NQPRT
EVAP
WIND
WDIR
NQSWRT
NJSW
INRAIN
Format
2A4
15A4
15A4
15
15
15
15
F5.0
F5.0
F5.0
F5.0
15
15
F5.0
F5.0
F5.0
15
15
15
Default
Value
blank
blank
blank
0
0
0
none
none
none
none
none
none
none
0
0
none
none
none
none
Units







hours
hours
seconds
hour


mm/hr
m/sec
degrees
from
North



-------











1
N5
U>
u>
1





QUANTITY DATA DECK
Card
Group


6



7






8



9

Number of Cards


maximum=25




maximum=7





maximutn=7



Not implemented
see text
Card
Column


1-10
11-20
21-30
31-40

1-10
11-20
*



1-7
8-10
11-17
18-20




Description
If INRAIN = 0, SKIP CARD GROUP 6 (maximum number of
points = 100, four per card)
Rate of precipitation
Time from model start time
Etc., up to INRAIN points
•
•
Node(s) selected for stage-history printout; NHPRT
values 8 per card
First node number
Second node number
*
*
Last node number

Channels selected for flow print, NQPRT values,
8 per card
Lower node number at end of first desired channel
Higher node number at end of desired channel
Lower node number at end of second desired channel
Higher node number at end of second desired channel
* •
• •
• •
Lower node number at end of last desired channel
Higher node number at end of last desired channel


Variable
Name


RAIN(l)
INTIMEd
•
•

JPRT(l)
JPRT(2)
*
JPRT
(NHPRT)

>CPRT(1)
\CPRT(2)
•
•
)cPRT
j (NQPRT)


Format


F10.0
F10.0
F10.0
F10.0

110
110
•
'•

110

110
110
•
•
•
110



Default
Value


none
none
none
none

none
none
*


none

none
none
*



Units


mm/hr
min















-------
QUANTITY DATA DECK
Card
Group
10
(Type A)








10
(Type B)












11





Number of Cards
One card for
tidally forced
junction, each
Group 10A card
is followed by
the Group 10B
cards for the
same tidally
forced junction



At least two
cards for each
tidally-forced
node; these
cards follow
the correspond-
ing tidally-
forced note,
if K0=0.
If K0=l and
NI=4,1 card.


One card for
each dam, i.e. ,
number of cards
in Group 11
= NDAM
Card
Column
1-5

6-10

11-15

16-20
21-25





1-10

11-20

21-30

31-40
:
'


1-5

6-10


Description
If NTIDE=0 on Card Group 4, skip Card Group 10
Node number of tidally-forced node

If=l, will expand from tide points (HHW,LHW,LLW,
HLW) for tidal coefficients

Number of tidal stage data points for junction

Maximum number of iterations for curve fit, usually 50
=0, skip tidal input print
=1 print all tidal parameters

IF NTIDE=0 on Card Group 10B
NI pairs of values, 4 pairs/card, minimum of 7 pairs

Time of tidal stage, first point

Tidal stage, first point

Time of tidal stage, second point

Tidal stage, second point
*
*
Time of tidal stage, last point
Tidal stage, last point
IF NDAM=0 on Card Group 4, skip Card Group 11
Node number of node immediately upstream of dam

Node number of node immediately downstream of dam

Variable
Name
JTIDE

KO

NI

MAXIT

NCHTID




TT(1)

YY(1)

TT(2)

YY(2)
.
TT(NI)
YY(NI)

JDAM(,1)

JDAM(,2)


Format
15

15

15

15

15




F10.0

F10.0

F10.0

F10.0
•
F10.0
F10.0

15

15

Default
Value













none

none

none

none
*
*
none
none

none

none

j
Units


i










hours

meters

hours

meters
»
hours
meters



r

-------
                                         QUANTITY DATA DECK





Card
Group
11
(cont.)










1
10
LO
1
















12















umber of Cards











ne for each
node
'maximum =10)












Card
Column
11-20






21-30
31-40


1-5
•
6-10
11-20

21-25
26-30
31-40
41-50

51-70
71-75

76-80


Description
Weir Factor=XW, where:
W = width of spillway for broad or narrow
crested weir
= 1 for V-notched weir
X = 1.8299 for narrow crested
X = 1.67 for broad crested
X = 1.416 tan , where (J> = angle of notch
Elevation of rest of weir, referenced to datum plane
Exponent for Weir equation
=1.5 for broad and narrow crested
=2.5 for V-notched
Node number

Water surface elevation referenced to datum plane
Surface area of node*

Node constant flow into receiving waters
Node constant flow out of receiving waters
Depth of node bottom**
Nodal Manning's coefficient (Include Manning's
coefficient if program develops geometric data)
(blank)
X - coordinate

Y - coordinate

Variable
Name
DAM(,1)






DAM(,2)
DAM(,3)


J

H(J)
AS(J)

QIN(J)
QOU(J)
DEP(J)



X(J)

Y(J)


Format
F10.0






F10.0
F10.0


15

F5.0
F10.0

F5.0
F5.0
F10.0



F5.0

F5.0

Default
Value
none






none
none


none

none
none

none
none
none



none

none


Units
meters


,



meters





meters
sq.
meters
m^/sec
m3/sec
meters



kilo-
meters
kilo-
meters
*  Half of the surface area of the previous channel plus  half of  the
   surface area of succeeding channel
** Directed positive downward from datum plane
-------
                                            QUANTITY DATA DECK






1
to
OJ
ON
1





Card
Group
13
14











15
16
17
18
Number of Cards
1
One for each
channel
(maximum = 10)









1
Not implemented
see text
Card
Column
1-5


1-5
6-10
11-15
16-20
21-25
26-35
36-45
46-55
56-65
66-75
1-5

Description
To terminate node cards, write 99999


User assigned channel number
Node at upper end of channel
Node at lower end of channel
Blank, unless TRIAN is used to develop geometric
data. Node which, with first two junctions, form an
acute triangle.
Program will develop channels and node
characteristics
Blank unless it is a number of a fourth node which
lies between a pair of previous three junctions.
Program will develop geometric data.
Length of channel
Width of Channel
Average depth of channel (channel**)
Manning's coefficient, n
Initial velocity
To terminate channel cards, write 99999

Variable
Name



N
NTEMP(l)
NTEMP(2)

NTEMP(4)
ALEN
WIDTH
RAD
COEF
VEL


Format
15


15
15
15

15
F10.0
F10.0
F10.0
F10.0
F10.0
15

Default
Value
none








none
none
.018
none


Units








meters
meters
meters

p./sec


** Directed positive downward from datum plane.
-------
                                                            QUANTITY DATA DECK
Card
Group
19




20




21

22


Number of Cards
1 or 2




Repeat for each
time- step



1

1

Card
Column


1-5
6-10

1-10
11-20
21-30


1-10

1-8


Description
If NJSW = 0 on Card Group 5, skip to Card Group 22
Nodes for storm water input, NJSW values (maximum=20)
First nodes number for storm water input
Second nodes number for storm water input
Last nodes number for storm water input
Time for hydrograph
Flow for first node
Flow for second node
Flow for last node

Terminate input hydrograph cards with TE(1) beyond
expected time of analysis
Enter "ENDQUANT" in field
(End of QUANTITY Data Deck)
Variable
Name


JSW(l)
JSW(2)
JSW(NJSW)
TE(1)
QEU.l)
QE(1,2)
QE
(1,NJSW)





Format


15
15
15
F10.0
F10.0
F10.0
F10.0

F10.0

2A4

Default
Value


none
none
none
none
none
none
none

none

none


Units





seconds
m3/sec
m3/sec
m3/sec

sec



I
N>
U>
•~J
I
-------
LO
QO
 I

Card
Group
1

2




3










4
Type A









QUALITY DATA DECK

Number of Cards


1




1








'

1 Card per
constituent
being modeled








Card
Column
9-15

6-10

21-25
46-50

1-5

6-10

11-15

16-20

21-25
26-30

1-16









17-20

Description
Enter "QUALITY".

