" " u~cFILE GO0) US Army Corps

~of Engineers

The HydrologicEngineering Center

Water Quality Modeling of

Reservoir System Operations

Using HEC-5 DTiC

S ELECTED

*P~~~NSTATEMEN AAppoveA toz public zeleasel

Db ' xu,,on Unlimited I

Training Document No. 24

September 198788 614 ot

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TRAINING DOCUMENT NO. 24

WATER QUALITY MODELINGOF RESERVOIR SYSTEM OPERATIONS

USING HEC-5

," ,

R.G. WILLEY

SEPTEMBER 1987 .

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..........

US ARMY CORPS OF ENGINEERSWATER RESOURCES SUPPORT CENTERHYDROLOGIC ENGINEERING CENTER

609 Second StreetDavis, California 95616

FNI

WATER QUALITY MODELINGOF RESERVOIR SYSTEM OPERATIONS

USING HEC-5

TABLE OF CONTENTS

CHAPTER TITLE PAGE

TABLE OF CONTENTS i

LIST OF FIGURES ii

I INTRODUCTION 1

II MATHEMATICAL MODEL 3

III RESERVOIR SYSTEM DESCRIPTION 11

IV APPLICATION PROCEDURE 13

V SIMULATION RESULTS 18

VI SUMMARY 20

VII REFERENCES 21

APPENDIX

A HEC-5 Input for Water Quality Modeling

B Selected HEC-5 Printer Output for Water QualityModeling

C Selected Graphical Displays of Output

I-

LIST OF FIGURES

NUMBER TITLE PAGE

1 Typical Reservoir System Schematic 2

2 Geometric Representation of a Stratified 5Reservoir and Mass Transport Mechanism

3 Geometric Representation of Stream 7and Mass Transport Mechanism

4 Sacramento Valley Reservoir System 12Schematic

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CHAPTER I

INTRODUCTION

The U.S. Army Corps of Engineers is responsible for theoperation of hundreds of multiple purpose reservoirs in additionto maintenance of hundreds of miles of non-reservoir projects(e.g., levees and navigation channels). Management of reservoirreleases for water quality can be analyzed to determine theoperation with any one of the numerously available reservoircomputer programs [WRE 1969a, HEC 1972, U.S. Army 1977, HEC 1978,Loftis 1980]. With river water quality programs, the impact ofspecified reservoir releases can be evaluated at downstreampoints of interest [HEC 1978].

The problem with using single project models is thedifficulty of coordinating releases among projects which impacton a single location. This is particularly obvious in Figure 1where the operation of both reservoirs A and B impact on theamount and quality of water at City A (i.e., control point 3).As the system is expanded further downstream, the computationsnecessary to provide a best operation of reservoirs A through Dfor control point 7 obviously require a comprehensive systemapproach.

The "HEC-5, Simulation of Flood Control and ConservationSystems, Appendix on Water Quality Analysis" computer model [HEC1986] has been developed specifically for evaluating the type ofproblem shown in Figure 1. The model is capable of evaluating areservoir system of up to ten reservoirs and up to thirty controlpoints. The model will determine a best system operation forwater quantity and quality; evaluating operational concerns likeflood control, hydropower, water supply, and irrigationdiversions. Changing needs and natural inputs can also beaccommodated.

The HEC-5 water quality routines can be used to determinethe quality constituents available with the best system waterquantity operation or alternately the best water qualityoperation. The model can analyze water temperature, up to threeconservative and three non-conservative constituents, dissolvedoxygen and phytoplankton. Optional computation intervals fromhourly to monthly are available. Graphical post-processorcapability can be interfaced through other available software.

This training document provides guidance on the applicationof the HEC-5 computer program to a typical water quality study.The purpose of this training document is to familiarize the firsttime user of HEC-5 with the procedure to follow for collecting,assembly, and manipulating water quality input data. Theoptional types of executions and the proper interpretation ofresults are also discussed at some length. The author conveysmany significant items not normally discussed in a users manualor even in short course lectures. These items resulted fromexperience gained by completing several studies with this waterquality model.

1

Following the procedures in this document will help thereader apply HEC-5 to routinely encountered problems involvingevaluation of water quality conditions in existing and/orproposed multipurpose reservoir systems. 0

The HEC-5 water quality model is new and therefore aresearch tool until it has been successfully applied to numerouspractical problems. The HEC would appreciate your comments andobservations which could be added to this report or to the usersmanual regarding experiences with the application of HEC-5. Asdesirable improvements are identified, modifications will bemade.

Additional assistance in understanding HEC-5 is available bycontacting Mr. Willey at (916) 551-1748 or (FTS) 460-1748.

Reservoir A

Reservoir B

r2

City A Reservoir C

4

Reservoir 0D

city B - Ji.

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Figure 1

TYPICAL RESERVOIR SYSTEM SCHEMATIC

II..-

CHAPTER II

MATHEMATICAL MODEL

The mathematical model, "HEC-5, Simulation of Flood Controland Conservation Systems, Appendix on Water Quality Analysis,"has been used to analyze the Sacramento Valley (Willey 1985],Kanawha River Basin [Willey 1986), and the Monongahela RiverBasin [Willey 1987] Reservoir Systems. The computer programUsers Manual [HEC 1986], and several technical papers (Duke 1984,Willey 1982, 1983, 1984, and 1987] adequately document thedetails of the model concepts and the input description, so onlya brief overview is provided in this chapter.

The HEC-5 water quality computer program is composed of aflow simulation module (HEC-5A) and the water quality simulationmodule (HEC-5Q). They are an integrated package with feedbackcapability between the two modules. Each module, the gateselection routine and the flow alteration option are describedbelow.

Flow Simulation Module

The flow simulation module was developed to assist inplanning studies for evaluating proposed reservoirs in a systemand to assist in sizing the flood control and conservationstorage requirements for each project recommended for the system.The program can be used in studies made immediately after theoccurrence of a flood to show the effects of existing and/orproposed reservoirs on flows and damages in the system. Theprogram should also be useful in selecting the proper reservoirreleases throughout the system during flood emergencies in orderto minimize flooding as much as possible and yet empty the systemas quickly as possible while maintaining a balance of floodcontrol storage ("balanced pool") among the reservoirs.

The above purposes are accomplished by simulating theoperation of a system of reservoirs of any configuration forshort interval historical floods or for long duration nonfloodperiods or for combinations of the two. Specifically the programmay be used to determine:

a. Flood control and conservation storage requirements foreach reservoir in the system.

b. The influence of a system of reservoirs on the spatialand temporal distribution of runoff in a basin.

c. The evaluation of operational criteria for both floodcontrol and conservation (including hydropower) for asystem of reservoirs.

d. The expected annual flood damages, system costs, andsystem net benefits for flood damage reduction.

e. The system of existing and proposed reservoirs or otheralternatives that result in the maximum net floodcontrol benefits for the system by making simulationruns for selected alternative systems.

3

Water Quality Simulation Module

The water quality simulation module was developed tosimulate temperature, as well as three user-selected conservativeand three user-selected non-conservative constituents. The modelalso allows dissolved oxygen to be simulated if the user selectseither carbonaceous or nitrogeneous oxygen demandingconstituents. An option for phytoplankton evaluation is alsoavailable°

The water quality simulation module accepts system flowsgenerated by the flow simulation module and computes thedistribution of all the water quality constituents in each of thereservoirs in the system and their associated downstream riverreaches. The reservoirs may be in any arbitrary parallel andtandem configuration.

The water quality simulation module also selects the gateopenings for reservoir selective-withdrawal structures to meetuser-specified water quality objectives at downstream controlpoints. If the objectives cannot be satisfied with thepreviously computed "balanced pool" flows, the model will comrputea modified flow distribution necessary to better satisfy alldown-stream objectives. With these capabilities, the planner mayevaluate the effects of proposed reservoir-stream systemmodifications on water quality and determine how a reservoirintake structure should be operated to achieve desired waterquality objectives within the system.

Each reservoir is assumed to be a control point, in keepingwith the concepts used in the development of the flow simulationmodule. Additional control points may be placed in the streamsystem below the reservoirs at stream confluences and any otherdesirable locations.

Computational time steps from hourly to monthly areoptional. The model is limited to simulations of one calendaryear.

The reservoirs are represented by a series of one-dimensional horizontal elements such as those shown in Figure 2.Each horizontal element is characterized by an area, thicknessand volume. In the aggregate, the assemblage of layered volumeelements is a geometric representation of the prototypereservoir. This one-dimensional representation has been shown torepresent adequately water quality conditions in many deep, wellstratified reservoirs by Eiker [US Army 1977], Baca [1977] andWater Resources Engineers [1968, 1969a, 1969b].

Each horizontal layer is assumed to be completely mixed withall isopleths parallel to the water surface both laterally andlongitudinally. External inflowL and withdrawals occur assources or sinks within each layer and are instantaneouslydispersed and homogeneously mixed throughout each element fromthe headwaters of the impoundment to the dam. It is not

4%

p.

Evaporation Tributarylnf low

Inflow

FLOOD CONTROL

Vertical Advection a .

Effective Diffusion

''WATER CONSERVATION

STORAGE

Outflow

INACTIVE STORAGE

Figure 2

GEOMETRIC REPRESENTATION OF A STRATIFIED RESERVOIRAND MASS TRANSPORT MECHANISM

possible, therefore, to mcdelonuturlnal variations in waterquality constituents. Simul±,Tion raslts are most representativeof conditions in the main reservoir body.

Vertical advection is governed by the location of inflow to,and outflow from, the reservoir. Thus the computation of thezones of distribution and withdrawal for inflows and outflows areof considerable significance in operation of the model. The WESwithdrawal method [Bohan 1973 is used for cetermininc theallocation of outflow. 'ine !iJ., r ,ow al Iocation method[Debler 1959] is used Lor the :>icement of inflows.

