Transcript
A FRAMEWORK OF THE WATER QUALITY PLANNING MODEL FOR THE CONSERVATION AREAS OF THE FLORIDA EVERGLADES
By
Ashok N. Shahane Donald Paich Robert L. Hamrick
T his p u b lic d o cu m e n t was p ro m u lg a te d at an annual cost of $488.08 or $0.98 per copy to inform the public regarding water resource studies of the District. RP 487 50
/ m
Resource Planning Department South Florida Water Management District West Palm Beach, Florida 33402
TABLE OF CONTENTS Page ACKNOWLEDGEMENTS
i
LIST OF TABLES
ii
LIST OF FIGURES
iii
NOTATIONS
IV
ABSTRACT
vi
1.
INTRODUCTION
1
1.1 1.2 1.3
Introduction Need of a Water Quality Model Specific Objectives
1 2 4
2.
WATER QUALITY MODEL
.
5
2.1 2.1.1 2.1.1.1 2.1.1.2 2.1.1.3 2.1.1.4 2.1.1.5 2.1.1.6 2.2 2.3 2.3.1 2.3.2 2.3.3 2.3.4 2.3.5
Fundamentals of Water Quality Models Salient Features of Existing Water Quality Models QUAL I QUAL II Storm Model Statistical Models Agricultural Runoff Quality - Quantity Models EPA Stormwater Management Model Selection of a Suitable Model Description of the Selected Model Formulations Nature of the Water Quality Model Computational Procedure Assumptions Input Data Requirements
10 11 12 13 15 21 24 25 29 31
3.
RESULTS AND DISCUSSION
37
3.1 3.2 3.2.1 3.2.2 3.2.3 3.2.4 3.2.5 3.2.6 3.2.7
37 39 39 39 46 48 52 59
3.2.8
Nature of the Output Discussion Mass Balance and Continuity Equation Approaches Slug Analysis Direct Rainfall Quality Inputs Correlations Between Simulated and Observed Set Parametric Sensitivity Analysis Computer Program and Time Requirements Analysis of the Model Output in Evaluating Backpumping Schemes Areas of Further Investigations
4.
CONCLUSIONS
87
5.
Bibliography
5 7 7 8 8
61 84
89
TABLE OF CONTENTS (con't.) Page
EXHIBITS I II III
Input Data Sets Computer Program Listing Illustrative Numerical Examples
91 173 190
ACKNOWLEDGEMENTS
Grateful acknowledgement is made to Dr. Wayne Huber, Associate Professor in the Environmental Sciences Department of the University of Florida, for initially providing valuable insight into the application of the water quality portion of the EPA SWMM Model to the conservation areas.
Mr. Peter B. Rhoads, Director of the Resource Planning Department
and Mr. Stanley Winn, Deputy Director of the Resource Planning Department have coordinated this modeling work as a part of the water use and supply development plan for the lower east coast of south Florida.
An interdis
ciplinary team of geologists, chemists and biologists including Dr. Pat Gleason, Steve Davis, Peter Stone, John Lutz, Fred Davis and Walter Dineen of the South Florida Wate r Management District have provided wat er quality field data in addition to practical assistance in describing the reality of water quality interactions in the conservation areas.
Finally, ackno w
ledgements are also due to many others who assisted directly or indirectly in developing the water quality model to its current form. This report is prepared as a part of the documentation efforts initiated by Stan Winn, Deputy Director of Resource Planning Department. The technical editing was done by Ashok N. Shahane of the Water Resources Division.
i
LIST OF TABLES Table No.
Title
Page
1
Summary of Differential Equations Used in the QUAL II Model
2
The Historical Water Quality Calibration Data for the Three Conservation Areas for the y ear 1974
3,4,5
Initial Concentration Set for Conservation Areas 1, 2A and 3 for Calibration Runs for the year 1974
11,12,13
Comparison of Simulated and Recorded Values of Chlorides for Conservation Areas 1, 2 and 3 for the y e a r 1974
9
28
32-34-35
49-51
14
Computer Time Requirements of the Water Quality Model for Different Conditions
60
15
Backpumping Schemes and Their Points of Discharge in the Three Conservation Areas
62
6-10
Results of Slug Analysis for nodes 5, 10, 12, 15 and 17 of Conservation Area 1
16
Areas (in inches) Under Various Output Chloride Curves for Different Backpumping Schemes in C o n servation Area 1
ii
41-45
83
LIST OF FIGURES Figure No.