Skip printing of maximum and minimum
concentrations (=1)
Tidally influenced receiving water (=1)
Use only first daily cycle on input
file (=1)
Number of junctions with sources
specified on card (max = 50)
Daily cycle at which detailed quality
information will begin printing.
Number of cycles between printing of
quality results
Total number of daily cycles printed
(maximum 50 cycles)
Number of Daily Cycles Desired
Print interval-days NPRT = 1 to
Print Every Day
Name of Constituent:
SULFATES
TOTAL FE
MANGANESE
ALUMINUM
TDS
TSS
TEMPERATURE
or terminator
LAST CONSTITUENT
(Blank)
Variable
Name
ANAME (3)
ANAME (4)
ISWCH (2)

ISWCH (5)
ISWCH(IO)

NJSW

ITCPRT

NQPRT

LQCPRT

NTC
NPRT

CONST











Format
2A4

15

15
15

15

15

15

15

15
15

4A4










Default
Value
blank

0

1
0

0

none

none

none

none
none

none











Units








!
i
|
hours
i
-

-
days

-










-------
VD
 I

r '
Card
Group I
4
Type A
(cont.)






I

i


i





t
4
Type B
I





lumber of Cards


















]


1 Card per
node per
constituent
set


i
Card
Column
21-25


t


26-30
31-35

36-40
41-45

46-50
51-55
56-60
61-65
66-70

71-75

76-80
1-16
17-20

21-25

QUALITY DATA DECK


Description
Temperature Compensation
coefficient (Theta)
except for chlorophyll a: Time of
sunrise (SUNRIS)
Following data entries for Chlorophyll a
only
Time of sunset (SUNSET)
Average daily maximum light intensity
(AVGLIT)
Saturation light intensity (SATLIT)
Extinction coefficient (EXCOEF)

Growth coefficient (GTCOEF)
Rate of respiration (RRESP)
Michaelis constant for nitrogen
Michaelis constant for phosphorous
Nitrogen ratio (AZINCH)

Phosphorous ratio (PINCH)

Oxygen ratio (02INCH)
Name of constituent
Node number

Initial concentration



Variable
Name
VAR(l)





VAR(2)
VAR(3)

VAR(4)
VAR(5)

VAR(6)
VAR(7)
VAR(S)
VAR(9)
VAR(IO)

VAR(ll)

VAR(12)
CONST


VAR(l)




Format
F5.0





F5.0
F5.0

F5.0
F5.0

F5.0
F5.0
F5.0

F5.0

F5.0

F5.0
4A4
14

F5.0



Default
Value
0





0
0

0
0

0
0
0

0

0

0
none
0

0




Units
l/'C





hours
joule
m2-day
joule
1/m



mg/1
mg/1
mg
mg
mg
mg
SS.
-


jng/1
1
°C
-------
QUALITY DATA DECK
Card
Group
4
Type B
(cont.)




5



6

Number of Cards





1 Card for
each Channel
when modeling
oxygen



1 or 2,
depending on
number of nodes

Card
Column
26-30

31-35
36-40
41-45
1-4
5-10
11-15
16-25
26-35
36-45
1-5
6-10
*
Description
Background source concentration

Reaction rate or Benthic demand (DO)
or Grazing rate (chlorophyll a) .
Concentration of ocean sink (tidally
forced node only)
Ocean exchange coefficient (XRQD)
REAE-
RATION
Channel Number
K coef. for reaeration computation
K coef. for reaeration computation
K coef. for reaeration computation
Node number for 1st additional
source node
Node number for 2nd additional
source node
Node number for NJSW additional
source node
Variable
Name
VAR(2)

VAR(3)
VAR(4)
VAR(5)
ID
ICHAN
A
B
C
JSW(l)
JSW(2)
JSW
(NJSW)
Format
F5.0

F5.0
F5.0
F5.0
A4
6X
15
F10.0
F10.0
F10.0
15
15
15
Default
Value
0

0
0
0
none
0
0
0
0
0
0
*
0
Units
mg/1
106MPN
1
°C
I/ day
joule
mz-day

i
- i





-------
QUALITY DATA DECK
Card
Group
7






Number of Cards
1 set per time
specified; set
consists of
1-2 card(s) per
constituent
modeled



Card
Column
1-16
17-26
27-31
32-37
•
•

Description
Constituent name
Time
Mass rate for 1st node
Mass rate for 2nd node
•
•
Mass rate for NJSW node
Variable
Name
CONST ( )
TE( )
CD( )
CE( )
*
•
CE( )
Format
4A4
F10.0
F6.0
F6.0
•
*
F6.0
Default
Value
Blank
0
0
0
•
•
0
Units

s
gm/s
gm/s
•
*
gm/s
-------
           APPENDIX D




SSWMM - RECEIV II INPUT LISTINGS




   FOR MODEL RUNS'1,2,3, AND 4
             -242-
-------
                MODEL RUN 1 - INITIAL RUN - STORM SEPT. 17, 1976

                    WARREN GENERATING STATION, WARREN, PA.
* * *  *
// JOB SSWMK
// DVC RES
// LBL iLOKOlTRCLIB
// LFD THCLIB
// DVC 20
// LFD PRNTR
// DVC 20   //  LFD  FORID3
// DVC 51   //  VOL  TMCUC1
// LBL  'WARREN  STO»M 2 SSWHM  INITIAL'    //  LFD  FORT21
// EXEC  SWIM.TftCLIB

21
DATA  SET STORM  2,  SEPTEMBER  17,  1976  WArtREK  GENERATING STATION
  1400745 900.   25.  337
  358
  3 S  fc
40
n.o
.05
.03
.C3
1

2

3
„

5
6

7

8
• U



D



b
.04
.05
.03
0.0
1

2

2
1

2
1

2

2
15
I
o.u

.003



1
.04
.05
.03
a.a
a

i

i
0

i
j

i

i
C'.Ol

7






. 04
.11
..'13
0.0

333.
1

2

488.0
*

275 .0
6

7
2

0
0.0
C.003
9 <* 3 . b
VJ3.5
993.5

.04 .04
.11 .07
.05 .03
3.1 0.0

2.61 100.

1 .0 1


1.71 100.


2.53 100.

2!">.

U.U6

21. 74
0.0
0.003
1.0
1.0
1.0

.04
.07
.03
:).a
i
.018

53.13

1
.137

1
.045

325.