Vertical advection (physical movement ol mass due tocontinuity balance) is the net interelcment flow and is one oftwo transport mechanisms used in the module to transport waterquality constituents between elements. Effective diffusion isthe other transport mechanism. The effective diffusion iscomposed of molecular and turbulent diffusion and convective(physical movenCr1oi -' -i r dK, i to troi 0t Ibity) mixing.

Wind and flow-inducco turoujent diffusion and convectivemixing are the dominant ,onponents of effective diffusion in theepilimnion of most res-rvs-. .. q!i-cent, well-stratifiedreservoirs, molecular di4 luso:. way b-e a significant component inthe metalimnion and hypoiimniop. For deep, well-stratifiedreservoirs with significant inflows to or withdrawals from thehypolimnion, flow induced turbulence in the hypolimniondominates. For weakly stratified reservoirs, wind induced orwind and flow induced turb'lent diffusion will be the dominantcomponent of the effective diffusion throughout the reservoir.One of two methods may be selected by the user to calculateeffective diffusion coefficients. For shallow weakly stratifiedreservoirs, the winA cort....ed mixing [HEC 1978] method isappropriate, whilc r-e staf itv oethod AHEC 1978] is moreappropriate for deeper wel! stratified reservoits. Both of thesemethods have been shown in numerous applications to adequatelyrepresent the mixing phenomena for heat and dissolved waterquality constituents when properly applied.

The stream system is represented conceptually as a linearnetwork of segments or volume elements as shown in Figure 3.

* Each element is characterized by length, width, cross-sectionalarea, hydraulic radius, energy siope, Manning's n, and a flow anddepth relationship. Flow rates at stream control points arecalculated within the flow simc!-,vicn nodule using any one of theseveral programmed hydrologic routing methods. Within the flowsimulation module, incrementa1 local flows (i.e., inflow betweenadjacent control points) are assumed to be located at the nearestcontrol point.

Within the water quality simulation module, the incrementallocal flow may be divided into components and placed at differentlocations within the stream reach (i.e., that portion of thestream bounded by the two control points). A riow balance is

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Poi nt

Control Volume Element

Calculation Nodes deto

Control Point or Withdrawal

Adve ction

Figure 3

GEOMETRIC REPRESENTATION OF STREAM SYSTEM ANDMASS TRANSPORT MECHANISM

7

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used to determ-inr thet t' ~r rucndaries. A ny tilowimbalance (i. e. , Th'-e Ifter. f 1 t1 t f at~ the upstreamcontrol point plus alJ trint-tiry irif ar., anth,2 f low at thedownstream control pn7ri is unis' riud rmiy to the flowsat each element bounda ry On- I' ritel" eIri~,n* ows areestablished, the clepth., r ci 'a ss sectionil areaare computed at each o~enen D'r~ e,'-er b~y using the inputflow-depth relationsh~i o.r b .sr.dr

Gate Selection Rout"-

once the des re-I -e,~ .sro n-~ target waterquality to mot .s:o--a .ac: tl:? --ateselection aigori:'_ m utt _rmince: p,_rts sl )uld be open andwhat flow rate shou_._ pa: a -! o'A open. tort in orier tomaximize a particu ar tuncticn o)f the cdownstreim water qualitytafget concentrations. Solution ot thiF problem is accomplished

by using nathenai: ,D1ini-,.-tion ton:u. The object~ve

function C.-.- '1

subject to vai o.: . rv i orts.

The reservoir in-a "r 1-iaa~r cushavo, p t-, two %.et wells,containing up t( 5 ~-s ~ sO~ Outlet.It is assumed t1hat-r ~ 'i . hs ports (inc lud4n cthe flood control outlet) eve~ rt-e-voir through a commonIpipe. At any given time, cr1i ;ie port in either wet well andthe flood control outlet may he peraited. Hence, the algorithmprovides flows thro'u-htre -1( T

The HEC-5 modew as rvide>; for r-eleases th',rough anuncontrolled spillway. These releases are not a part of the gateseiection algorithm, but the wtrquaLity of the spillwayreleases are cons L>-a : by t!h 7C,eCoti(n algorithm..

The algorithm proceco,:s uy conside.ring a seqncnce ofproblems, each representing a dit~erent combination of openports. For each combination, t-in optimal allocation of totalflow to ports is 6eterrmned. lhe combination of open ports withthe highest water quality index et'lnes the optimal operationstrategy for the time pe'LJod urder --o-!-ideration.

There are fotir different t's!'es of combinations of open* ports. For ore-p-rt rclrr : of thie flow is taken from a

single port and the w At er ivual -.d Ais computed. For*two-port problems, o nt. a> 71 -re oort in each wet wellI and

combinations of eacla paiL vA_ ho ticod gate are considered.For three-port problems, combinations of one port in each wetwell and the floodgate are ccnstdicred. The total flow to bereleased downstream -.s spc"ciicd nxternally to the gate selectionroutine, but if the Tb;;io alteration Liption is selected, then theflow can be treated as an additional decision variable and theflow for which the water quality index is maximized is alsodetermined.

_N_%5 A_ N

For each combination of open ports, a sequence of flowallocation strategies is generated using a gradient method, agradient projection method, or a Newton projection method asappropriate. The value of any flow allocation strategy isdetermined by evaluation of a water quality index subject to thehydraulic constraints of the system. The sequence converges tothe optimal allocation strategy for the particular combination ofopen ports. These problems are solved very efficiently by usingmathematical optimization techniques that take advantage of theproblem structure, namely a quadratic objective function withlinear constraints.

Flow Alteration Routine

The flow alteration routine is designed to change thereservoir releases, computed by the flow simulation module, tobetter satisfy the stream control point water quality objectives.Timing of intervening tributary inflows are considered. Secondorder effects, such as reaeration and external heating due toincreased or decreased stream surface area, are not included.

The calculation procedure for the flow alteration option isas follows:

1. The relative mass of a water quality parameter beingsimulated that needs to be added to the flow at thecontrol point (for those constituents below the target)or reduced in the flow at the control point (for thoseconstituents above the target) is computed.

2. The average reservoir release concentration is computedfor all reservoirs for which the constituentconcentration in the releases is greater than thetarget concentration at the control point of interest(for those constituents below the target) or for whichthe constituent concentration in the releases is lessthan the target at the control point of interest (forthose constituents above the target). %

3. The total dilution flow requirement is then computed bydividing the result of step 1 by the result of step 2to provide the total flow release needed to bring theconstituent concentration at the control point ofinterest to the target.

4. The flow is then apportioned to the reservoirs capableof bringing the control point constituent concentrationto the target in proportion to the flows originallycomputed for those reservoirs by the flow simulationmodule.

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Thus the flow alteration requirement can be computed foreach control point and for each constituent. The variouscomputed flow rates are then combined by using the coefficientsof a linear programming objective function and the deviation ofthe respective constituent concentrations from the targetconcentrations at each respective control point.

Once the flow augmentation requirement is determined, theflow simulation module is recalled and the computations for flowand water quality are repeated for the final results.

Summary

HEC-5 model is capable of simulating the water qualityeffects of the operation of a system of reservoirs. Eachreservoir may be operated to satisfy a number of objectives,including flood control, low-flow, hydropower production, watersupply and water quality control. The water quality portion ofthe model simulates temperature and eight water qualityconstituents including dissolved oxygen and phytoplankton. Themodel will determine the water quality needed from all reservoirreleases to meet specified downstream water quality objectivesand will determine the gate openings in each reservoir that willyield the appropriate reservoir release water quality. Should itbe necessary, flows will be altered to ensure that downstreamwater quality objectives are met. The model selects the "best"solution for the system-wide reservoir operation.

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~4 ** V *.'~ ------------------------------------------------------ I'

CHAPTER III

RESERVOIR SYSTEM DESCRIPTIONI

The Sacramento Valley reservoir system consists of fourmajor reservoirs as shown in Figure 4. Shasta and Keswick aretandem reservoirs in parallel with Oroville and FolsomReservoirs. Numerous tributaries and irrigation diversions areinvolved.

Shasta and Keswick Reservoirs are located on the SacramentoRiver in northern California in the northern end of theSacramento Valley about 240 river miles north of Sacramento.Keswick is a reregulation reservoir designed to even-out thedaily hydropower releases from Shasta. Below Shasta and aboveKeswick, inter-basin water transfers enter the Sacramento Riverthrough Spring Creek. Along the Sacramento River, Cow Creek andCottonwood Creek are major inflowing tributaries and theAnderson-Cottonwood, Tehama-Colusa, Corning and Glenn-ColusaIrrigation District Canals are major irrigation diversions.

Oroville Reservoir is located on the Feather River in theSierra foothills about 95 river miles north of Sacramento. Majortributaries entering the Feather River include the Yuba and BearRivers. Major diversions are located immediately below OrovilleDam from the Thermalito Afterbay. The Feather River flows intothe Sacramento River near Verona.

Folsom Reservoir is located on the American River in theSierra foothills about 30 miles east of Sacramento. The AmericanRiver below Folsom Reservoir is leveed with no major tributariesentering before its confluence with the Sacramento River atSacramento (I Street).

The Sacramento River continues to flow south towards the SanFrancisco Bay via the Sacramento and San Joaquin Delta. Thisstudy's lower boundary is located near Hood about 20 miles southof Sacramento and just upstream of the Delta's maze ofinterconnected waterways.

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SHASTA

THERMALITOAFTERBAY

8 ttle SBEND BRIDGE Yb

GCII

HAMILTON CITY 4

BUTE CTYBear ive

COLUSA ~NICOLAUS

KNIGHTS LANDING

OAKS

HOOD

Figure 4

SACRAMENTO VALLEY RESERVOIR SYSTEM SCHEMATIC

12

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*44

CHAPTER IV

APPLICATION PROCEDURE

The application of the HEC-5 to the Sacramento Valleyreservoir system, described in Chapter III, or to any othersystem begins with data collection, assembly, and manipulation.Each of these tasks in addition to model execution is discussedbelow. Interpretation of results is discussed in Chapter V.