Title
Page 3
1
Comparisons of Normal and Backpumping Flow Directions
2
General Features of Conservation Areas of the Florida Everglades
16
3
An Overall Perspective of Backpumping Analysis
17
4
Link-node Representation
of Conservation Area
5
Link-node Representation
of Conservation Area
2A
19
6
Link-node Representation
of Conservation Area
3A
20
7
Illustrative Mode-1 ink System for Explaining the Continuity Equation of the Water Quality Model
23
8
Basic Procedure of the Water Quality Model
26
9
Chloride Variation of Surface Water in Conservation Area 1
33
10
Flowchart of the Modeling Procedure in Facilitating the Water Quality - Quantity Evaluation of Backpump ing Alternatives
38
11
The Possible Combinations of Chloride Runs for a Historical Case of 1974
47
12
Selected Combinations of Chloride Runs for Historical, Wet and Dry Years and for Various Backpumping Schemes
53
13-17
Stage-Concentration Response for Some Illustrative Nodes of Conservation Area 1
54-58
18-37
Pollutographs of Chlorides for Twenty Nodes (1-20) of Conservation Area 1
63-82
38
Potential Parametric Sensitivity Analyses for Nutrient Calibration Runs
iii
1
18
86
NOTATIONS
Concentration of chemical parameter, Change in concentration at junction j, Velocity in ft/sec, Length of the link i, Decay coefficient Sources or sinks, Junction number or node number, Discharge in cfs, Entering reach, Concentration of total dissolved nitrogen (mg/litre), Chloride concentration (mg/litre), Concentration of total dissolved phosphorus, Distance, Time, Cross-sectional area, Dispersion coefficient Stream velocity, Algal biomass concentration, Local specific growth rate of algae, Local respiration rate of algae, Local settling rate for algae, Average stream depth, The fraction of respired algal biomass The fraction of algal biomass that is phosphorus The rate of oxygen production per unit of algae (photosynthesis). (This coefficient is used in the equation for dissolved oxygen), The rate of oxygen uptake per unit of algae respired,
NOTATIONS (Continued)
Bl
Rate constant for the biological oxidation of ammonia
nitrogen,
$2
Rate constant for the oxidation of nitrite nitrogen,
a2
Benthos source rate for phosphorus,
K-]
Rate of decay of carbonaceous
K3
Rate of loss of carbonaceous BOD due to settling,
L-|
Concentration of carbonaceous
l_2
Benthic oxygen demand,
K4
Constant benthetic uptake,
«5
Rate of oxygen uptake per unit of ammonia oxidation,
a6
Rate of oxygen uptake per unit of nitrite nitrogen oxidation,
K2
Aeration rate,
K5
Coliform die-off rate,
Kr
Radioactivity decay rate,
At
Unit time step.
BOD,
BOD,
v
ABSTRACT
There are three water conservation areas in the south Florida E v e r glades which are ecologically active water storage areas providing flood control and water supply benefits.
In the development of the Water Use
and Supply Plan for the region, a water management alternative called "backpumping" is considered as one of several wate r management schemes. In the backpumping schemes, normal eastward flow of excess water to the Atlantic Ocean is reversed by pumping it westward to the conservation areas in the wet period (May through October) to increase the wat er supply capability for the region of south Florida during the dry period (November through April). A framework associated with a modified version of the receiving water quality portion of the EPA stormwater ma nagement model is presented in this report for assessing the wa te r quality impact of various water management related backpumping schemes in these water conservation areas. For the given link-node representation of the conservation areas, the water quality model uses velocities, discharges and other hydraulic output from the water quantity model in conjunction with historical and future loadings of the chemical constituents.
Daily concentrations of these c on
stituents are generated at twenty points called "nodes". calibrated for the available chloride field data of 1974.
The model is first The response of
the model to wet and dry conditions is then examined by simulating possible concentrations of chlorides for four years (1968-1971).
After reasonable
results from these runs, the model is then used to estimate the spatial and time distribution of chlorides under historical and backpumping conditions. Using the comparative chloride pol1utographs of Conservation Area 1 as an illustration, it is demonstrated how the model output can be utilized in
vi
assessing the impact of various water m anagement related backpumping schemes.
Since the District is currently in the process of broadening
its limited wat er quality data base, the model chlorides at this time.
is demonstrated only for
It is expected that the integrative capability
of the current model will be extended to nutrients and heavy metals to make the backpumping impact analysis more complete when a broader water quality data base becomes available.
vii
1.
1.1
INTRODUCTION
INTRODUCTION It is a matter of common observance that quantification of water
related interactions plays an important role in effective and efficient management of water resources.
In addition, due to the steady increase
in population, industrialization and urbanization, pressure on the capacity and performance of the water system also increases.
As a result, it becomes
necessary to examine the water systems in terms of their future response and limitations to increasing water demands along with possible adverse impacts on other related issues.
For example, the typical water system of south
Florida (including lakes, reservoirs, channelized rivers, groundwater, intercoastal water, etc., etc.) coupled with its varieties of beneficial water uses, demands balanced scientific investigations to design guidelines for adequately maintaining these water bodies by considering chemical, bi o logical, hydraulic, hydrologic and many other possible interactions.
One
of the many challenging tasks of such scientific investigations is to quantify to the extent possible the various implications of future water mana ge men t strategies considered in developing the current water supply capabilities.
Use of mathematical techniques, coupled with data collection
tasks and the practical judgment of the physical system, is receiving an increasing acceptance from members of water related interdisciplinary teams. Especially in the planning stages of the water ma nagement decision making process, the technique of mathematical models appears to be the most po wer ful tool to assess beneficial, adverse or status quo impacts of future actions.
As a consequence, varieties o f mathematical models in the areas
of water, air, land and energy resources are constructed to examine a series of options for different levels of development of the resource under investigation.
-
1
-
1.2
THE NEED FOR THE WATER QUALITY MODEL Backpumping was considered as one of several water management schemes
in the development of the water supply and wat er use plan for the lower east coast of south Florida.