2








.05 .05 .05
.07 .07 .03
.03 .03 .03
0.0 0.0 0.0



.137







.022

0.0


D.D 0.0

18.7 .3
18.7 «3
18.7 .3
                                                         0.0      0.0
                                                             0.0
                                                              3.4       b.5
                                                              3.«*       b.5
                                                              3.«»       6.5
                   o.c        o.o        o.o       o.o         .0
                   j.c        c>.c        0.3       o.a         »c
                        ,).i        o.o      luo.a
    11 $ i> I 3.                         -243-
-------
                      •'J . 0
u.u
130.J
                  1.
                      i). J       0 . (J
                            1 .
                       nous.
 L
/*
/L
// FIK
                                 -244-
-------
» *
II
II
II
II
II
II
 II
 II
 II
 II
 * <
FIfv
JOb
DVC
DVC
DVC
DVC
LBL
DVC
LBL
    LNKPRG
    RES   //  LBL iLOKOlfRCLIB
    20   //  LFD PWNTF!
    20   //  LFD FJWT03
    51   //  VOL TWCUG1
             STORM 2 SSWHM INITIAL*
             VOL IHCHCI
             STORM 2 LNKPRG INITIAL*
                              // LFU  TfiCLIB
•WARREN
51   //
•WARREN
EXEC LNKPRG, TWCLI3
             //  LFD FORT21

              // LFU FOR122
   21   22
  0.0  30.     1
    666
    234
   11     1     2
    234
   11     1     2
    234
   11     1     2
  SO1*   TOT  FE   MN
    5   72
    463.661110232.
   13J45.    206U.
    5  -3.6   58211.
    684.     108.
    6  3.6   58211.
    684.     IQfi.
     7-17.9  289443.
   ?400.     537.
    8  17.9  2«9<4**3.
   3-400.     337.
                 3
                 5
                 7
                 _*
                 5
                 3
                  6
                  7
                  6
                  7
                  6
                  7
 7
10
 7
in
 7
10
                                      AL
                                                    TDS
                                    TSS
                                      66660.

                                       3600.

                                       3600.

                                      17900.

                                      17903.
                                                                 7222882.  797126.

                                                                  378712.   «»1795.

                                                                  378712.   41795.

                                                                 1883041.  207815.

                                                                 1883041.  207815.
 FIN
                                    -245-
-------
* X
//
//
//
//
//
//
//
//
//
//
//
//
//
//
//
//
//
//
//
II * *
JOE
OrfC
DVC
DVC
DVC
L3L
DVC
LBL
DVC
LBL
DVC
LBL
DVC
LBL
DVC
LBL
nvc
LBL
EXEC

UUAN
RES /
if) / /
20 //
51 //
•WARREN
51 //
•WARREN
51 //
SLSCRAT
51 //
'UARREN
51 //
SLSChAT
51 //
SLSCRAT
51 //
SLSCRAT


/ LbL iLOKOl
LFD P^N TK
LFD FJRfCJ
VOL T«iCOGl
STORM 2 LNK
VOL TWCDCl
STORM 2 SET
VOL TRCJC1
2 // LFD F
VOL TtfCQOl
STORM 2 QUA
VOL TWCUD1
1 // LFD F
VOL TRCUC1


TRCLIB //



PRG INITIAL'

UPf // LFD

ORT21

N» // LFO

URT26

7 // LFD FORT27
VOL TrtCUGl
<> // LFD F

ORT2d
QUAN.TRCLIB
                                        LFO TkCLIb



                                           // LFU FORT21

                                         FORT23



                                        FORT25
 li
DATA  SLT  STORM 2, SEP1EMHEK  17,  1976   WARREhi GENERATING  STATION
STORM  CONTAINS 1J RAINFALL STEPS
     1        O.J   12
     1     1
     1125
     5     3     h    7
     9     8
OUANTI TVQUALIT i
DATA  SET  STORM 2, SEPTFMBER  17,1976   WARDEN GENERATING  STATION
ALL  LOADINGS TREATED AS FINITE  SOURCES
'liASIN  CONTAINS 3 SUBCA TCHM EN TS ,2  PIPES,AND 3 INLETS
TOTAL  AREA  - fa.PS AC^ES
     0     1     J
     3   21.    .1  30.  o.a    10     a        o.o  o.o   o.o     i    o    o
          1231567
          9         10
       i   2       ?  3      31       45      56       67      78
     9    1L     265.01       0.0        1.5
     1  5.13    134072.                -1.89      .033
     2  2.69    111616.                -1.59      .033
     3  2.6«?     29350.                -1.51      .033
     1  2.69     23181.                -1.17      .033
     5  2.69     39073.                -1.17      .033
     6  2.69     68611.                -1.17      .033
     1  2.69     7591B.                -1.17      .L33
     8  2.69     3G2C3.                 -.80      .U33
     9  1.17     17265.                           .033
   10  U.25     <4?26:>.                 +.79      .033
9'. 9 9 9
     1     1     2                1331.       133.      -1.71       .033        .33
    
-------
    b     6     7                 460.       IB?.      -1.17      .033       .33
    778                 383.       172.       -.98      .033       .33
    8     B     9                 (.90.       137.       -.HO      .033       .33
99999
ENDQUANT
/*
II
II FIN
                                    -247-
-------
//
//
* * -»
 JOb UTLNPS
 DVC HES   //  LBL  iLOKJlTfiCLIB
 nVC 20    // LFD  PrfNTR
                                     //  LFO TKCLIB
 DVC
 DVC
 LBL
 DVC
 LBL
 DVC
 LBL
 DVC
 LBL
 ovc
 LBL
 EXEC
     0
        23   // LFD FJWTC3
        51   // VOL TRC001
        •rfARREN STORM 2 SETUP'
        [>1   // VOL T4CU01
        •WARRCN STORK 2 GUAN*
        51   // VOL TrtCOOl
        SLSCRAT«4   // LfD FORT26
        51   // VOL TrfCOOl
        SLSCRAT7   // LFD FORT27
        51   // VOL TKC001
        SLSCPAT8   // LFD FORT28
         UTLNPS,
                                 // LFD  FORT23
                                // LFO  FORT25
         QUALITY
          U
              20
        1
SULFATES
SULFA1ES
SULFATtS
SULFATES
SULFATES
SULFATLS
SULFATES
SULFATES
SULFATES
SULFATES
SULFATES
TOTAL FE
TOTAL
TCTAL
TOTAL
TOTAL
TOTAL
TOTAL
TOTAL
TOTAL
TCTAL
TOTAL
MANGAKiLSE
MANGANESE
       FE
       FE
       FE
       KE.
       Ft
       FE
       Ft
       FE
       TL
       FE
14NC
'UNGANitSE
ALU^1 I MUM
ALUMINUM
ALUMINUM
      0
se.     3     i
    1.0   O.Q  0.0  O.C   O.Q
 112.DO
 212.CO
 312.00
512.
612.
712.
812.
91
2.
1U12.