Data Collection

The HEC-5 model data requirements are similar to those ofmost comprehensive water quality models. The data to becollected are categorized into three types; time independent,required time dependent and optional time dependent.

The time independent data include: physical description ofthe reservoir (i.e., elevation vs. volume, surface area and dis-charge capacity; and vertical reservoir segmentation), physicaldescription of the river (i.e., river mile vs. cross section andchannel discharge capacity; and river reach segmentation), con-trol point desired and required flows, model coefficients (i.e.,flow routing; reservoir diffusion; physical, chemical and biolo-gical reactions rates) and initial conditions for the start ofthe simulation. The input data for the Sacramento Valley reser-voir system is shown in Appendix A. The time independent datafor the water quantity input are on the RL, RO, RS, RQ, RA, RE,R2, CP, ID and RT records. For the water quality input, the timeindependent data are on Ll, L2, LR, L3, L6, L7, L8, PL, L9, Cl,C2, C5, C6, C7, SA, DK, CR, S1, S2, SR, S3, S4 and KR records.

The required time dependent data include: evaporation, windspeed, cloud cover, air temperature, dew point temperature, flowdiversions, inflow quantity and quality for all reservoir andriver tributaries, discharge quantity from reservoirs, andcontrol point target water quality conditions. The timedependent data are on the R3, IN, QA and QD records for the waterquantity input. The input for the water quality portion are onthe EZ, ET, CT, 12 and 14 records.

The optional time dependent data include: reservoirstorages; river flows at other than control points; and reservoirwater quality profiles and river time series plots. These dataare used as checks (using auxillary graphics programs) on themodel output in contrast to the previously mentioned data whichare required to make the model work. This data is referred to ascalibration data.

Data Assembly

Sources for the data categorized above are numerous. Ingeneral, they include all water-related agencies at the federal,state, local and private levels. To name a few, the followingshould all be considered when searching for data:

13

]5

Corps of Engineers (COE)Bureau of Reclamation (BUR)

Geological Survey (USGS)Environmental Protection Agency (EPA)state departments of natural resources

state environmental protection agenciesstate colleges and universitiescity and county public works offices

utility, water and flood control districts

Meteorological data (dry bulb temperature, dew pointtemperature, cloud cover and wind speed) are readily available

from the U.S. Weather Service, local airports and universities.The primary data source for Corps of Engineers offices is theU.S. Air Force Environmental Technical Applications Center (OL-A D

USAFETAC) and for other offices is the NOAA's National WeatherService (NWS) office; both in Asheville, North Carolina. Theyshould be contacted early in the data assembly task, and an order

should be placed for the required meterological data. Normallyit will take 30 to 60 days to receive the data after the requestis made. This data service is free to the Corps of Engineers and

is documented in Department of Army Pamphlet 115-1. It isrecommended that data format CD 144 be requested from OL-AUSAFETAC at (FTS) 672-0218 or NWS at (704) 259-0682.

Data Manipulation V

For simplification, the meteorological data should bereformatted with the "Weather" computer program [HEC 1986] and;

then input to the "Heat Exchange" computer program [U.S. Army1977], available from HEC, which provides output in the formnecessary for the HEC-5 program (i.e., ET record images). If

HEC-5 computation intervals shorter than daily are going to beused, the use of the "Heat Exchange" program should besubstituted with a similar utility program.

The cross-sectional data may be already available in theproper format if previous flood plain or flood damage analysiswere studied using the HEC-2 program. Because HEC-2 is a widely

used water surface profile program, the author has found thecross-sectional data already available in the proper format onmany past water quality studies. For simplification, the HEC-2 '

type data should be input to the "GEDA" computer program (HEC1981], available from the HEC, which provides output in the formnecessary for the HEC-5Q program (i.e., S3 card images).

The meteorological and cross-sectional data account forabout 60% of the water quality portion of the data to be preparedon a typical study.

Tributary inflows, diversions and reservoir discharges maybe readily available from WATSTORE and STORET data systems.WATSTORE is managed by the USGS and contains streamflow data.STORET is managed by the EPA and contains water quality data.These computer data systems can often provide the necessary

14

inflow and reservoir discharge quantity and quality data.Modification of output format to the required HEC-5 input formatfor the IN, QA, QD and 14 cards is trivial. Past experience hasshown that the flow data from WATSTORE is often not available atthe same location as water quality data from STORET. Thereforejudgement must be used to determine its usability by directtransfer of location or appropriate adjustment. The two types ofdata must be compatible for the computer program to calculate theappropriate constituent load time series. This type of data isabout 20% of the water quality portion of the input data.

The remaining 20% of the typical data set is located bysearching through COE reservoir regulation manuals, searchingthrough COE files and making numerous judgement decisionsregarding a thorough knowledge of the study objectives, thedrainage area being studied and the concepts employed by theHEC-5 model.

Model Execution

The model can be used in several different ways. Thecheapest, fastest execution, also requiring the least datapreparation, is a steady state analysis. The input, calculationand output intervals are monthly. These may be used forscreening monthly data for multiple years to find a criticalperiod (poor water quality condition) for more detailed analysis.This method will only find the most critical period of at leastmonthly duration and not necessarily critical periods of shorterduration.

The model can be used to study temperature only ortemperature and any combination of up to three conservativeparameters (i.e., chlorides, total dissolved solids - TDS,alkalinity, specific conductance), up to three nonconservativeparameters (i.e., coliform, carbonaceous biochemical oxygendemand - CBOD, ammonia) and dissolved oxygen (DO). If thephytoplankton option is requested, the parameters in the modelmust include at least temperature, TDS, nitrate, phosphate,phytoplankton, CBOD, ammonia, and DO. The more parameterssimulated, the more computation and data preparation timeinvolved. The phytoplankton option is particularly timeconsuming since all the parameter calculations possible are beingperformed with this option.

The model can be used for existing and/or proposedreservoirs. If an existing condition is being simulated, usuallythe objective is to reproduce historical events through modelcalibration. The calibration option can take about 50% lesscomputer time because the time-consuming linear programmingalgorithms are not used.

Calibration should begin by reproducing observed temperatureprofiles in the reservoirs and stream channels. The reservoirdiffusion coefficients, Al and GSWH, provide the best initialadjustments. The second step in reservoir calibration involvesadjustments to the three factors affecting light penetration:

15

secchi disk; solar radiation absorbed near surface, XQPCT; anddepth associated with XQPCT amount of solar radiation. The abovefive variables are interrelated and will need to be adjustedsimultaneously. Although many other variables affect the thermaland water quality constituent calibration of reservoirs, it isnot recommended to adjust them unless you have more data thannormal for reproducing observed profiles. Reservoir calibrationdecisions may include the user's choice of the input weatherstation.

The calib ation of the river profiles may also involve theusers choice of weather stations to index the meteorologyaffecting the river. Unless more than normal data are available,it is not recommended to adjust any model variables.

Once the model has been calibrated, the objective may be tomodify an existing reservoir operation pattern or to evaluate theimpact of proposed new raservoirs or channel modifications. Thisanalysis requires the use of the linear programming algorithm andthe increase of computer time Ls significant.

The simulation mode discussed above can be used either toevaluate the best water quality that can be provided throughoutthe system for given reservoir discharges (obtained eitherexternal to the simulation or determined by the HEC-5 quantitypart of the model) or to evaluate the best water qualityoperation without preconceived discharge quantities. The formeroperation is referred to as a balanced pool operation and thelatter as a flow augmentation operation.

The balanced pool operation is the standard HEC-5 analysisfor flow. When using the balanced pool operation, the water .aquality portion of the program simply evaluates the best verticallevel for withdrawal at each reservoir (assuming multiple levelintakes are available) to meet all downstream water qualitytargets for the given reservoir discharge.

The flow augmentation operation allows the model to relaxthe balanced pool concept and to decide how much flow should comefrom which reservoir and at which vertical level in order to meetdownstream water quality targets. Sometimes downstream waterquality improvements require significantly increased dischargerates to obtain only small improvements in water quality. Thisflow augmentation operation is the most-costly execution and notalways a practical alternative for real world regulation givenpower, water conservation and flood control storageconsiderations.

For this demonstration application, the input data shown inAppendix A was executed using the calibration option. S

Application of this option allows the user to define the exactlevel of the intake structure operated and the exact quantity ofdischarge from each dam. This is the normal method of modelapplication when calibrating the model to observed,. IieLoritaLdata. This application was executed for water temperature,specific conductance, alkalinity, CBOD, ammonia, and dissolved

16

IrS

oxygen because this was the data available. Actually, all thesetypes of data are very limited in availability on mosttributaries but some of them (e.g., temperature, dissolved oxygenand specific conductance) are more readily available asin-channel data. The in-channel data are the optional timedependent data used for calibration.

Selected portions of the computer output are shown inAppendix B. Graphical displays of the results are shown inAppendix C and are discussed in Chapter V.

17

P ~ ~ ~ S. ~ ~

CHAPTER V

SIMULATION RESULTS

The Sacramento Valley reservoir system operation describedin Chapter III was simulated using HEC-5 and produced resultswhich were compared to water quantity and quality data in thefour reservoirs and at all downstream control points. The datafor comparison purposes consisted of discharge rates at mostcontrol points as well as water temperature at many of the samelocations. Other water quality parameters are less available butare compared where they are available.

The model simulation for the Sacramento Valley system usedtemperature, specific conductance (sometimes called electricalconductivity), alkalinity, carbonaceous biochemical oxygen demand(CBOD), ammonia (NH3) and dissolved oxygen (DO). These specificparameters were chosen based on the availability of at leastlimited data except for CBOD which was estimated and adjusted bycalibration to reproduce DO.

The Sacramento Valley reservoir system results are shown inAppendix B in an abbreviated form. The computer output beginswith an echo of the input data. These output should be examinedcarefully to insure that the program is getting the data that theuser expects the program to execute. This step of interpretationof results is important and well worth the required time.