Basically, backpumping means that excess water
(which is normally discharged eastward to the ocean through existing canals) is pumped wes tward to selected areas (in our case, the conservation areas) during the wet period to increase the water supply capability for the region of south Florida during the dry period. illustrated in Figure 1.
This concept of backpumping is
In the upper portion o f Figure 1, the direction of
the arrows indicates normal eastward flow of water from Lake Okeechobee to the ocean through the existing canal system.
The lower portion of the figure
represents pumping of water westward to the conservation areas of the Eve r glades for increasing storage capacity of the region in addition to providing flood protection to some urban areas.
Although the inherent goals of the
backpumping scheme are sound from a water quantity viewpoint, there are some points that need considerable environmental assessment).
One of these points
relates to the water quality impact of the backpumped water.
In backpumping
operations, surface water runoff from surrounding land uses and practices drains into a canal
(which in turn is backpumped into the conservation area).
The extent to which the conservation areas are affected from a water quality standpoint becomes a matte r of great significance in evaluating the overall effectiveness and trade-offs of future backpumping schemes.
Secondly, the
water quality impact assessment of future backpumping schemes must be c o m pleted on a timely basis to facilitate the comparative evaluation of this alternative with other possible wate r management alternatives.
These two
points create the basic need for a wat er quality planning model which can estimate the spatial and time distribution of selected chemical constituents
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LAKE OKEECHOBEE
REGULATION SCHEDULE
URBAN CANAL SYSTEM
WATER STORED IN LAKE OKEECHOBEE USED TO RECHARGE SOUTHEAST FLORIDA WELLFIELDS
BACKPUMPING C O N S E R V A T IO N AREA
URBAN C A N A L SYSTEM CONTROL
LE V E E
f
t
PUMP
t Figure I .
EXCESS S TO R M W A TE R N O W BEING DISCHARGED IN OCEAN DURING R A IN Y SEASO NS
Comparison of Normal and Backpumping Flow Directions.
(in our case at present, chlorides) in the conservation areas for the expected future inputs of different backpumping schemes. 1.3
SPECIFIC OBJECTIVES As a part of the broad, modern methodologies for analyzing backpumping
schemes, the specific objectives of the water quality model are as follows: 1.
To
modify the receiving water quality part of the EPA Stormwater
Management Model so as to include typical characteristics (physical, chemical, biological and hydrogeological) of the three conservation areas in the model, 2.
To
obtain time and spatial distribution for a conservative substance
(chloride in this case) and for two nonconservative chemical constituents (total dissolved nitrogen [TDN] and total dissolved phosphorus [TDP] in our case) for the three conservation areas, 3.
To
calibrate the model for the available field data of the y ear 1974,
4.
To
obtain time and spatial distribution o f three chemical co nst it u
ents (Cl, TDN, TDP) for a wet ye ar and a dry year, 5.
To
estimate time and spatial distributions of two chemical parameters
(TDN and TDP) for the various quality inputs generated for different viable backpumping m anagement alternatives, 6
.
To provide some insights into the distribution of chemical
inputs
in the conservation areas by adequately considering the hydrologic, hydraulic and many other regimes of the physical system, and 7.
To facilitate the assessment of the wat er quality impact of b a c k
pumping inputs by examining the extent to which these inputs are dispersed through the integrated channel and marsh system as the water moves from Conservation Areas 1 through 3.
2.
2.1
WATER QUALITY MODEL
FUNDAMENTALS OF WATER QUALITY MODELS Although the original concept of formulating water quality parameters
in terms of the net result of various physical, biological and chemical interactions goes back to the third decade of the twentieth century, a tremendous amount of developmental modeling work has been observed during the last twenty years as a result of increased public awareness and their demands for better analysis of aquatic environments.
The availability of
more sophisticated data acquisition systems, improved measurement techniques and powerful tools of systems analysis also provided impetus for examining water systems from different angles.
Among other types of endeavors un de r
taken during this period, efforts toward developing mathematical models for aquatic interactions have indeed played a significant role in providing interdisciplinary models in general and water quality models in particular. Basically, water quality models are developed for assessing the water quality changes that can occur as a result of the stress (natural or man made) imposed on the system.
Since wa ter quality changes are functions of biological, c hem
ical, physical and many other numerous factors, these factors are first identified and interactions between these factors are then formulated.
The
mathematical representation of these interrelationships (reflecting the interactions) can take the form of either a simple algebraic equation tying together various factors or a differential equation representing the change of a certain parameter as a function of other variables or more sophisticated mathematical forms such as probabilistic or stochastic models.
Most of the
wate r quality modeling efforts are first involved with formulating the c on centration of a certain chemical parameter of the aquatic environment in terms of various processes responsible for causing a concentration change in
that parameter.
Mathematically, the identified processes are included in
terms of coefficients reflecting the rate and characteristic information of the processes.
With such generalized mathematical representation, the
formulations can be applied to many different types of water systems with different forms of coefficients and rate kinetics.
Although such generalized
procedures look straightforward, there are many variations possible in terms of the (a) number of processes included in the formulation, (b) type of mathematical model, (c) category of the water system, (d) characteristics of the chemical parameters, (e) mathematical scheme to obtain the solution and (f) simplifications, approximations and assumptions of the modeling methodologies.
As a consequence, there exist varieties of water quality
models to include these different conditions.