1
"3
i
3
n
f
6
7
8
9
1C

1
2
3
U
c,
(»•
fc
7
6
9
lu
1
2
1
G.
0.
0.
3.
G.
a.
u.
u.
0.
0.
I
0.
u.
Li.
U.
u.
G.
a.
a.
Li.
a.
i .
i .
00
00
00
00
00
11
.a
15
15
15
1 5
15
15
15
15
15
15
.0
03
03
03
03
C3
03
03
03
03
03
01
DO
  0

c.o
                                                       0.0  O.Q  0.0  0.0  0.0
                             o.o   a.j  O.Q  a.u  o.o   o.o  o.o  o.o  o.o  o.o  o.
                            0.0   0.0  0.0  0.0  U.O   U.O  0.0  O.Q  0.0   0.0  0,
                            0.0  '.),0   0.0   0.0  O.P  3.0   0.0  0.0  0.0  0.0  0
                                     -248-
-------
ALUMINUM
ALUMINUM
ALUMINUM
ALUMINUM
ALUMINUM
ALUMINUM
ALUMINUM
ALUMINUM
TDS
TDS
IDS
TbS
TDS
TDS
TCS
TDS
IDS
TDS
TtS
TSS
TSS
TSS
ISS
TSS
ISS
ISS
ISS
ISS
TSS
TSS
TEMPERATURE
TEMPERATURE
TEMPERATURE
TEMPERATURE
TEMPERATURE
TEMPERATURE
TEMPERATURE
TEMPERATURE
TEMPERATURC
TEMPERATURE
TEMPERATURE
LAST CONSTITUENT
/t
1 V
/c
// FIKi
3 1 .00
i* 1..DO
s i.on
t i.on
7 l.DU
8 l.Uil
9 i.oa
10 l.CO
i.n
i loo. a
2iao.n
310IJ.O
MlUO.J
51GU.O
biau.o
Tiau.a
Bioa. a
9iua.-}
loioo.a
i. a
1 7.00
2 7.00
3 7.00
t 7. 0(1
b 7.00
6 7 . C 3
7 7.03
e 7.00
9 7. OH
10 7.0-3

1 2i, .
2 2C.
3 20.
4 20.
S 20.
b 2t.
7 20.
fc 20.
9 20.
1C 20.



O.L  a.;j  o.o   o.a   o.n   o.o  o.u  o.o  o.o   o.o  o.o
 .0  o.a  O.D   o.u  o.o  u.o  o.o  o.o  o.o  o.o  o.a
           -249-
-------
               MODEL RUN 2 -  CALIBRATION RUN - STORM SEPT. 17, 1976

                     WARREN GENERATING STATION, WARREN,  PA.
* *  *  *
// JOB  SSWMM
// DVC  kES
// LBL  S>LOK01TRCLIH
// LFD  TWLLIB
// DVC  20
// LFD  PRNTR
// DVC  20   //  LFD F)RTC:'.
// OVC  51   //  VOL T^CDCJl
// LUL  'WARREN  STORM 2  SSWMM CALIBRATION  2«   //  L>'D FORT21
// EXEC SWiM,TRCLIK
/i
21
WA9RCN  GENERATING STATION,  WARRLNI,  PA., STUhM 2  - SEPTEMBER  IT, 1976
 14CU74b 9LiD.   25. 337
 3 5  d
 358
   40     8     1
  •!UQ   .^  .0<«   .04   .D'»   .Q<<   .P'4
•Ob .05
. C 3 .03
.03 0.0
1 1

2 2

3 2
4 1

5 J
6 1

/ 2

8 2
.Cli
1
U.O
Q . (j
U.UD3



U . ,,
U.P

1 .
1 i 6 1; -> 5 t
.Oh .
.1)3 .
0.0 C
0
33
1

1
n
43K
I
0
275
1

1
0.013

T
0
G.O
V93
993

0
"j


11
03
.0

B.
1

2

.0
4

.0
6

7


r>
LJ
.0
03
.5
.5

— t
• C>
.I-


.11 .07 .07 .07 .07
.03 .03 .03 .03 .03
U.O G.O U.O 0.0 0.0
1
2.M ion. .018

l.C J5.J.13 .13?

1
l.M iOU. .137

1
2.53 ICO. ,U41i

2b. 32 5. .022

O.DU1 u

21.74
( ! . 0 C . D
0 .003
i.n iH.7
1 .0 18 .7
1.0 .ib.7
Li . 3 0.0
U.O 0.0
u.-l U.U 1UU.O
-250-
.03
.03
0.0













.0


o.n

.3
.3
.3
0.0
o.u


0.0
    0.0
                                                                             4.6
                                                                O.D
3.4
3.4
                                                                           6.5
                                                                           'fa. 5
                                                                           6.5
                                                                 .0
                                                                 .Q
-------
 0
/*
/(,
// FIN
                         n.u
o.o
                     1.
                         !'..')        u.U
                                1.
1U U. U
         lou.a
                                       -251-
-------
» 4 V  *
// JOB  LNKMRI,
// DVC  RUS   //  LOL i.L.)K )1 fRCLlB    // LFD  T*CLIB
// DVC  2'J   //  LTD PiONfR
// DVC  20   /./  LTD Fort !G3
// DVC  bl   //  VOL T^CJOl
// LBL  «WA:?WrN  STOtiM 2 SSWHM CALiBWAFlON 2»    // LFD  FORT21
// DVC  51   //  VOL TWC001
// LBL  'WAPPEN  S10KM 2 LWKPPL*    //  LFP FOKT?2
// EXEC  LNKPWG,1WCLIB
/S
   2J    22
  D.O   30.     1
    666
    ?     3     t     5    6     7
   111^3710
    i1     J     '+     S    h     7
   I I  .  1     ..'     3    7    A 0
    234567
   1 1     1     ..'     3    7    10
 SOU   TOT FEHN                        4L                  TDSTSS
    5    72
    •468. 66 lilt) 232.
  13'J«*15.   2Q6U.                             fa'tObH.                  7222882,,  797126.
    5  -3.6  58211.
    6bMc    10^.                              3bOO.                   378712e   <«1795.
    6   3.6  58211,
    681.    1C?;1.                              3600.                   376712.   41795.
    7-17.9 2894U3.
   3MDU.    !>37.                             17900.                  1883011.  20781fj.
    8  17.V 2894UJ.
   3"*UO.    537.                             1790U.   .               1883a«
-------
* * *
// JOB
// DVC
// ovc
// DVC
// DVC
// LBL
// DVC
// LBL
// DVC
// LUL
// DVC
// LUL
// DVC
// LBL
// DVC
// LBL
// DVC
// LBL
// EXE
t-
QUAN
RES /
2il //
20 //
51 //
•WARREN
51 //
•WARREN
51 //
SLSCRAT
51 //
•WARREN
51 //
SLSCRAT
51 //
SLSCRAT
51 //
SLSCRAT
C UUAN.T
      /  LBL iLOKOI TRCLIB   //  LFD TRCLIU
       LFD PWNTK
       LFD FORTU3
       VOL TRCJ01
       STORM 2 L"4KPRG»   // LFD FORT21
       VOL TwCOOl
       STORM 2 SFTUP'   // LfO  FOHT23
       VOL IRCODl
      2   // LfD FORr2««
       VOL TRCUCl
       STORh 2 OUAN*   // LFD  FORT25
       VOL TRCUCI1
      4   // LFD FORT2*
       VOL T^CUOl
      7   // LFD FOR f27
       VOL TrfCUOl
      8   // LFD FORT28
      RCLIB
 0
DATA SET STORM
STORM CONTAINS
   •4        n.a
   1    <4
   •4    1     2
   j    3     fa
   9    8
CUftNTITYUUALITY
DATA SET STORM
ALL LOADINGS T«
RASIKi CONTAINS
TOTAL AKEA  : 6.
2,  SEPTEMBER  17,  1976
40  RAINFALL STEPS
I    42
            5
            7
                                     fc GENERATING  STATION
       3
               17,1976  WARREN GENERATING STATION
  I TED  AS FINITE  SOURCFS
  SURCATCHKENTS,2  PIPES,AND 3  INLETS
  >  ACRES
    3
 1
».
 1
 9
 2
 0
, 1
        U.O
                   10
                    3
9
1
2
3
M
5
h
7
v
i
(j
10
!j. 13
2.69
2.69
2. 6 9
2.69
2.69
2.69
2.69
l.<47
U.2t>
10
 3
                    0.0
L..U
0.0
  5
                                                       U.O
0
7
      29550.
      2 3 1 8 1 .
      59078.
      H0203.
      M7265.
      47265.
       -1
       -1
       -1
       -1
       -1
                          5
                         .5
                         