The remainder of the computer output are the day-by-dayresults of water quality profiles in the reservoirs and along thestream network. The output is quite voluminous and only selectedportions have been included. Because it is so voluminous, it isalso difficult to interpret in tabular form.

The graphical display of these results is included asAppendix C for the reservoirs and at selected locations along thestream network. While this graphical capability is not a part ofHEC-5, an option exists for the model to write the results to anHEC data storage system called DSS [HEC 1985]. An HEC graphicsprogram called DSPLAY (described in the DSS manual) can read theresults from DSS and produce plots as shown. These plotssatisfactorily demonstrate the capability of HEC-5 to reasonablyreproduce observed reservoir and stream profiles on largesystems.

The legends at the bottom of the reservoir water qualityplots, pages CI-C16, define simulated and observed data forvarious dates. Shasta, Oroville and Folsom Reservoirs havesufficient observed temperature data to be useful for calibrationpurposes. Sufficient observed data for the other parameters werenot available except in Folsom Reservoir as shown.

18

fP

Considering the model limitation of having only one weatherstation for the entire system (subsequently modified to useparameter statements), it is the author's opinion that thereproduction is quite good. Perhaps some further refinementcould be achieved with additional trials, but the acceptabilityof the model can be demonstrated with these results. TheOroville Reservoir observed data anomaly in June (page C6) cannotbe explained with the available input, particularly when the muchcooler observed hypolimnion temperatures of May and July arenoted.

The legend at the bottom of the time series stream plotsdefines the various observed and simulated water qualityparameters for the study period. As with the reservoir plots,only those locations which have sufficient observed data to beused for calibration purposes are shown. Unlike the simulateddata, the observed data points are often more than one-day apart.Extreme caution should be applied to any interpolation betweenobserved data points.

In general, the calibration of the model is quite good alongthe Sacramento River for all the observed parameters downstreamto Hamilton City. Butte City and Colusa temperatures (pages C24and C26 respectively) show that significant warming of this reachof the Sacramento River takes place at least during the Spring(April and May 1979). This temperature consideration, inaddition to the lack of sufficient simulated quantity of flow atButte City and Colusa (pages C23 and C25 respectively) suggeststhat the undefined return flows on the Sacramento River betweenHamilton City to Knights Landing are sufficiently large to causesignificant errors. Other parameter reproductions are also poor;apparently due to undefined return flows.

The Feather River below Oroville and the American Riverbelow Folsom lack sufficient water quality data to provideadequate information for calibration purposes. The reproductionof observed flow is shown in pages C29 and C30.

Careful interpretation and evaluation of the SacramentoRiver results lead the author to encourage the continuedapplication of this model to help develop understanding of theworkings and operation of any stream system.

19

CHAPTER VI

SUMMARY

HEC-5 can be used for comprehensive water quality studiesinvolving complex river network and reservoir systems. Theprogram is used to compute the best operation for a reservoirsystem and determine either the water quality condition resultingfrom the best water quantity operation (balanced pool method) orthe best water quality operation without maintaining balancedreservoir conservation pools for the system (flow alterationmethod).

The HEC-5 model uses a linear optimization scheme todetermine the target water quality at the dam to best meet alluser weighted downstream targets. Then a non-linear scheme isused with user weights to determine how the intake structure willbe operated.

The Sacramento River results and results of the twoadditional applications referenced in Chapter II have eachprovided model improvements and added confidence in the modelvalidation. While it is true that large comprehensive data setshave not been used to validate the model, the author believesthat the variety of years modeled and the variety of locationsstudied have provided sufficient experience to the Corps ofEngineers to warrant the continued use and application of theHEC-5 water quality model.

It is the conclusion of this study that HEC-5 is a viabletool for evaluating reservoir systems operation for water qualityanalysis.

2

4.i0L

-4

V

-~% A .. T' - . - -

CHAPTER VII

REFERENCES

Baca, R.G., A.F. Gasperino, A. Branstetter and M.S. Annette,1977, "Water Quality Models for Municipal Water SupplyReservoirs," a report prepared for the Engineering and WaterSupply Department, Adelaide, South Australia.

Bohan, J.P. and J.L. Grace, Jr., 1973, "Selective Withdrawal fromMan-made Lakes; Hydraulic Laboratory Investigation," TechnicalReport H-73-4, U.S. Army Engineer Waterways Experiement Station,CE, Vicksburg, MS.

Debler, W.R., 1959, "Stratified Flow into a Line Sink," ASCEJournal of Engineering Mechanics Division, Vol. 85, EM3.

Duke, James H., Donald J. Smith and R. G. Willey, 1985,"Reservoir System Analysis for Water Quality," Technical PaperNo. 99, Hydrologic Engineering Center.

Hydrologic Engineering Center, 1972, "Reservoir TemperatureStratification", Computer Program Description. S

Hydrologic Engineering Center, 1978, "Water Quality forRiver-Reservoir Systems," Computer Program Description.

Hydrologic Engineering Center, 1981, "Geometric Elements fromCross Section Coordinates" (GEDA), Computer Program Description.

Hydrologic Engineering Center, 1985, "HECDSS User's Guide andUtility Program Manuals.

Hydrologic Engineering Center, 1986, "Weather," Computer ProgramDescription.

Hydrologic Engineering Center, 1986, "HEC-5, Simulation of FloodControl and Conservation Systems, Appendix on Water QualityAnalysis," Draft Computer Program Users Manual.

Kaplan, E., 1980, "Reservoir Optimization for Water QualityControl," a PhD Dissertation, University of Pennsylvania.

Loftis, B., 1980, "WESTEX - A Reservoir Heat Budget Model," DraftComputer Program Description, Waterways Experiment Station.

U.S. Army Corps of Engineers, Baltimore District, 1977, "ThermalSimulation of Lakes," Computer Program Description.

Water Resources Engineers, 1968, "Prediction of Thermal EnergyDistribution in Streams and Reservoirs," report to Department ofFish and Game, Stata of CaliforniA.

Water Resources Engineers, 1969a, "Mathematical Models for the SPrediction of Thermal Energy Changes in Impoundments," report tothe Environmental Protection Agency.

21

Water Resources Engineers, 1969b "The Thermal Simulation of

Applegate Reservoir to Evaluate the Effect of Outlet Placementand Discharge on Downstream Temperature," report to Corps ofEngineers, Portland District. 0

Willey, R.G., 1982, "River and Reservoir Systems Water QualityModeling Capability," Technical Paper No. 83, HydrologicEngineering Center.

Willey, R.G., 1983, "Reservoir System Regulation for WaterQuality Control," Technical Paper No. 88, Hydrologic EngineeringCenter.

Willey, R. G., 1984, "Computer Models for Evaluating the Effectsof Water Resource Projects on Streamflow and Water Quality",Hydrologic Engineering Center, Unpublished Draft.

Willey, R. G., D. J. Smith and J. H. Duke, 1985, "Modeling WaterResource Systems for Water Quality, Technical Paper No. 104,Hydrologic Engineering Center.

Willey, R. G., 1985, "Water Quality Simulation of ReservoirSystem Operations in the Sacramento Valley Using HEC-5Q,"Training Document No. 24, Hydrologic Engineering Center.

Willey, R. G., 1986, "Kanawha River Basin Water QualityModeling," Special Projects Report No. 86-5, HydrologicEngineering Center.

Willey, R. G., 1987, "Monongahela River Basin Water QualityModeling," Project Report 87-1, Hydrologic Engineering Center.

Willey, R. G., 1987, "Modeling and Managing Water ResourceSystems for Water Quality, Technical Paper No. 113, HydrologicEngineering Center.

%.

S

0

22'h

-.- Pr e-. ed-. -j6

APPENDIX A

HEC-5 Input for Sacramento River System

Water Quality Modeling

Ti HEC-5 INPUT FORT2 SHASTA, OROVILLE AND FOLSOMT3 RESERVOIR SYSTEM TESTJi 0 1 5 3 4 2 0 0

J2 0 1 0 0 0 0 0J3 12 0 0 0 0 1 0 0

J9 0 0 1RL 1 4137800 587000 1000000 3252100 4552200 4552200RL 1 1 -1 0 587000RL 2 1 -1 0 1000000

RL 3 1 0 0 9999 9999 9999 4370000 4552200 4552200

RL 4552200 4552200 4552200 4552200 3892000 9999RL 4 1 -1 0 4552200RL 5 1 -1 0 4552200RO 14 2 3 4 5 6 7 8 9 10RO 11 12 19 22 23RS -18 10 818 1248 3275 3320 3436 3554 3676 3801RS 3928 3980 4059 4193 4330 4470 4613 4759 4908

RQ 18 0 14000 33700 71500 72000 73600 74900 76400 77600RQ 79000 79700 85000 100000 130000 170000 220000 267800 400000

RA 18 200 7500 10800 22700 22800 23400 24000 24700 25200RA 25800 26100 26400 27100 27700 28300 28900 29600 30200RE 18 630 840 887 1008 1010 1015 1020 1025 1030

RE 1035 1037 1040 1045 1050 1055 1060 1065 1070

R2 7500 2000 240R3 99.99 99.99 99.99 .09 6.02 10.41 11.28 8.93 8.12 -4.49R3 99.99 99.99CP 1 79000 1500 1000IDSHASTA 303.8RT 1 2CP 2 7900 1500 1000IDSPRING CR 300RT 2 3RL 3 22677 2000 5000 22000 22000 30000RORS 18 10 11172 14705 25237 25298 25457 25626 25807 26001RS 26207 26426 26657 26901 27157 27426 27707 28003 28316RQ 18 0 15000 30000 110000 111000 120000 130000 140000 150000RQ160000 170000 180000 190000 200000 210000 220000 230000 248000