From an applications s t a n d
point, these wat er quality models can be broadly categorized as follows: 1.
QUAL I (using Streeter-Phelp formulations),
2.
QUAL II,
3.
STORM Model,
4.
Statistical models with probabilistic, stochastic and deterministic rationales,
5. 6
.
Agricultural runoff quality-quantity models (ARM Models), and EPA Storm Water Management Model
To understand the selected water quality model for the conservation areas in the proper perspective, it is necessary to examine the existing models in light of their different rationales and methodologies.
Thus, an
effort is made in the following section to briefly review these models in terms of (1 ) what are they designed for? (2 ) w hat kind of useful
information
do they provide, and (3) whether or not they are applicable in our specific investigations of the three conservation areas, etc., etc.
- 6 -
2.1.1
SALIENT FEATURES OF EXISTING WATER QUALITY MODELS
2.1.1.1
QUAL I
A starting point in the development of wa t e r quality models appears to be the effort made by Streeter and Phelp in 1925 to formulate the dis solved oxygen profile as a function of organic load, deoxygenation and reaeration rates.
The QUAL I model which was developed by the Texas Water
Development Board and which is based on the formulations of oxygen sag equations, predicts the time and spatial distribution o f Biochemical Oxygen Demand (BOD) and Dissolved Oxygen (DO) at the downstream side of the point of discharge.
Essentially, QUAL I was developed for one dimen
sional flow with steady state conditions for stream and canal systems. Af te r estimating, either in the laboratory or in the field, the rate coefficients for deoxygenation and reaeration processes, QUAL I estimates the critical time and the downstream point where m i ni mum concentration of dissolved oxygen can occur.
Although several applications of QUAL I to
various streams in the United States have been reported, a recent study by the U. S. Geological Survey and Connell Associates, Inc., of Miami, Florida, has explored the QUAL I model as a management tool to predict the spatial and temporal distribution of dissolved oxygen and biochemical oxygen demand in the Plantation Canal of south Florida, and for the St. Johns River, Kis simmee River, lower Florida and east coast basins, respectively (14, 20)*. It should also be noted that although most of the applications of QUAL I have considered the interplay of only deoxygenation and reaeration processes, formulations are available to include other dissolved oxygen related pr oc esses such as photosynthesis, nitrification and benthic oxygen demands for estimating the impact of waste discharges on the dissolved oxygen reservoir of stream and canal systems.
* Numbers in the parenthesis refer to the reference numbers of the bibliography.
2.1.1.2
QUAL II
This is a modified version of QUAL I and it was developed by Water Resources Engineers, Inc., (WRE) of Walnut Creek, California, to simulate the steady state behavior of (a) chlorophyll, (b) nitrogen, (c) phosphorus, (d) coliforms, and (e) radioactive material in addition to two parameters of dissolved oxygen and
biochemical oxygen demand considered in QUAL I.
The complete set of differential equations for water quality parameters of QUAL II is repeated in Table 1 for a ready reference.
It is clear from the
table that these formulations represent the rate of change of chemical parameters as the net interactions of dispersion advection, constituent reactions, and various sinks and sources. (12).
An implicit type numerical
technique is then applied to solve these differential equations for each of the numerous reaches constituting the river system.
As an outcome, this
model estimates time and spatial distribution of various parameters.
Since
QUAL II deals with varieties of physical, chemical and biological processes that are built into the formulations, there are relatively large numbers of constants and rate coefficients associated with this type of water quality model. 2.1.1.3
STORM Model
As a part of urban stormwater management, the STORM Model was designed by the Hydrologic Engineering Center of the U.S. Corps of Engineers to estimate the quantity and quality of runoff from small and urban watersheds so that pollution from stormwater could be controlled by providing a c o m b i n ation of storage and treatment facilities (18).
By considering precipitation,
air temperature for rainfall/snowmelt, pollutant accumulation, and land surface erosion, the amount of runoff associated with its water quality are estimated.
The wate r quality parameters considered in the STORM Model
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TABLE 1 S U M M A R Y OF D I F F E R E N T I A L E Q U A T I O N S 'USED IN QUAL II M O D E L
C o n serv ativ e mineral ( c )
Algae (A)
3c .
3
A«ix
I Phosphate phospho rus (P)
Biochemical oxygen demand (L )
jp
at
H
.
>(aa ! t i A x i«
>)
It * ---A a V ~
Coliforn (F)
iL
«*,>*>
♦ (aj(p-u)A
A *3X
5<
V l> - (K, ♦K,)l
A dx x
3(A u<>)
K.
" —A* 3 x ' *
" t) + (OjW ”a„p)A *
3 ( A xuF)
R a d io a c tiv e m a te r ia l (R)
3t
A “ 7X
3R at
f Ax3x
x
~ T ? 7'
3(AxuR) A 3x x
*,F
KrR
* 0 " " a i3 jN i ’
include suspended and settleable solids, biochemical oxygen demand (BOD), total nitrogen (TN), orthophosphate (PO 4 ), and total phosphorus (TP). 2.1.1.4
Statistical Models
Since many professional wa ter scientists feel that natural processes are too complex to be derived by mathematical formulations, the int er relationships are empirically established by statistical methods.