-------
     &     6     7                   <4c,n.       187.       -1.17       .033
     7     7     d                   3115.       172,        -.98       .033
     6     6     s>                   6VO.       1 J7.        -,«U)
99999
EMOOUAiU
/*
/t
//  FIN
                                      -254-
-------
II
//
//
 JOfa
 DVC
 DVC
 DVC
 DVC
 L13L
 DVC
 LBL
 DVC
 LliL
 DVC
 LBL
 DVC
 LBL
' EXE
    0
                               //  I.FU
                                      LFD FORT23
 UTLNPS
 KtS   //  LBL 'iLIKOl TRCL1R
 2 a   // LFD PrtNTR
 20   // LFC FJRTljS
 51   // VOL TrtCtlOl
 •WARREN STOUM 2 SCTIIP'   //
 51   // VJL Tt-'CUO!
 •WARREN STORM 2 QUAN»   // LFD FOKT25
 51   // VOL TrtCUOl
 SLSCRATH    // LFD  FORT26
 51   // VOL TRCiJOl
 SLSCRAT7    // LFD  FORT27
 si   // VOL T«caoi
 SLSCRAT8    // LFD  FORr2«
C UTLNPS,TRCL13
  QUALITY
   0
   1    20
 SULf
 SULFATtS
 SULFATtS
 SULFATLS
 SULFATtS
 SULFATLS
 SULFATtS
 SULFATES
 SULFATLS
 SULFATtS
 SILFATtS
 TOT4L  FE
 TOTAL
 IOIAL
 TOTAL
 TOTAL
 TOTAL
 TOTAL
 1C! A L
 TOTAL
 JOTH
 TOTftL
FL
FE
FL
FE
FE
ft
FE
^ E
ft
FE
             36
      5
   1.1
112.0 J
212.00
312.01!
«»12.00
512.0(1
612.UCI
712.0U
812.on
912.mi

1
2
3
4
5
6
7
6
9
10

1
2
3

\i
'i
*"*
s
5
!i
:i
';,
!»
0
<
jt
3
.03
•
.
.
.
•
.
1
»
*
u
D
0
u
C
0
f
C
0
5
}
J
i
J
J
n
il
]
                              i
                           Q.O
                                  o.o  u.a  o.o   J.Q  o.o  o.o   o.o   o.o  o.o
                       O.D  U.U   Q.O  0.0   0.0   U.LJ  0.0  0.0   0.0   0.0  0.0
                              o.o   n.o  o.o   u.o  o.o   u.o  o.o  o.a   o.o   o.o  o.o
                       u.o  J.o   a
                                              O.il  U.O   0.0  0.0  0.0   0.0  0.0  0.0
                                       -255-
-------
ALUMINUM
ALUMINUM
ALUMINUM
ALUMINUM
ALUMINUM
ALUMINUM
ALUMINUM
ALUM[NJh
TbS
TUS
ros
TDS
TDS
TDS
TDS
TUS
TOS
TUS
TDS
TSS
TSS
TSS
TSS
TSS
TSS
rss
TSS
rss
FSS
TSS
Tt '1PLK •UUC?£
TF MPERATURE
UMPERATURC
TLMPL'R A TURF.
TEMPLR ATUPF.
 LMPFPATUK't
L6ST
X*
XL
XX f
 3 1 .C<)
 *» I.U.I
 5 l.C:>
 t l.DM
 7 1 ,U!J
 b i -ua
 9 l.U'l
1C l.UU
    1 .1)
 nuu.o
 2100.!)
 3100.iJ
 510.J.1)
 610LJ. )
 71U ".'I
 61UJ.J
 9 I Oil. l.)
1 01 U U . !1
    l.i
 1 7.U)
 2 7,'JD
 3 7.0'J
 «» 7 . G 1
 5 7. CD
 6 7.0'J
 7 7.01
 6 7. OH
 9 7.0'J
10 7.0 >
                     1
                     2
                     3
 6
 7
 e
 9
10
    JO.

    /c.
    -•Hi.
    20.
    JO.
    .-'0.

    2H.
    20.
                             D.D   j.n  o.o   o.o  o.n   i.n   o.o  u.n   Q.Q  o.n  o.o
0.0   J.J   0.U
                               L'.n
                                                         j.'j   o.o  a. a   o.o  o.a  o.u
                                       -256-
-------
              MODEL RUN  3  - VERIFICATION RUN - STORM AUGUST 26, 1976

                       WARREN  GENERATING STATION, WARREN, PA
* *  * -t
// JOB bSWMH
// TVC kZS
// LBL iLOKu I T i?C'.I 3
// LFD T^CLl'i
// DVC 2J
U LKu P^NTR
// nvc 20   //  LFP  F.)Rrc«
// DtfC bl   //  VOL  T^CJUl
// LBL  '-jARRtN  SCOKM 1  SSW-1M  CALIBRATION  »5«    //  LFQ F04T2.1
// EXEC  S* iM,T KLI 3
/i
21
JAPM..N oi; NCR AT [NT  STAT tO  -I, tl!)?h
  1 ?r. lu iL 3 Qu .   2^.337
  3  S  8
  3  5  :.i
    2'-J     h     1                                  '    '      '
    . rJ   . 16   . 1 o   .16   .1 f>    1.   U .     :).     C .    -J.
    9.     ).    D.   J.C   U.  1 .11.0   :).J   U.L   J.'J   J.O
      I     1     i]                       1
                   • 33d . i .61  iOU.  . )1-VJ
      2211
                               1 .u   155.13     .1 «?
      i     2     1     2

      4      1      .1                       1
                  4 3 fi . L I . M  i J J.  .137
      52      I     •*

      t>     1     J                       I         •
                  2rcj .D 2.s ".  LOU.  .•)'*:.
      7     7      it
                               ?i.      525.     .J22
      8    2      1     7

      .Lib    0.013              U.D)1                O.U      0.0      0.0      <4 ,f>
            1
         ,1 , :J      ?     L
1 I . 'i 1
(.'.;.) !J.."J
l . n 13,7
1 . il i ti . 7
1.0 18 . /