RA 18 50 200 250 300 310 325 350 375 400RA 425 450 475 500 525 550 575 610 640

RE 18 437.5 526.8 542.5 580.8 581.0 581.5 582.0 582.5 583.0RE 583.5 584.0 584.5 585.0 585.5 586.0 586.5 587.0 587.5

R2 7500 2000 240R3 99.99 99.99 99.99 .09 6.02 10.41 11.28 8.93 8.12 -4.49R3 99.99 99.99CP 3 79000 3500 3000

IDKESWICK 294.6RT 3 4 1.2 .1 24CP 4 80000 4000 3500IDACID-COW 280.1RT 4 5 1.2 .1 24DR 4 -5CP 5 80000 4000 3500

Al

~~~~~~~' .- or * I ~ ' % a

IDCOTTONWD 273.2RT 5 6CP 6 100000 4000 3500IDBEND BR 260.2RT 6 7 1.2 .1 24CP 7 100000 4000 3500IDTC-C CANAL 243RT 7 8 1.2 .1 24DR 7 -5CP 8 100000 4000 3500IDGCID CANAL 206RT 8 9 1.2 .1 24DR 8 -5CP 9 125000 4000 3500IDHAM CITY 199.3RT 9 10CP 10 130000 4000 3500IDBUTTE CY 168.5RT 10 11CP 11 135000 4000 3500IDCOLUSA 143.4RT 11 12CP 12 140000 4000 3500IDGRIMES 117.7RT 12 19 1.2 .1 24RL 13 3059593 640000 852200 2788000 3538000 3814000RL 1 13 -1.0 640000RL 2 13 -1.0 852200RL 3 13 0 0 9999 9999 9999 3001900 3391900 3537000RL 3537000 3537000 3537000 3350500 3163000 9999RL 4 13 -1.0 3538000RL 5 13 -1.0 3814000R0 8 14 15 16 17 18 19 22 23

RS -15 1 10 32 75 148 261 419 629 901RS 1244 1666 2181 2801 3544 3791

RQ 15 0 0 0 0 0 0 0 0 4000RQ 8000 8000 8000 8000 8000 590000RA 15 70 300 600 1100 1830 2700 3600 4800 6100RA 7600 9300 11300 13500 16200 19000

RE 15 250 300 350 400 450 500 550 600 650RE 700 750 800 850 900 923R2 5000 2500 120R3 99.99 99.99 99.99 .35 5.08 8.02 8.56 7.77 7.72 -2.03R3 99.99 99.99CP 13 180000 150 100IDOROV DAM 75.4RT 13 14CP 14 180000 150 100IDTD POOL 71.8RT 14 15 1.2 .1 24DR 14 -5CP 15 180000 150 100IDFEATHER R 58.8RT 15 16CP 16 180000 150 100

A2

IDGRIDLEY 45.6RT 16 17 1.2 .1 24CP 17 300000 2300 2000IDSHANGHI 26.2RT 17 18 1.2 .1 24CP 18 320000 2300 2000IDNICOLAUS 8.1RT 18 19 1.2 .1 24CP 19 435000 6300 5500IDVERONA 80.2RT 19 22 1.2 .1 24RL 20 832100 1000 90000 610000 1010000 1120000RL 1 20 -1.0 0 1000RL 2 20 -1.0 0 90000RL 3 20 0 0 9999 9999 9999 840000 1009000 1009000RL 1009000 1009000 1009000 1009000 610000 9999RL 4 20 -1.0 0 1010000RL 5 20 -1.0 0 1120000RO 3 21 22 23RS -12 1 8 24 49 89 152 251 398 535RS 835 1115 1176RQ 12 4360 7640 8000 8000 8000 8000 8000 8000 8000RQ257960 599580 663940RA 12 90 510 740 1250 1950 3120 4780 7020 8200RA 10520 11930 12200RE 12 225 250 275 300 325 350 375 400 418RE 450 475 480R2 7500 5000 72R3 99.99 99.99 99.99 2.5 8.2 11.2 10.4 9.8 8.1 1.0R3 99.99 99.99CP 20 115000 1300 1000IDFOLSOM 28.5RT 20 21 1.2 .1 24DR 20 1QD 12 9999 9999 9999 62 104 134 136 129 122QD 72 9999 9999CP 21 115000 1300 1000IDFAIR OAKS 21.5RT 21 22 1.2 .1 24CP 22 435000 7600 6500IDI STREET 59.5RT 22 23 1.2 .1 24CP 23 435000 7600 6500IDHOOD 38.3RT 23 0EDBF 0 214 079040100 210 24ZW A-HEC5Q F-SIMIN 1 IAPR79 8520 7810 7910 7920 8740 9170 7510 7130IN 6740 7460 6500 6930 6580 6950 6930 9080 8170 7200IN 6750 7170 7570 8150 9290 9180 8450 7270 8130 7680IN 8320 8840 10210 9580 7980 7920 12230 13210 13690 12460IN 9940 10560 9670 8360 9010 9370 9490 7650 8300 8050IN 7190 7460 7770 7530 6260 7740 7060 6370 4400 4450

A3

IN 4930 4740 4970 4590 4370 2660 4750 6490 3680 4030IN 3970 2280 3420 5600 4870 3940 4070 2950 1490 2710IN 3890 4450 4500 4870 5820 890 1810 4630 3710 4210

IN 2880 3760 1750 2380 3610 4440 3580 3690 3760 1590IN 2790 3570 4390 4290 5010 3110 2340 1930 3820 3740

IN 5120 3680 2530 2110 3060 4080 2920 3590 4490 4370IN 1830 1850 3430 3970 4090 2780 3460 1900 2530 2830IN 3340 3590 4310 4050 1490 1540 3450 3360 3940 3480

IN 4190 1290 1760 3480 4770 3290 4020 3060 1610 2080

IN 2800 3430 4460 4150 4400 3010 2920 1290 3750 4630

IN 4320 3390 1420 2460 3260 4930 3780 3500 3820 3010IN 2290 1880 3720 3820 3540 4520 3090 3040 2860 3290

IN 3120 3660 2910 2720 3010 4170 2490 3060 2970 3480

IN 2300 3300 3170 3740 4270 3250 3400 3180 3550 4690IN 5200 6030 5480 4200 1990 1650 3680 4680 9120 18220

IN 5970 2670 2310 5080 3320 6710IN 2 IAPR79 718 517 557 595 480 559 495 364

IN 366 315 230 235 0 0 0 279 0 0

IN 370 0 0 215 0 0 0 0 0 492

IN 506 485 632 0 0 0 0 0 215 783IN 964 433 515 236 0 314 313 352 424 429

IN 742 724 740 873 795 802 736 989 914 796

IN 674 537 604 738 587 582 581 742 601 686

IN 552 877 623 810 665 563 556 593 638 558

IN 617 560 561 585 653 2590 560 805 555 557IN 579 556 973 2220 2550 2800 2560 2560 2340 2830IN 2790 2760 2850 2710 2610 2180 1680 2170 2320 2080IN 2260 2250 2290 2220 2390 2310 2350 1650 1630 1740IN 1650 1620 1580 1690 2470 2460 2620 2610 2590 2350IN 2590 2600 2610 2660 2580 2240 2630 2560 2600 2740

IN 2740 2790 2840 2790 2970 2880 2790 2830 2570 2530IN 2520 2450 2620 2620 2580 2710 2700 2680 2700 1460

IN 1560 1480 1570 1570 1670 1640 1630 1540 1330 1550

IN 1550 1540 1650 1490 1500 1580 1490 1570 1480 1480

IN 1480 1500 1530 1500 1300 418 433 430 432 430

IN 505 428 374 376 419 416 417 484 460 456

IN 623 1610 1640 1660 2360 2280 2300 2280 2290 2480IN 2530 2280 2200 2290 2290 2290

IN 4 IAPR79 609 551 509 478 467 491 509 462

IN 461 451 432 418 416 439 438 502 800 679

IN 510 462 437 443 585 1610 868 712 1000 745

IN 655 610 1070 889 733 695 1540 1530 1510 1200

IN 991 821 719 657 618 611 586 577 539 505

IN 496 478 465 456 437 392 367 349 317 296IN 269 246 223 205 194 188 182 154 142 126

IN 114 113 107 101 87 76 71 72 76 80IN 83 84 78 78 73 69 63 60 57 54

IN 47 42 37 38 37 37 44 47 47 48

IN 46 40 34 36 35 32 27 27 19 20

IN 21 22 23 19 19 18 20 20 18 19

IN 23 18 17 13 12 10 11 11 12 8

IN 9.1 12 10 9.7 11 12 11 11 18 14

IN 13 13 16 20 23 21 25 22 17 19IN 10 17 54 95 ill 73 68 63 55 52

IN 48 32 27 26 25 23 17 16 15 12

A4

S-

Most of the Time Series Inflow (IN), Specified Discharge (QA),Natural Flow (NQ), and Division (QD) Records

have been deleted from this listing.

QD 14 1APR79 499 498 479 467 467 468 467 467

QD 580 772 919 992 1095 1244 1281 1564 1750 1781

QD 1917 2079 2265 2463 2484 2394 2377 2287 2212 2189

QD 2189 2204 2186 2237 2408 2690 2962 3072 3223 3423

QD 3434 3550 3661 3658 3665 3704 3658 3594 3519 3472

QD 3379 3321 3230 3131 3086 3019 2929 2876 2864 2828

QD 2821 2844 2840 2860 2895 2928 3008 3082 3124 3125

QD 3158 3192 3210 3292 3280 3291 3312 3310 3357 3356

QD 3359 3360 3359 3361 3355 3369 3366 3377 3396 3403

QD 3414 3399 3367 3345 3339 3283 3224 3220 3203 3198