For
example, a deterministic model developed by Reid, G. W. (13) using the statistical technique of multiple regression analysis for storm drainage is written as Y 2 = 4.8 + O. O 8 2 X 2 + 0.48X8 Y 5 = 2.38 - 0.188 lnX-j + 0.310 l n X 1 0
and
Y 6 = 2.90 + 0.00003X] - .OOOIX 3 -0. 0137XS - 0.741 X n•] where Xi = population, X 2 = population density, X 3 = number of households, X 8 = commercial establishments, Xl 0 = streets, X I 1 = environmental
index,
Y 2 = B.O.D., Y 5 = total nitrogen, and Y 6 = total phosphorus (13). Another interesting empirical relationship provided by Reid, G. W. (13) for the eutrophication process relates to the required nutritional dilution with eutrophication parameters as shown in the following:
Qn =
(1 - TLn ) - 1.44 (1 - ILL) ' (TLL 3250)
Qp =
(1 - TLp ) - 0.27 (1 - ILL) ' (TLL 1080)
where Qp or Q n Z TLp or T L n Fp or Fn TLl
= nutritional dilution required, = relative portion impounded and affected by
RQS level
= phosphorus or nitrogen removal level expresssed
as
a decimal,
= BOD/P ratio or BOD/N ratio, = BOD removal level expressed as a decimal,
RQSp or RQSn = acceptable level for phosphorus and nitrogen. Likewise, varieties of statistical water quality models with p robabil istic and stochastic rationales can be found in the literature (1).
Crit i
cism that is generally heard regarding these statistical models is that they are not generalized and thus they should not be applied to any other si tua tion.
However, for setting short term planning guidelines on a regional
basis, these empirical models may become more handy than the generalized solution of rigorous mathematical 2.1.1.5
formulations.
Agricultural Runoff Quality-Quantity Models (ARM)
These water quality and quantity oriented models are developed basically for describing the movement of chemicals in and across an agricultural w a t e r shed.
There are two kinds of models available in this category.
type of model
The first
(which was developed by a research team of the Agricultural
Research Service) uses USDAHL-74 model of watershed hydrology to estimate runoff h y d r o g r a p h s ,for a given watershed by considering precipitation, hydrologic characteristics of soils and land use, evapotranspiration, i n filtration and routing techniques (9).
The estimated runoff values are
then further used in the wa t e r quality model
(developed by the same research
team) which is called an Agricultural Chemical Transport Model net result of the combination of the USDAHL 74 Model
(ACTMO).
The
and the ACTMO Model
gives the quality and quantity of runoff from an agricultural watershed for
a given rainfall distribution and hydrogeologic, climatologic and many other watershed characteristics (6 ).
The second type of model is
advocated by Hydrocomp, Inc., of Palo Alto, California and is called the Pesticide Transport and Runoff Model
(PTR Model).
Although the basic
purpose behind the development of ACTMO and PTR Models is the same, the methodology is different in terms of assumptions, computational procedures and the way different hydrologic processes are included in the model. ACTMO estimates chemical transport of the pesticide Carbofuran as against the herbicides (such as Paraquat, Dippenamid, etc.,) used in the PTR Model. Since most of the processes considered in the ARM Model are expressed in terms of empirical equations with the characteristics o f the region built into the various coefficients of the equations, the success of the model is largely dependent on the accuracy of these coefficients.
It should be
noted that the ARM Model was not developed in terms of differential equations, it was developed using daily accounting procedures of various interactions. 2.1.1. 6
EPA Stormwater Management Model
While trying to establish a generalized and uniform procedure for estimating various aspects of storm water nationwide, the stormwater management model was evolved as a combined effort of Metcalf & Eddy, Inc., the Department of Environmental Engineering of the University of Florida at Gainesville, and Water Resources Engineers, Inc., under the sponsorship of the federal Environmental Protection Agency(ll). Basically, this model (which is widely known as the SWMM Model) estimates runoff hydrographs (using any rainfall hyetograph or multiple hyetographs) and continuous runoff quality graphs (pollutographs) on the basis of the volume of storm runoff, rainfall history, street sweeping data, land use and related data (11). As a next step, the computed hydrographs and pollutographs are routed
- 12 -
through the simulation of the physical transport system.
After obtaining
the routed quality and quantity of stormwater, the various options for storage and treatment facilities are examined in terms of their cost effectiveness.
This comprehensive model has several sub-models (such as
surface runoff quantity model, dry w e ath er flow quantity model, infiltra tion model, transport model, storage model, receiving water quantity model, surface runoff quality model, dry weat her flow quality model, treatment model and finally cost-effectiveness model) which are linked together to achieve the final result of providing the optimum combination of stormwater treatment and storage facilities to minimize, in the final analysis, the stormwater pollution (11). Although the SWMM Model
is designed for storm
wa te r management, many concepts and procedures used in this comprehensive model seem to be useful in various contemporary environmental models and simulations.
2.2
SELECTION OF A SUITABLE MODEL Considering the specific objectives (as outlined in Section 1.3) for
developing a water quality model for the three conservation areas, the receiving wat er quality part of the EPA Stormwater Management Model appears to be more applicable for the following reasons: 1.
Since QUAL I is designed primarily for stream and canal systems to
handle only two chemical parameters (such as dissolved oxygen and biochemical oxygen demand) and since our water system consists largely of a marsh with feeding canals, QUAL I is not directly applicable to analyze the distribution of chlorides and dissolved nutrients in the conservation areas. 2.