U.I?
.3
.3
.3

n.u
3.»*
3.M
3. a


6.5
6.5
6.5
          (li         n.-j         o.o         c.c         o.o          .u
          *P         :-,..-'-         0,0         Q«P         L'.fj          .U
          1% tff         ~* ™ '

          i •

                           .1.1         J . u       i u J . '.I
                      i.              -257-
-------
                       ;j.i        a. a     loo.a
                              i.
                        110055.
 P
/*
/I
II F IN
 // JOB  L^KPRG
 // DVC  M£S    // LBL iLOKJl TRCLIB   // LFJ  T&CLI9
 // DVC  2J    //  LFO MNTR
 // PVC  20    //  LFD F3RTC3
 // DVC  51    //  VOL T.JCOQ1
 // LBL  'WARREN  STORM 1 SSWMM  CALIBRATION «5'    // LFD FORT21
 // DVC  51    II  VOL T3CUU1
 // L8L  'WARREN  STO&M 1 LNKPRG CALIBRATION  5*    // LFO FORT22
 // EXEC  LNKPRG,T?CL1 )
? 1
3.0
f)
I
1 1
2
1 1
2
\ \
**! ') 14
M6
11 79
'5
J2
u
12
7-
M .' 1
8
Ml
/-.
n.
// r ;N
?2
30. 1
6 6
? i| r
1 2 3
3 -f 5
1 2 3
345
1 2 3
ror FE /IN
•i.oo 856377.
.?. 20S 1.
-3.6 4^?23.
a . : o h .
3*6 '44921.
:> . 1 G J .
17.9 2233V?.
7. 5?7.
i7.9 223 Jv;?.
7 . b ? 7 .






' 7
' 10
»> 7
7 ID
'j 7
7 1C














                                         AL                 TOS    TSS
                                                                     784,1570.  530742.

                                                                      M2!00.   27S28.

                                                                      112^00*   27828.

                                              179DU.                  20««9550.  138367.

                                              1790U.                  20»«y55a.  138367.
                                        -258-
-------
 *  *  >
'  JUt  C.JAN
{  nvc  K.:S    //  .NL  ,>La* n r~ :L i-i    // t_f j  ih:m>
/  "' ^C  2 •]    //  ;. ,-'j >•'•?•, TK
/  L-VL  2  )    //  L -J F )K Jl J
/ Di/C  :>l    //  v:)L T-tCULl
/ LiiL  *l    //  V3L T JCJL1
/ L1L  •WARRCN  S fO }f>  1  ST.TJP CULlEUAflON  5"    // LFD I
'/ PtfC  bl    //  VOL HC'JCl
'/ L 5L  SLSCRAT2    //  LFD  FOPT24
If CtfC  bl    //  V )L T JC.JCl
f/ LUL  *JA^«CN  STO^M  1  QUA'4  CALl'iW AT 1.0 "J  j«    // LFO H(
^/ OVC  bl    //  VOL TJCilUl
^/ LBL  bLSCRAT4    //  L!: 0  F0^r?3
// CVC  51    //  VOL T ?C,)L i
// LbL  SUS::»AT7    //  Lfu  F ")R T2 1
II fVC  il    //  V)L T *C Jo I
// L3L  SLSCRAT3    //  LFO  f 1^ T 2 J
//  EKtC  3LUN,T'
  n  StT  S rOi?M  If  AU-iU-jf  2..>,  1 J7o    WAS^LN  GE".NCf2
1 *
t 1 2 !>
5357
9 8
3U4NFI fY J'JAL ITY
tAFA SET SfO«r It AUiJST
ALL L04Li[N'JS T^flTri' AS
iitiiN CoJTAlUS 3 SJf-.*ArC
FOT4L ARcA : b.65 At^Li
0 1 3
5 J 4 . .1 3 C . 0 .
1 2
9 11?
12 23
V 1 :j 2 1 i . M 1
1 5. 13 1 S<+ 172.
2 2. j9 1 1 ISM 6.
? 2.oV ?5?3cjr}.
* 2.->v -.'313'-«.
i 2.b9 39.J76.
ij ,>.#jy 'iSSM1*.
f 2.'i9 ^-JUd.
' ..'.!j"r 1H.Z03.
/ :. «7 < 7 ..'6 5.
•" >'•/ y
' 1
^ 4L
j < ,t

> i -:v


2x>t li>73 WAQKJM bF.NEK ATING S1AT10M
f"I *M TE" SOU^C sIS
HM '^rS,2 PlH^ISfA^D 3 I ML ITS


3 10 « 0 » J L, . C J . !l 1 0 0
3^567

3«* 4b 56 6? 78
b.C 1 .5
-I. '39 .033
-1.59 .U33
-1.54 .C53
-1.17 .053
- !. . 1 7 . u J 3
-1.17 .055
-1.17 . U ,5 3
- . i r ! . 0 J 3
*UJ3

iJi><». 135. -1.7M .033
3'D. Ufc. -1.56 .033
1,1. 121. -1.36 .
-------
    6     fe     ?                  '460.       187.      -1.17      .033        .33
    778                  3-J3.       172.       -.98      .033        .33
    889                  6?0.       137.       -.40      .033        .33
99999
ENDQUANT
/*
/C
// FIN
                                  -260-
-------
* * *  V
II JOb  UiLNPS
// PVC  UPS   />  LhL iLUK.ll TKCL iy    //  I.H) TKCLlt»
// OVC  24   II  L^U MM IK
// OVC  2J   //  LTD F )>? fU 5
// DVC  51   //  VOL TrfCOUl
// LOL  •WARKEN  STORM  1  SCTUP CALIBRATION  5*   //  LFD FORT23
// DVC  bl   //  VOL TWCQLl
// LSiL  'WArfRtN  STORM  1  CDAM CALIBRATION  :> •    // LFD FOKT25
// CVC  51   //  VOL TUC'JOl
// LOL  SLSCRAT^    //  LFD  roKT2j
// OVC  hi   //  VHL TUCnOl
// L6L  SLSCRAT?    //  LTD  FORT2/
// nVC  bl   //  VOL THCQU1
// LHL  SL SCR AT 8    //  LTD  FORT2H
// EXEC UTLNPS, I'-^CLla
/t
         QUALITY
          0                '}                            0
     Q     1   21    3t>     \     1
SULFATLS                l.J   0.0   0.5'1  0.0   0 . .1  C.O   il.J  0.0   U.O  D.O   0.0  D.O
bULFATtb            112.0)
SL'LFATtS            212.CJ
SULFATLS            312. LJ
      Tt-.S            512. C^l
SliLFATCS            612.0)
bULFATtb            712.0)
SULFATES            »r:i2.Cl
c.ULFATr:$            912.LJ
SULFATCS           H-i2.'ji                                                   i;
TOTAL  FL                l.J  0.0   ).J  0 .Li   J.J  0.0   J.O  D.U   O.U  0.0   0.0  O.Q
I u T A L  r f            1 Q . 1 5
I u T M..  F L            2 u . 1 5
Ii. T«L  KL            3 0.1 'i
ro'T;L  TL            ^^ti.lS
r i- T ft L  f L            b U . 1 5
U' T t L  r L            fc J . 1 5
f',;TAL  FL            7 L. 15
;U-TAL  Ft            B L.I '3
' L T £ L  F E.            S C . 1 5
'".; ?^L  FE           1C 0.15
i.'-VC f^NLbl               i.O  n.O   '3.3  0 .C   0.0  U.O   3.0  0.0   O.'J  D.O   0.0  D.O
i i 4 (.. A >. il S r 2
- k) r A f , L s -: z
- '•( i?. ,. ic. i
-' .•' sM'Sr. 5
^v<:' ^f. tb-: 6
•• M r,i N : s :: ?
'-1 ' ' ?, - •: 'I : ' fc
--.•:• A i.,.. s: 9
' •-'" 4' ... ; :' H'
i. ;.'-- '„'•:>"
l i- !., j'- i
L .''• i' >'. ?
J . C 3
Q.G3
;.i . L ?
3 . C ?
L.L3
w .C ?
u . r 3
G . L 5
J . li' 3
1. ')
1 . u >
i . L ')
                                         o.o   n.T  c.o   a.o  o.o   a.o  u.o   o.o  o.o
                                           -261-
-------
ALUMINUM
ALUMINUM
ALUMINUM
ALUMINUM
ALUMINUM
ALUMINUM
ALUMINUM
ALUMINUM
TC S
TUS
TDS
TUS
TLS
TJS
TDS
TPS
TDS
TDS
TDS
TSS
TSS
1SS
TSS
TSS
TSS
rss
TSS
TSS
rss
TSS
TEMPCRATUSF
Tf. MPERATJRC
 3 1.0'3
 <4 I.C.I
 5 1 .00
 6 1.03
 7 1.00