QD 3224 3222 3220 3208 3221 3245 3262 3271 3304 3318

QD 3352 3357 3375 3346 3320 3291 3289 3277 3301 3289

QD 3272 3256 3245 3248 3226 3215 3211 3198 3203 3189

QD 3171 3178 3159 3124 3122 3132 3097 3055 3054 3077

QD 3053 2988 2972 2968 2967 2929 2884 2830 2780 2767

QD 2745 2712 2681 2610 2498 2391 2384 2352 2257 2193

QD 2113 2010 1940 1895 1827 1713 1580 1518 1499 1445

QD 1423 1345 1273 1206 1179 1161 1146 1140 1123 1035

QD 966 967 972 954 957 962 954 974 1028 1070

QD 1065 1066 1043 1024 1023 1019 1020 1024 1019 1024

QD 1017 1017 1016 1021 1021 1022 1014 1001 999 870QD 799 694 515 517 516 610NOLIST

LiL

UA

TI WATER QUALITY DATA FORTI SHASTA, OROVILLE AND FOLSOMTI RESERVOIR SYSTEM TESTJA 790401 791027 23 4 C 0EZ -1ET 91 58.3 121.6 2032.2 11.0ET 92 60.5 118.1 2083.4 10.0ET 93 62.9 91.8 1618.1 7.0ET 94 72.9 67.5 2081.8 4.0ET 95 64.4 118.5 2060.8 9.0ET 96 58.1 79.0 1016.9 6.0ET 97 65.3 107.1 2142.5 8.0ET 98 58.5 141.7 1486.5 12.0ET 99 58.8 111.6 1858.7 10.0ET 100 56.0 125.3 2007.7 12.0ET 101 65.3 94.9 1856.2 7.0ET 102 63.4 116.0 1864.8 9.0ET 103 67.8 98.3 2229.5 7.0ET 104 68.5 99.2 2196.4 7.0ET 105 65.6 96.8 1551.0 7.0ET 106 57.4 140.2 1339.5 12.0ET 107 60.2 88.5 1580.8 7.0ET 108 64.1 78.2 2203.9 6.0ET 109 67.2 68.4 2302.6 5.0ET 110 58.7 74.8 1121.7 6.0ET i1 65.3 80.3 1824.4 6.0ET 112 59.3 121.8 1383.7 10.0ET 113 60.6 123.5 1824.4 10.0ET 114 65.0 81.3 1847.1 6.0ET 115 68.4 62.9 1407.7 4.0ET 116 62.2 87.5 829.5 6.0ET 117 71.3 79.6 2014.9 5.0ET 118 68.4 87.9 2032.7 6.0ET 119 63.7 84.3 1153.3 6.0ET 120 63.2 128.1 1882.5 10.0ET 121 65.6 85.3 1682.0 6.0ET 122 72.4 105.7 2449.9 7.0ET 123 64.9 153.6 2335.7 12.0ET 124 59.5 131.5 1184.1 11.0ET 125 59.6 151.3 1718.9 13.0ET 126 59.0 118.3 1481.1 10.0ET 127 56.6 124.4 1489.1 11.0ET 128 63.2 106.7 2558.3 9.0ET 129 63.1 126.9 2566.9 11.0ET 130 70.8 94.0 2575.5 7.0ET 131 76.4 76.3 2583.8 5.0ET 132 87.7 68.0 2506.3 3.0ET 133 89.0 69.1 2516.4 3.0ET 134 82.2 96.2 2519.5 5.0 p

ET 135 67.5 180.6 2540.8 13.0ET 136 77.5 88.0 2415.0 5.0ET 137 80.9 92.8 2557.5 5.0ET 138 77.5 132.7 2565.2 8.0ET 139 73.3 156.2 2560.2 10.0

A6A6;

Most of the Weather Records (ET) have beendeleted from this listing.

ET 273 74.0 83.6 1659.7 5.0

ET 274 72.4 109.7 1639.5 7.0

ET 275 69.4 134.1 1614.9 9.0

ET 276 76.5 44.5 770.3 2.0

ET 277 68.9 118.0 1586.8 8.0

ET 278 70.4 94.0 1539.6 6.0

ET 279 65.2 100.9 749.5 7.0

ET 280 64.5 135.0 1511.2 10.0

ET 281 63.7 76.0 900.4 5.0

ET 282 75.4 59.7 1494.0 3.0

ET 283 71.1 81.6 1343.6 5.0ET 284 66.7 115.0 1329.5 8.0

ET 285 64.7 76.1 866.6 5.0ET 286 66.6 107.5 689.2 7.0ET 287 66.4 108.4 680.2 7.0ET 288 69.0 97.0 966.7 6.0

ET 289 68.4 105.5 1393.1 7.0ET 290 66.9 75.9 1254.9 5.0ET 291 57.3 121.5 495.5 10.0ET 292 59.2 165.7 483.0 13.0ET 293 57.2 101.1 1051.9 8.0

ET 2Qz& 60.0 58.1 1271.8 4.0ET 295 58.9 79.1 921.8 6.0ET 296 60.4 108.3 628.1 8.0ET 297 59.0 104.8 624.7 8.0ET 298 58.5 116.4 616.5 9.0

ET 299 61.8 72.1 1231.0 5.0ET 300 67.2 39.4 1257.3 2.0ET 301 58.1 96.1 1256.1 8.0

ET 302 51.7 156.4 1257.0 16.0

ET 303 51.1 70.0 732.9 6.0ET -304 58.5 66.7 1199.3 5.0

A7

. ...... .

QC 1 1 0 0 1 1 1TQ SPECIFIC CONDUCTANCETQ TOTAL ALKALINITYTQ CARBONACEOUS BODTQ AMMONIA AS NTQ DISSOLVED OXYGENLi 30 1L2 1 10 0 5 .6 1.5 1LR 1 100000L3 .01 1.0-6 .3-4 0 -. 7L6 330 186000 1037L7 18 14000 815L8 0 50 850 1800 3350 3400 3500 3600 3700 3800 %L8 3900 3950 4000 4500 4600 4700 4800 4900 5000PL 10 100 0 -2PL 5 100 0 -.1PL 3 100 0 -.1PL 1 100 0 -2PL 3 100 0 -10PL 5 100 3.2 -.7 .1 -.005L9 0 5.7 5.7 6.2 8.5 8.7 8.9 9.1 9.3 9.4L9 9.5 9.6 9.7 9.7 9.8 9.8 9.8 9.8 9.8Cl 130 130 130 130 130 130 130 130 130Cl 130 130 130 130 130 130 130 130 130C2 45 45 45 45 45 45 45 45 45C2 45 45 45 45 45 45 45 45 45C5 .1 .1 .1 .1 .1 .1 .1 .1 .1 'C5 .i .1 .1 .1 .1 .1 .1 .1 .1C6 .002 .002 .002 .002 .002 .002 .002 .002 .002C6 .002 .002 .002 .002 .002 .002 .002 .002 .002C7 5 5 5 5 5 5 5 5 5C7 5 5 5 5 5 5 5 5 5SA 100 100 100 100 100 100 100 100 100SA 100 100 100 100 100 100 100 100 100DK 0 .1 .05 1.463 4.57L2 3 10 47500 3 .6 1 1LRL3 .01 1.0-6 .3-4 0 -. 7L6 200 248000 560L7 1173 15000 514L8 0 40 450 500 600 610 640 670 700 730L8 760 790 820 850 880 910 940 970 1000PL 10 100 0 -2PL 5 100 0 -.1PL 3 100 0 -.1PL 1 100 0 -2PL 3 100 0 -10PL 5 100 3.2 -.7 .1 -.005L9 9 9 9 9 9 9 9 9 9L9 9 9 9 9 9 9 9 9 9Cl 130 130 130 130 130 130 130 130 130-,Cl 130 130 130 130 130 130 130 130 130C2 45 45 45 45 45 45 45 45 45 0C2 45 45 45 45 45 45 45 45 45C5 .1 .1 .1 .1 .1 .1 .1 .1 .1C5 .1 .1 .1 .1 .1 .1 .1 .1 .1 %

A8

C6 .002 .002 .002 .002 .002 .002 .002 .002 .002C6 .002 .002 .002 .002 .002 .002 .002 .002 .002C7 5 5 5 5 5 5 5 5 5

C7 5 5 5 5 5 5 5 5 5

SA 100 100 100 100 100 100 100 100 100SA 100 100 100 100 100 100 100 100 100DK 0 .1 .05 1.463 4.57L2 13 14 0 10 .4 1LR 2 30000L3 0.01 1.0-6 .3-4 0 -.7L6 180 350000 901

L7 10 4000 652 720 788 856

L7 10 4000 669 737 805 873L8 200 400 600 800 1000 1200 1400 1600 1800

L8 2000 2300 2600 3000 3300 3500PL 10 100 0 -2PL 5 100 0 -.1PL 3 100 0 -.1PL 1 100 0 -2PL 3 100 0 -10PL 5 100 3.2 -.7 .1 -.005L9 6.67 6.67 6.67 6.67 6.67 6.67 6.67 6.67 6.67L9 7.78 9.44 12.8 10.0 12.8 12.8Cl 62 62 62 62 62 62 62 62 62Cl 62 62 62 62 62 62C2 40 40 40 40 40 40 40 40 40C2 40 40 40 40 40 40C5 0 0 0 0 0 0 0 0 0C5 0 0 0 0 0 0

C6 0 0 0 0 0 0 0 0 0C6 0 0 0 0 0 0C7 .5 1 1.5 2 2.5 3 3.5 4 5C7 6 7 8 9 10 10SA 100 100 100 100 100 100 100 100 100SA 100 100 100 100 100 100DK 0 .1 .05 1.463 4.57L2 20 7 0 12 .4 2LR 3 26400L3 .01 1.0-6 1.-4 0 -.7L6 336 567000 418L7 10.4 8000 307L8 100 500 1000 2000 3000 4000 5000 6000 7000L8 8000 9000 10000 11000PL 10 100 0 -2PL 5 100 0 -.1PL 3 100 0 -.1PL 1 100 0 -2PL 3 100 0 -10PL 5 100 3.2 -.7 .1 -.005L9 8 8 8.5 8.5 9 9.3 10 12.7 13.3L9 13.3 13.3 13.3 13.3Cl 70 70 70 70 70 70 70 70 70Cl 70 70 70 70C2 20 20 20 20 20 20 20 20 20C2 20 20 20 20

A9