Although the QUAL II Model has a sophisticated approach using di f
ferential equations for conservative as well as nonconservative parameters, the coefficients and rate constants of the equations cannot be adequately determined by the existing limited water quality data base.
Because of such
a limitation, it cannot be adequately used as a man agement tool to analyze backpumping schemes at the present time. 3.
As mentioned earlier, the STORM Model was developed specifically
to estimate quantity and quality of surface runoff from a given watershed only at an outlet of the watershed.
As a result, our specific objective
of estimating temporal and spatial distribution of chemical parameters in the conservation areas cannot be fulfilled by the STORM Model, although its useful role is utilized in other aspects of backpumping analysis. 4.
Lack of sufficient wa t e r quality data has prevented the ava i l a
bility of well established statistical models interrelating various water quality parameters at different points in the conservation areas. 5.
ARM Models do include sophisticated scientific bases in their
water quantity and quality c o u n t e r p a r t s ; however, these two integrated parts cannot be separately processed.
In other words, before the water quality
part is developed for the conservation areas, its water quantity counterpart should be ready.
Since neither the Stanford Watershed Model nor the USDAHL
74 Hydrology Model has been available for the three conservation areas due to many conceptual difficulties, ARM models are not considered as a logical choice. 6
.
In spite of the fact that the EPA stormwater management model was
developed for urban stormwater movement, and although this comprehensive model has varieties of pieces built into it, the methodology of the r e ce iv ing water quantity model and the receiving wa ter quality model can be separately developed.
Furthermore, the receiving water quantity model was
recently applied to the three conservation areas and the hydraulic output (which becomes part of the input data set for the receiving wat er quality model) is available.
This is one of the main reasons why the EPA SWMM
- 14 -
Model
is more suitable in our water quality investigations of backpumping
schemes.
Furthermore, the network analysis implied in the receiving water
quality model enables us to obtain the wanted information regarding temporal and spatial distribution of chemical constituents for various backpumping inputs.
It is also conceived that some of the peculiarities of the c o n
servation areas may be included by perhaps modifying the basic concepts of the receiving wate r quality model.
2.3
DESCRIPTION OF THE SELECTED MODEL The relative position of the selected receiving water quality model
in an overall perspective of backpumping analysis is depicted in Figure 3. As shown in Figure 3, three major types of input sets are required for a wate r quality model.
Using such input information (in terms of historical
loading, future expected loading from the backpumping alternatives and hydraulic output of the receiving water quantity part of the SWMM Model), the water quality model estimates concentration of the selected chemical constituents at various points in the three conservation areas, the general area of which is shown in Figure 2.
Such an output is expected to be
helpful in evaluating the water quality impact of backpumping alternatives and in providing some insights into the travel of the backpumped inputs through the three conservation areas. Since the selected receiving water quality model is essentially a network analysis, the three conservation areas under investigation are first represented in a series of networks as shown in Figures 4, 5 and
6
.
The circles are called nodes and the line joining two nodes represents a link.
Number of nodes, number of links, number of raingages and area
contained in each conservation area
are given in Figures 4, 5 and
tional points to be remembered regarding Figures 4, 5 and
- 15 -
6
6
. Addi
are as follows:
F O R M A T ION
V E G E T A T IO N - c o n tin u e d
4 Saw Grass The Everglades was fo rm e d as a result of clim a tic ch a n g e to a w e t 5 Da ho on Holly 6 Red Bays te r clim ate, the fillin g of La ke 7 W illo w s O keechobee w ith fre s h w a te r and the seasonal accum ulatio n of ra in W IL D LIF E fa ll in the shallow b e d ro ck basin underlying the E ve rglad es A rea is Fish deer, w a d in g b ird s , aquatic form ed in to a sh a llow w id e d ra in m am m als age deoression d ra in in g fro m L a k e O keechobee and fed by M IC RO CLIM ATE ra in fa ll Tree islands e x p e rie n c e reduced insolation, w in d sp e e d and higher G EOLOGY hum idity in in te rio rs H olocene sedim ents of oeat, m ucic LAND USE SUITABILITY and m arl o verlyin g P le isto ce n e m a rin e and fre sh w a te r lim estones j No agricultural value at present as well as shelly sands Good w ildlife preservation
Storm water retention SOILS P rim arily organic p e a ts w ith som e m a rls 3 - 9 ' deep VEGETATION ^
Everglades Marshes, Sloughs 81 Tree Islands
W hite W ateriiiies Bladderw ort S edges and G ra s s e s
DYNAM ICS A n n.jai flo o d in g a n d periodic fire s are im p o rta n t m maintaining m a rshes Tree is la n d s can be d e s ,r oyed by severe fire s or prolonged floo din g
tre e isla n d 6
: L ' - V - W -v-l' CtS!£'-n * ^ F i g u r e 2.
General
Features of C o n s e r v a t i o n Areas o f the F lo rid a E ve r g l a d e s (2/)
F i g u r e 3.