 9 1.0'J
10 1.0,1
     i.a
 1 lOO.i)
                     mou.o
                     SiOO.J
                     810D.fl
IQltn.'J
    i.a
 1 7.01)
 2 7.0 )
 3 7.0'J
 *» 7.0Q
 5 7.0r1
 6 7.DJ
 7 7.00
 8 7.0)
 9 7.f3:l
1C 7.0'1
 I
 2
                        20.
                        ?D.
                              C.O   ,1.J  D.O   0.0  0.0   1.1  0.0  0.0  0.0   0.0  0.0
          ii. n  .i.n   o.o
                                                    o.n   o.o  o.o   u.o  o.o   o.o  o.o
TL-iPLf? ATUKi

TL -IPC^AT JWC

T: MPtK Al'Jn -
L-ST  CONST fl
 5
 6
 7
 6
 9
1C
                        20.
                        2C.
                        ,2C.
n,
//
                                       -262-
-------
                       MODEL RUN 4  - STORM OCT.  20, 1976

                     PORTLAND GENERATING STATION,  PORTLAND, PA
* * *  *
// JOB SSWMK
// DrfC 20    //  LFD PJ^NTK
// DtfC 2'J    //  LFO FJHT03
// C5VC hES    // LiJL  iLOKJl TKCLUJ   //  LFU TKCLlti
// PVC 51    //  VOL T.iCOUl
// LOL 'PORTLAND SSwlM*    //  LFQ FO*T21
// EXEC S'wIM,TMCLIb

21
          LLNERATING  STATION,P03TLANI,PA.,S1G«M  1-OC10BER  20,1976
                 2S. 2  2  7
211
211
65
!, . P 0
C .09
C.12
0.12
C.12
D.I 2
b.OO
1
2
3
S
6
7
9
33
1 i
.L
W I,
11
J. 1L
U.0*>
U. 12
U. 12
J.12
U.12
J.IJG
1
J
2
1
4,
2
i
"5
4.
i
U « i.'
1
G . i a
G.C9
0.12
U.12
0.12
0.12
O.OJ
a
i
0
1
0
1
2
0
1
1
7
99 ?.'>
v v 7 . ^
/V 7. '<
J. lu
'1.16
0. 12
a . 1 2
0.12
0.12
j.un
an « .
i
122U.
3
6 9 8 .
b
1 520.
t
7
1C
t .
>,
•^ . ».)
. JJu 5
Q.M
0.16
0 . 1 '.'.
U. 12
3.12
.J.12
u . U 0
13.5,
1 7.*»43
I.
11 .93
1.
6
3
lu.23
1.
5
i. H
i.ll
1 . i 1
1.11
J.H5 J.J5J
0.12 U.12
!).!? 0.12
U . 1 2 0.12
0.12 0.12
U.LJ3 O.CU
1
fU. .Ci>
1
3,33 .OGd
75 317
1
101. .102
.L 223
iOU. .05
7C, -4a2
.0 -452
.P'Jl
1 . 00
H . L;
DLH3
. C J 4
.Glfc
.Jib
.016
J.05 U.OIj 0.09
0. 12 iJ. 12 0.12
U. 12 0.12 0.12
0. 12 0.12 0.12
0.12 0.12 0.12
0. GO O.D'J O.'IQ
.J1C
7
.U169
. J09t
. 0 1 0
. Ou96
.18M J.OD
u . a u . ?
.ouu
.OU3
.UO 3
.OU3
0.
.t is
. f 1 5
• ni5
                                                           0.52 O.OM115
                                                                U.fi

                                                                    1.61
                                                                    2.09
                                                                    2.U9
                                                                    2.09
                                    -263-
-------
              L.L
              0.0

                1.
                        D.C       U.D        O.C        U.O
                        0.0       0 .D        0.0        U.O
                             0.0        0.0     100.0
                                                                  0 .0
                                                                  0.0
                              0.0
                                        0.0
                          1.
                     761129.
                                                100. 0
                                                  100.0
                             J.I        0.0
                                    1.
                              518361.
                             0.0        J.O     100.0
                                              1.
                                         115619.
        0
       /*
       /£
       // FIN
  JOB  LNKPRS
  DVC  RES    // LBL ILOK'Jl TKCL IB
  PVC  20    // LFD P.JNFR
  DVC  20    // LFD FJRT03
  DVC  51    // VOL TRCI301
  LBL  'PORTLAND SSWMM*
  DVC  51    // VOL TRC001
  FXT  SQ,C,l,CYL,l
  LBL  'PORTLAND LNKPRG.'
  EXEC  LNKPRG,1»CL1B
                                      //  LF!) TRCLIb
                            // LFD FORT21
                             // LFD FORT22
/'I
    ?1
  n.o
     6
     2
    1 1
     ->
    1 1
        22
       30.
         6
         J
         1
         7
         *j
         I
                        6
                        7
 7
10
 7
ID
               MN
Sf)1  TOT  FE
   3    12
   32V7.21311130.
                                       AL
1
    -6.
             90.?9'J.
/ *
/1.
    5  o.U   9C29J.
   FIN
                                            297360.
                                              b!80
                                              616U.
                                                            TDS
                                                                 TSS
                                                                   200569321751787.

                                                                    116810.   98818.