C5 0 0 0 0 0 0 0 0 0C5 0 0 0 0C6 .02 .02 .02 .02 .02 .02 .02 .02 .02C6 .02 .02 .02 .02C7 10.5 10.5 10.7 10.7 10.7 10.6 11.1 11.4 11.3C7 11.3 11.3 11.3 11.3SA 100 100 100 100 100 100 100 100 100SA 100 100 100 100DK 0 .1 .05 1.463 4.57CR 1.047 1.047 1.047 1.0159Si 30 1 0 95 21S2 1 303.80 2 300.00 1.90 300.0 4S2 1S2 3 294.58 4 275.94 4.66 280.1 5S2 4 275.94 5 271.28 2.33 273.2 6S2 5 271.28 6 261.96 4.66 271.2 7S2 6 261.96 7 243.32 4.66S2 7 243.32 8 206.04 4.66 225.1 8S2 8 206.04 9 196.72 4.66S2 9 196.72 10 168.76 4.66S2 10 168.76 11 140.80 4.66S2 11 140.80 12 117.50 4.66S2 12 117.50 19 80.22 4.66S2 13 75.38 14 71.82 1.78 75.00 9S2 14 71.82 15 58.84 3.245 58.84 9S2 15 58.84 16 45.56 3.32S2 16 45.56 17 26.25 2.41375 29.65 10S2 17 26,25 18 8.76 4.3725 12.30 11S2 18 8.76 19 0.0 4.38S2 19 80.22 22 59.64 4.116S2 20 28.53 21 20.93 2.533S2 21 20.93 22 0.0 4.186S2 22 59.64 23 38.28 2.67SR -1 23 1 2S3 1 303.800 478.00 0. 0.00 0. 0.0518S3 1 303.800 479.00 116. 0.92 121. 0.0518S3 1 303.800 480.00 243. 1.43 133. 0.0518S3 1 303.800 481.00 382. 1.86 145. 0.0518S3 1 303.800 482.00 534. 2.24 154. 0.0518S3 1 303.800 483.00 693. 2.58 165. 0.0518S3 1 303.800 484.00 864. 2.88 176. 0.0518S3 1 303.800 485.00 1042. 3.18 182. 0.0518S3 1 303.800 486.00 1227. 3.46 187. 0.0518S3 1 303.800 487.00 1416. 3.72 191. 0.0518S3 1 303.800 489.00 1807. 4.21 200. 0.0518S3 1 303.800 491.00 2215. 4.65 208. 0.0518S3 1 303.800 493.00 2642. 5.05 219. 0.0516S3 1 303.800 495.00 3095. 5.38 234. 0.0512S3 1 303.800 497.00 3584. 5.64 256. 0.0503S3 1 303.800 499.00 4116. 5.91 277. 0.0497S3 1 303.800 501.00 4699. 5.99 310. 0.0478S3 1 303.800 503.00 5366. 5.83 361. 0.0447S3 1 303.800 506.00 6585. 5.84 444. 0.0431S3 1 303.800 509.00 8019. 6.02 517. 0.0430S3 1 303.800 512.00 9695. 6.25 593. 0.0432

A1O

Most of the Cross Section Geometry (S3) recordshave been deleted from this listing.

S3 23 38.280 -27.20 0. 0.00 0. 0.0350S3 23 38.280 -26.20 37. 0.70 62. 0.0350S3 23 38.280 -25.20 107. 1.21 78. 0.0350S3 23 38.280 -24.20 197. 1.46 108. 0.0350S3 23 38.280 -23.20 329. 1.67 151. 0.0350S3 23 38.280 -22.20 500. 1.93 187. 0.0350S3 23 38.280 -21.20 699. 2.24 210. 0.0350S3 23 38.280 -20.20 921. 2.49 236. 0.0350S3 23 38.280 -19.20 1173. 2.68 276. 0.0350S3 23 38.280 -18.20 1457. 2.95 293. 0.0350S3 23 38.280 -16.20 2100. 3.29 352. 0.0350S3 23 38.280 -14.20 2818. 3.89 365. 0.0350S3 23 38.280 -12.20 3559. 4.43 377. 0.0350S3 23 38.280 -10.20 4323. 4.95 386. 0.0350S3 23 38.280 -8.20 5110. 5.40 399. 0.0350S3 23 38.280 -6.20 5919. 5.84 410. 0.0350S3 23 38.280 -4.20 6749. 6.26 420. 0.0350S3 23 38.280 -2.20 7601. 6.66 431. 0.0350S3 23 38.280 0.80 8919. 7.22 447. 0.0350S3 23 38.280 3.80 10285. 7.75 463. 0.0350S3 23 38.280 6.80 11695. 8.26 477. 0.0350S4 488.00 484.00 474.00 470.82 448.33 412.26 380.34 361.08 349.15S4 326.12 304.00 288.02 265.60 252.15 245.73 234.40 212.83 196.14S4 186.62 173.24 154.59 149.59 144.68 131.72 114.81 107.99 100.84S4 90.88 82.48 75.01 64.09 57.11 49.00 41.94 39.89 35.20S4 32.80 30.70 26.86 22.49 20.97 20.92 18.02 13.21 10.86S4 6.00 5.00 4.00 3.00 225 207 207 150 126.4S4 105 94 80 72 61 60 57 54 48S4 45 44 37 36 35 34 33 27 19S4 11 4 3.0 1.5 1.0 0.5 117 109 96S4 85 65 42 30 20 10 0 -1 -2S4 -3 -4 -5 -6 -7

All

* N %N

KR .1 .1 .05 1.463 4.57KR .1 .1 .05 1.463 4.57KR .1 .1 .05 1.463 4.57KR .1 .1 .05 1.463 4.57KR .1 .1 .05 1.463 4.57KR .1 .1 .05 1.463 4.57KR .1 .1 .05 1.463 4.57KR .1 .1 .05 1.463 4.57KR .1 .1 .05 1.463 4.57KR .1 .1 .05 1.463 4.57KR .1 .1 .05 1.463 4.57KR .1 .1 .05 1.463 4.57KR .1 .1 .05 1.463 4.57KR .1 .1 .05 1.463 4.57KR .1 .1 .05 1.463 4.57KR .1 .1 .05 1.463 4.57KR .1 .1 .05 1.463 4.57KR .1 .1 .05 1.463 4.57KR .1 .1 .05 1.463 4.57KR .1 .1 .05 1.463 4.57

KR .i .1 .05 1.463 4.57

CT 1 790401 12 1 0CT -791031 12 1 0CT 790401 130 1 0 .5CT -791031 130 1 0CT 790401 60 1 0CT -791031 60 1 0CT 790401 5 1 0CT -791031 5 1 0CT 790401 A1 1 0CT -791031 .1 1 0CT 790401 5 0 1CT -791031 5 0 1CT 2 790401 12 1 0CT -791031 12 1 0CT 790401 130 1 0CT -791031 130 1 0CT 790401 60 1 0CT -791031 60 1 0CT 790401 5 1 0CT -791031 5 1 0CT 790401 .1 1 0CT -791031 .1 1 0CT 790401 5 0 1CT -791031 5 0 1CT 3 790401 12 1 0CT -791031 12 1 0CT 790401 130 1 0CT -791031 130 1 0CT 790401 60 1 0CT -791031 60 1 0

CT 790401 5 1 0CT -791031 5 1 0CT 790401 .1 1 0CT -791031 .1 1 0

A12T91

| C -713 12T700 3 0 1

Most of the Control Point Target records (CT)have been deleted from this listing.

CT 23 790401 14 1 0CT 790516 19 1 0CT 790614 21.5 1 0CT 790726 22.5 1 0CT 790823 21.0 1 0CT 790913 21.5 1 0CT -791031 19.0 1 0CT 790401 150 1 0CT 790515 130 1 0CT 790612 148 1 0CT 790726 130 1 0CT 790823 157 1 0CT 790913 189 1 0CT -791031 190 1 0CT 790401 64 1 0CT 790515 43 1 0CT 790612 51 1 0CT 790726 48 1 0CT 790823 69 1 0CT 790913 72 1 0CT -791031 72 1 0CT 790401 20 1 0

i CT -791031 20 1 0CT 790401 5 1 0CT -791031 5 1 0CT 790401 10 0 1CT 790726 7.8 0 1CT -791031 7.8 0 1I 790401 79103112 0 INFLOW - TOTAL LOCAL FLOW14 790401 -1 491031 -1 -112 1 0 SHASTA INFLOW14 790401 -15 490707 -12 791031 -5 -112 0 SHASTA INFLOW EC14 790401 120 790529 120 790716 140 791011 12014 791031 120 -112 0 SHASTA INFLOW ALKALINITY14 790401 55 790502 55 790529 45 790716 5014 790911 64 791031 64 -112 0 SHASTA INFLOW BOD14 790401 1.5 791031 .8 -112 0 SHASTA INFLOW NH314 790401 0 790716 .02 790919 .03 791031 014 -112 -1 0 SHASTA INFLOW DO14 790401 100 791031 100 -112 0 INFLOW - TOTAL LOCAL FLOW14 790401 -1 491031 -1 -1

A13

%rA.~. ~ fw~%Y~~5W 4~' ! * * ~ . ~ Ile_

12 0 OROVILLE INFLOW14 790401 12.8 790701 14.0 790718 18.3 790801 12.0

14 790901 10.0 791001 7.22 791031 4.44 -112 0 OROVILLE INFLOW EC14 790401 62 790718 60 791031 60 -112 0 OROVILLE INFLOW ALKALINITY14 790401 150 79i031 150 -1

12 0 OROVILLE INFLOW BOD14 790401 5 791031 5 -112 0 OROVILLE INFLOW AMMONIA14 790401 .01 790718 0 791031 0 -112 0 OROVILLE INFLOW DISOLVED OXYGEN

14 790401 10.4 790718 8.5 791031 8.5 -112 0 INFLOW - TOTAL LOCAL FLOW14 790401 -1 491031 -1 -1

12 0 FOLSOM INFLOW14 790401 8.0 790530 14.0 790727 14.0 791022 15.014 -112 0 FOLSOM fNFLOW EC

14 790401 74 790516 71 790614 76 790718 74

14 790807 67 790911 62 791031 61 -1

12 0 FOLSOM INFLOW ALKALINITY

14 790401 20 790530 13 790727 19 791031 1914 -112 0 FOLSOM INFLOW BOD14 790401 5 791031 5 -112 0 FOLSOM INFLOW AMMONIA

14 790401 .01 790530 .09 790718 .02 790727 014 790807 .01 791031 .01 -1

12 0 FOLSOM INFLOW DO14 790401 10.7 790516 9.4 790530 10.6 790614 9.1

14 790718 9.5 790727 10 790807 7.9 790911 8.614 791031 10.6 -1

12 0 INFLOW = TOTAL LOCAL FLOW14 790401 -1 491031 -1 -1

12 1 0 SPRING CR. INFLOW

14 790401 -5 790707 -2 791031 -7 -1

12 0 SPRING CR. EC14 790401 200 791031 200 -112 0 SPRING CR. ALKALINITY