AN
OVERALL
BACK PUMPING
PERSPECTIVE ANALYSIS
OF
4 S- 5A
, F i g u r e 4',
LINK-NODE REPRESENTATION CONSERVATION AREA I
OF
Figure
5,
LINK-NODE
REPRESENTATION
CONSERVATION
AREA
2A
OF
S
NUMBER
of
NODES - 2 0
N U M R E H OF I I N K S - 5 4 AREA-730
SQ
------
HY P 0 T H K T I C A L
-------
CANAL
sr. a i f
F i g u r e 6',
MILES
CANAL
ACTUAL
i"= 3 o , o o o
LINK-NODE REPRESENTATION CONSERVATION A R E A 3A
OF
rff r
1.
Link number appears on each link.
2.
The purpose of showing a directional arrow on the link is to
represent it easily in a computer simulation.
The direction shown does
not necessarily represent the direction of flow through the link.
For
example, if the velocity and discharge for a particular day through link 20 of Conservation Area 1 are positive, then flow takes place from node 5 to node
12
; however, if in the next day both are negative, then flow occurs
from node 12 to node 5 (see Figure 4). 3.
Solid lines represent hypothetical links (usually in the marshes),
whereas dotted lines represent existing canals, channels or ditches. 4.
External inputs through existing wa te r control structures are
shown by external arrows.
Nodes at which these external inputs are c o n s i d
ered are known as inlet nodes. 5.
The rationale for selection of a particular type of network for
the three conservation areas goes back to the water quantity model.
Since
the water quality model uses the output of the water quantity model, the same network that is selected for the wat er quantity model is used in the quality model in order to maintain uniformity and continuity in these two related models.
Furthermore, considering the trade-off between the a va i l
able computer memory and the realistic areal coverage, the suitable number of nodes and links are selected for the conservation areas as shown in Figure 4. 2.3.1
Formulations For a given link-node representation of a wa ter system, the water
quality model is primarily geared to the following basic continuity equation
where Cj = concentration at node j, (mg/litre), ACj = change in concentration at node j, (mg/litre), At = time (number of seconds in unit time step), V.} = velocity of entering link, (ft/sec),
Qi = discharge of entering link, (cu .f t./ se c.), AX = length of entering reach (ft.), K = decay coefficient, Sj = source at node j (when +ve), or = sink at node j (when -ve), N = total number of incoming links at a given node j, i = incoming link, a C-j j
= concentration gradient in the incoming link at node J, or = (concentration at node j) - (concentration of upstream node).
To illustrate the working of this basic continuity equation, an illus trative node-1 ink system is presented in Figure 7.
There are six nodes
with node No. 4 as a central node where change in concentration during At time is sought.
As shown in Figure 7, there are three incoming links
(which are only to be considered) and two outgoing links.
In addition,
the velocities (V-|, V 2 and V 3 ), discharges (Q-), Q 2 and Q 3 ) and distances ( X ], X 2 and X 3 ) corresponding to three incoming
links are also given.
ilarly, concentrations at nodes 1, 2 and 3 (C-j, C 2 and C 3 ) are also required.
Using such information, equation (1)
can be expanded for an
illustrative n o d e - 1 ink system as shown here: AC]
_AC4. = _ [Qlvl X T At
AC2 ,
Q2v2 X2~
AC3
Q3V3
Q-| + Q 2 + Q 3
- 22 -
] _ KC
Sim
Illustrative node-1 ink system for explaining the continuity expression for water quality model.
FIGURE
- 23 -
7
where AC 4 = change in concentration at node
4
= C 4 (t+1) - C 4 (t) C4 = C 4 (t) AC] = C 4 (t) - C-] (t)
AC2 =
c4(t)
- C2 (t)
AC 3 = C 4 (t) - C 3 (t) C 4 (t) = concentration at node 4 of previous time
step,
Ci(t) = concentration at node 1 of previous time
step,
C 2 (t) = concentration at node 2 of previous time
step,
C 3 (t) = concentration of current time step at node 4, and K = decay coefficient. 2.3.2
NATURE OF THE WATER QUALITY MODEL 1.
The formulation around which the whole framework of the water
quality model is built is a simple and basic finite difference version of double weighted procedures in which the concentration gradient along a link is first weighted according to incoming flows and second, is weighted according to distance traveled along the link by inflow during the unit time step for an advective transport. 2.
In accordance with the generally accepted definition of steady
and unsteady states, the water quality model is a simple form of unsteady state formulation and thus the model can estimate dynamic type water quality behavior of the wate r systems using physical, chemical and b i ol og ical factors. 3.
The water quality model, based on the basic continuity equation,
includes advective transport (first term on the right hand side of Equation 1), decay process (second term of Equation 1) and a combination of sources
- 24 -
or sinks (third term of Equation 1).
For example, external water quality
input through rainwater or an increase in concentration due to evaporation can be included in the model through the third term of sources and sinks. 4.
The manner in which the receiving water quality part of the
comprehensive SWMM Model was originally developed is applicable to the conservation areas as well as to urban, rural and to other types of water systems.
Furthermore, it can handle conservative (such as chlorides) and
nonconservative parameters (such as dissolved nitrogen and phosphorus). 5.
There is no restriction on any kind of stability criteria because
the outcome of the model is not based on an iterative procedures.
However,
since the advective term is a double weighted average of flows and distance, the time step should be such that one.
T-- is always less than or equal to
This puts some restriction on the model, although the restriction can
be easily surmounted in many different ways. 6.