                                                                    116810.   98818.
                                      -264-
-------
II JOfc  tJCM
// r VC  kES    // L VC  SI    //  VOL T.) , 1 9 76 ,POK TL AND  GLUEHATING  STATION
 ALL LOADINGS TREATED AS FINITE SJUKCLS
 BASIN  CONTAINS  «*  S UB CA 1C >W LN I S f 3 PlKtSiANO  2  INLETS
 T( TAL  AKEA - 52.97 ACWLS
     0     1     0
     3   Z<».   . 1  JO.  »).J     7     S         3.3  C.C   0.0     1     0     0
           1231567
       •12        3        O.I        1.5
     I  3.33     93361.                 -3. 31       .053
     2  3.05     92S322.                 -2.37       .033
     3  3.05     7^?22.                 -3.>0«»       .L33
     4  B..J5   IJL'^^J.                 -3.71       .033
     S  u.MM   17263B.                 -3.2fc       .033
     6  5.95     71779. •                  Li .U       .U 53
     7  <4.b9     71770.                  -.48       .033
     9
     I     ]     2               <4!J2.<4'4     253.23      -?.8<4       .033          .2
     2     Z     i               t»02.U4     22<4.U9      -2.71       .033          .2
     3     3     '4               2*41. ') 6     2i*b.i*3      -3.38       .033          .?
     H     H     5               9bb.Bij     2J8.feb      -3.U9       .033          '• 2
     i     t     b               atJ^.tiB     1/6. 3b      -1.63       .U33          .2
   9 " 9
 //  f I'-
                                     -265-
-------
                           // LFD FORT23
JOb UTLNPS
DVC RES   //  LBL  iLOKOl TRCL 13
DVC 20    // LFD  PtfNTR
DVC 20    // LFO  FORTU3
DVC 51    // VOL  TRC001
LBL fPORTLAND SETUP*
DVC 51    // VOL  TRC301
LBL 'PORTLAND QUAN*    // LFD FORT25
DVC 51    // VOL  TtfCOOl
LBL SLSCRAT<4    // LFD FORT26
DVC 51    // VOL  TRC001
LBL SLSCRAT7    // LFD FORT27
DVC 51    // VOL  TKCDOl
LBL SLSCRAT8    // LTD FORT28
EXEC UTLNPS,TRCLlil
                                    // LFD  TRCLIB
/I
    0
SULFATES
SULFATES
SULFATES
SULFATES
SULFATLS
SULFATES
SULFATLS
SULFATES
TOTAL FL
TOTAL
TOTAL
TOTAL
T C T A L
TOTAL
TC TAL
TOTAL
        QUALITY
         D
         1    20
      FE
      FE
      FE
      FE
      FE
      FE
      FL
WfiNbANL'SE
HA NTiANtSC
HAN6ANESE
IfiNP ANESC
•UMGANLSC
•1ANGANESE
    INJK
il
    I NUM
3b
                      0
                      3
                    214.00
                 5l«* .00
                 614 -00
                 7m. 03
                    1.0
                    .50
                    .50
                    .50
                    .50
                    .50
                    .50
                    .50
1
2
1
2
3
«*
5
6
7

1
•>
A,
3
14
5
C
7

1
— -.
t
.05
• OS
.05
.OS
.05
.C5
.C5
1.0
0.5
U.5
0.5
J.5
O.b
J.5
n.s
i. J
65.
b5.
          1
        0.0
                                 j.o  o.o   o.o   o.o   o.o  o.o  o.o  o.o  a.a   o.a
                            a.a  o.o  o.o   o.a   c.o   a.a  o.o  o.o  o.a  o.o   o.o
                         o.o  o.a  o.o   o.o   o.o  o.o  o.o  a.a  o.o   o.o   o.o
                            0.0  3.0  0.0   0.0   0.0  U.Q  0.0  0.0   0.0   0.0  0.0
                            n.n  j.o  o.o   o.a   o.o  a.a  o.o  o.o   o.o  o.o  o.o
                                        -266-
-------
ins                  n   (>i.
TLS                  5   b5.
TOS                  t.   f,5.
TPS                  7   65.
1SS                     1«J   l-»0   J»0  0.0   T.J  u.O  0.0   U.O  0.0  0.0   3.0  0.0
TSS                  1   15.
TSS                  2   15.
TSS                  i   15.
TSS                  
-------
                                 TECHNICAL REPORT DATA
                          (1'leosc read Instructions on the reverse before completing)
 1. REPORT NO.
  EPA-600/2-77-199
     2.
 4. TITLE AND SUBTITLE
 Sampling and Modeling of Non-Point Sources at a
    Coal-Fired  Utility
                                 3. RECIPIENT'S ACCESSION NO.
                                 5. REPORT DATE
                                 September 1977
                                 6. PERFORMING ORGANIZATION CODE
 7. AUTHOR(S)

 Gordon T. Brookman
                                                       8. PERFORMING ORGANIZATION REPORT NO.
 9. PERFORMING ORGANIZATION NAME AND ADDRESS
                                                       10. PROGRAM ELEMENT NO.
 TRC--The Research Corporation of New England
 125 Silas Deane Highway
 Wethersfield, Connecticut 06109
                                 1NE624
                                 11. CONTRACT/GRANT NO.

                                 68-02-2133, Task 2
 12. SPONSORING AGENCY NAME AND ADDRESS
 EPA, Office of Research and Development
 Industrial Environmental Research Laboratory
 Research Triangle Park, NC  27711
                                 13. TYPE OF REPORT AND PERIOD COVERED
                                 Task Final: 1/76-5/77	
                                 14. SPONSORING AGENCY CODE
                                  EPA/600/13
 15.SUPPLEMENTARY NOTES jERL-RTP project officer for this report is D. Bruce Harris,
 Mail Drop 62, 919/541-2557.
 16. ABSTRACT
               repor(. gjves results of a measurement and modeling program for non-
 point sources (NPS) from two coal-fired utility plants, and the impact of NPS on
 receiving waters. The field measurement survey, performed at two utility plants in
 Pennsylvania, included measurement of overland runoff from NPS and river sampling
 upstream and downstream of each plant site. NPS sampled were storm water runoff
 and leachate from coal storage piles and runoff from impervious areas such as par-
 king lots and roofs which were covered with dust fallout from coal and ash handling
 operations. A mathematical model was developed to simulate both the quantity and
 quality of industrial NPS pollution and its impact on receiving waters. Field data
 indicated that NPS pollution from utilities had little impact on the two rivers , com-
 pared to the impact from sources  upstream of each site.  Modeled results compared
 to field measurements within a factor of 4 for both the quantity and quality of storm
 water runoff and its impact on the quality of the receiving waters. Field survey
 results indicate that, for a cost-effective program,  sampling must be supplemented
 with modeling (the modeling results indicate that the developed model can be used
 with a minimum of field data to successfully simulate industrial NPS pollution and its
 impact on receiving waters for the utility industry).
 7.
                              KEY WORDS AND DOCUMENT ANALYSIS
                 DESCRIPTORS
 Pollution
 Utilities
 Combustion
 Coal
 Coal Handling
 Measurement
Mathematical Models
Runoff
Stream Pollution
Coal Storage
Leaching
Dust
                    b.lDENTIFIERS/OPEN ENDED TERMS
Pollution Control
Stationary Sources
Non-Point Sources
                                                                   c. COSATI Field/Group
13B

2 IB
2 ID
15E
14B
  12A
  08H

  081
07D,07A
  11G
 3. DISTRIBUTION STATEMENT

 Unlimited
                     19. SECURITY CLASS (This Report)
                     Unclassified
                         21. NO. OF PAGES
                            275
                     20. SECURITY CLASS (Thispage)
                     Unclassified
                         22. PRICE
EPA Form 2220-1 (9-73)
                    -268-
-------