14 790401 55 791031 55 -112 0 SPRING CR. BOD14 790401 0 791031 0 -112 C SPRING CR. NH314 790401 .00 791031 .00 -1

12 -1 0 SPRING CR. DO14 790401 123 791031 125 -112 0 INFLOW - TOTAL LOCAL FLOWIh 790401 -1 491031 -1 -1

12 1 0 COW CR. INFLOW14 790401 0 790707 -2 791031 -7 -112 0 COW CR. EC

14 790401 200 791031 200 -1

12 0 COW CR. ALKALINITY14 790401 10C 791031 100 -1

A14

'a3

.%' 2 J2; .'22' ~,i . .,'! .•. -"-; . ¢€ < W~ -W , i,<29.. . .""" "

12 0 COW CR. BOD14 790401 0 791031 0 -112 0 COW CR. NH314 790401 .00 791031 .00 -112 -1 0 COW CR. DO14 790401 135 791031 135 -112 0 INFLOW - TOTAL LOCAL FLOW14 790401 -1 491031 -1 -112 1 0 COTTONWOOD CR. INFLOW14 790401 0 790707 -2 791031 -7 -112 0 COTTONWOOD CR. EC14 790401 200 791031 200 -112 0 COTTONWOOD CR. ALKALINITY14 790401 100 791031 100 -112 0 COTTONWOOD CR. BOD14 790401 0 791031 0 -112 0 COTTONWOOD CR. NH314 790401 .00 791031 .00 -112 -1 0 COTTONWOOD CR. DO14 790401 135 791031 135 -112 0 INFLOW - TOTAL LOCAL FLOW14 790401 -1 491031 -1 -1

12 1 0 BATTLE CR. INFLOW14 790401 0 790707 -2 791031 -7 -112 0 BATTLE CR. EC14 790401 200 791031 200 -112 0 BATTLE CR. ALKALINITY14 790401 100 791031 100 -112 0 BATTLE CR. BOD14 790401 0 791031 0 -112 0 BATTLE CR. NH314 790401 .00 791031 .00 -112 -1 0 BATTLE CR. DO14 790401 135 791031 135 -112 0 INFLOW - TOTAL LOCAL FLOW14 790401 -1 491031 -1 -112 1 0 THOMES CR. INFLOW14 790401 5 790625 9 791031 5 -1

12 0 THOMES CR. EC14 790401 350 791031 350 -112 0 THOMES CR. ALKALINITY14 790401 350 791031 350 -1

12 0 THOMES CR. BOD14 790401 10 790601 20 791001 20 791031 1014 -112 0 THOMES CR. NH3

14 790401 .05 791031 .05 -112 -1 0 THOMES CR. DO14 790401 135 791031 135 -112 0 INFLOW - TOTAL LOCAL FLOW14 790401 -1 491031 -1 -112 0 BYPASSED FEATHER RIVER14 790401 13.9 790418 14.4 790516 17.8 790718 15.614 790815 15.6 790919 12.2 791031 12.2 -1

A15

12 0 BYPASSED FEATHER RIVER EC

14 790401 68 790418 68 790516 64 790718 65

14 790815 65 791031 51 -1

12 0 BYPASSED FEATHER RIVER ALKALINITY

14 790401 40 791031 50 -1

12 0 BYPASSED FEATHER RIVER BOD

14 790401 .5 791031 .5 -1

12 0 BYPASSED FEATHER RIVER AMMONIA

14 790401 .03 790516 .01 790718 0 791031 0

14 -1

12 0 BYPASSED FEATHER RIVER DISSOLVED OXYGEN

14 790401 10 790418 10 790516 9.2 790718 8.6

14 790815 1.6 790919 6.2 791031 6.2 -1

12 0 INFLOW - TOTAL LOCAL FLOW

14 790401 -1 491031 -1 -1

12 0 YUBA RIVER

14 790401 11.0 790424 13.5 790524 15.5 790621 18.014 790726 16.5 790823 11.5 790920 15.5 791031 15.5

14 -1

12 0 YUBA RIVE, R EC14 790401 87 790424 92 790523 72 790621 78

14 790726 74 790823 76 790920 76 791031 76

14 -1

12 0 YUBA RIVER ALKALINITY

14 790401 34 790424 36 790523 29 790621 31

14 790726 31 790823 31 790920 32 791031 32

14 -1

12 0 YUBA RIVER BOD

14 790401 10. 791C31 10. -1

12 0 YUBA RIVER AMMONIA

14 790401 .01 790424 .00 790523 .02 790621 .00

14 790726 .00 790823 .02 790921 .00 791031 .00

14 -112 0 YUBA RIVER DO14 790401 11.0 790421, 10.8 790523 10.0 790621 9.5

14 790726 9.9 790823 9.9 790920 10.3 791031 10.3

14 -1

12 0 INFLOW - TOTAL LOCAL FLOW

14 790401 -1 491031 -1 -112 0 BEAR RIVER

14 790401 13.5 790424 14.5 790523 21.0 790621 24.0

14 790726 25.5 790823 25.5 790920 19.0 791031 19.0

14 -1

12 0 BEAR RIVER EC

14 790401 91 790424 89 790523 82 790621 21014 790726 174 790823 199 790920 190 791031 190

14 -1

12 0 BEAR RIVER ALKALINITY

14 790401 30 790424 28 790523 26 790621 67

14 790726 63 790823 75 790920 74 791031 74

14 -1

12 0 BEAR RIVER BOO14 790401 10. 791031 10. -1 1.,12 0 BEAR RIVER AMMONIA

14 790401 .15 7q1031 .35 -1

A16

r F T *~*.' V~. * %~ % ~ * *,,~...;; . .!

12 0 BEAR RIVER DO14 790401 11.0 790424 9.7 790523 8.3 790621 8.8

14 790823 9.9 790920 8.4 791031 8.4 -1

01790401 791031

G2 1 790401 791031 0 0 1 1

G2 3 790401 791031 0 0 1 1

02 13 790401 791031 0 0 1 4 1 4

G2 20 790401 -791031 0 0 1 1

ER

Al7

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I

APPENDIX B

Selected Computer Output for Sacramento River System

Water Quality Modeling

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APPENDIX C

Graphical Displays of Sacramento River System

Water Quality Modeling

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SECURITY CLASSIFICATION OF THIS PAGE (When D.f. Entered)

REPORT DOCUMENTATION PAGE READ INSTRUCTIONSBEFORE COMPLETING FORM

1. REPORT NUMBER 2. GOVT ACCESSION NO. 3. RECIPIENT'S CATALOG NUMBERTraining Document No. 24

4. TITLE (and Subtitle) S. TYPE OF REPORT & PERIOD COVERED

WATER QUALITY MODELING OF RESERVOIR SYSTEMOPERATIONS USING HEC-5

6. PERFORMING ORG. REPORT NUMBER

7. AUTHOR(e) 8. CONTRACT OR GRANT NUMBER(e)

R. G. Willey

9. PERFORMING ORGANIZATION NAME AND ADDRESS 10. PROGRAM ELEMENT. PROJECT. TASK

US Army Corps of Engineers AREA & WORK UNIT NUMBERS

The Hydrologic Engineering Center609 Second Street, Davis, CA 95616

11. CONTROLLING OFFICE NAME AND ADDRESS 12. REPORT DATE

September 198713. NUMBER OF PAGES

11414. MONITORING AGENCY NAME & ADDRESS(If differant from Controllng Office) iS. SECURITY CLASS. (of thie report)

15..uDECLASSIFICATION/DOWNGRADINGSCHEDULE

16. DISTRIBUTION STATEMENT (of thle Report)

Distribution of this publication is unlimited.

17. DISTRIBUTION STATEMENT (of the abetract entered In Block 20, If different from Report)

IS. SUPPLEMENTARY NOTES

19. KEY WORDS (Continue on reveree aide If necesary and Identify by block number)

Water quality, Reservoir systems analysis, Computer model, Stream system

analysis, Reservoir operation, Reservoir releases, Optimization, Projectplanning.

21L A86rR ACT (Cotifuo am reverse 61l* fi rum0MY 02 Identify by block numbert)

This training document was written to assist users of computer program HEC-5,Simulation of Flood Control and Conservation Systems in water quality applica-tions. This document supplements the program Users Manual, which is thebasic documentation for the program. In addition to a brief description ofthe water quality version of the HEC-5 model, this document also includesdescriptions of application procedure, data requirements, and exampleprogram input and output.

WD I F 1473 EDITION OF I NOV o5 IS O SOLETE

SECUiTY CLASSIFICATION OF THIS PAGE (11en Data Entered)