Computational time is relatively small (a matter of minutes) as
compared to the execution time of the water quantity model (which is a matter of hours). 7.
It can be seen from Equation 1 that the receiving water quality
model requires a set of velocities and discharges (for all the links) which are generated in the receiving water quantity part of the SWMM Model. Thus, it becomes very essential to have the output of the receiving water quantity model available as one of the major inputs to the water quality model. 2.3.3
COMPUTATIONAL PROCEDURE The basic computational procedure involved in the application of the
water quality model to the three conservation areas is outlined in Figure 8.
- 25 -
- 26 -
Figure
8,
BASIC
PROCEDURE
OF
THE
WATER
As a starting step, Conservation Area 1 is considered first.
With the
selected link and node representation of the conservation area (as shown in Figure 4) daily velocities and discharges of the full y e a r of 1974 for all of the links are transferred from the w a t e r quantity model and are stored on a tape in addition to the other necessary information (such as initial c o n centrations of chlorides, total dissolved nitrogen and total dissolved phosphorus for twenty nodes, decay coefficients for total dissolved nitrogen, (TDN) and total dissolved phosphorus (TDP) and historical inputs at inlet controlling structures).
With such input information, the continuity equation
of the wat er quality model is then used to estimate daily concentrations of chlorides, TDN and TDP at twenty nodes for the historical case of the y e a r 1974.
To calibrate the model, generated concentrations are compared with the
available historical wat er quality data set of Table 2.
These comparisons
also provide the direction in which the model should be further improved. After completion of such calibration processes for Conservation Area 1, Con servation Areas 2A and 3A, respectively.
In this manner, three conservation
areas are integrated in the model as they are connected in reality in terms of hydraulic movement and chemical transport. While working closely with the basic continuity equation, another type of basic w at e r quality formulation (based on mass-balance principle) is also tried.
The basic form of such equation is as follows:
TABLE 2.
HISTORICAL WATER QUALITY DATA FOR CALIBRATING THE MODEL
Cons. Area
Water Quality Parameter
Jan. 29, 1974
1
P, N and Cl
5 (FCD)
Jan. 31, 1974
1
P, N and Cl
5 (FCD)
Feb. 25, 1974
1
P, N and Cl
13 (FCD)
Mar. 12, 1974
1
P, N and Cl
5 (FCD)
Mar. 13, 1974
1
P, N and Cl
5 (FCD)
Mar. 27, 1974
1
P, N and Cl
14 (FCD)
Dec. 13, 1974
1
P, N and Cl
8
Sep. 26, 1974
3
P, N and Cl
12
Jan. 29, 1974
2A
P, N and Cl
15 (FCD)
Feb. 25, 1974
2A
P, N and Cl
15 (FCD)
Mar. 27, 1974
2A
P, N and Cl
13 (FCD)
May 30, 1974
2A
P, N and Cl
13 (FCD)
June 24, 1974
2A
P, N and Cl
14 (FCDO
July 24, 1974
2A
P, N and Cl
15 (FCD)
Sep. 29, 1974
2A
P, N and Cl
15 (FCD)
Dec. 20, 1974
2A
P, N and Cl
15 (FCD)
Date
Source:
Reference No.
8
- 28 -
Number of Stations
(USFSWS) (FCD)
where
At = number of seconds in unit time step, N = number of inflows, M = number of outflows, Q.J t + i = inflows in link i during t + 1 , (cfs) Q o t t + -| = outflows in link OT during CJ
.= concentration at node
t+1, (cfs)
j at previous
time step t, (mg/litre)
D. . = depth in inches at node j at previous time step t, J 9^
A. = area in square ft. at node j, J
C. . = concentration at upstream node i at previous time step, (mg/litre), I9L
Rj t + .j = rainfall in inches at node j during time (t+ 1 ) CR = concentration of rainfall quality (mg/litre). Conceptually, mass balance equation and basic continuity equation include all the major characteristics of physical processes of the conservation areas; however, the parameters used in the computational procedures are slightly different.
For example, velocity is used in receiving water quality f o r m u
lation whereas areas at the node are included in mass balance equation.
It
is emphasized that speculation twoard savings in computer time and perhaps better inclusion of sources or sinks at low water depths have encouraged the authors to try the mass balance equation. of these speculations, however. from Equations (1) and (2).
Only results can prove the validity
Other comparative differences are obvious
Merits of each equation and the final selection
will be fully discussed in light of the results in a later chapter. 2.3.4
ASSUMPTIONS 1.
Considering the type of flow regime in the conservation areas, the
phenomenon of diffusion seems to have insignificant contribution in changing the concentration of selected water quality parameters.
Thus, the diffusion
term in the basic continuity equation is assumed to be negligible.
2.
The basic continuity equation considers only incoming links to
estimate concentration change at a given node.
In this technique, it is
assumed that the water quality contributions of incoming links is well mixed and the resultant concentration is passed on through the outgoing links. 3.
Due to very limited chemical
information and related data base, the
relationships between ( 1 ) total dissolved nitrogen and total nitrogen and (2 ) total dissolved phosphorus and total phosphorus are not yet well established for the three conservation areas.
Therefore, the following mathematical
relationships (which were developed using the available data for the S-10 structure) are assumed to hold good for converting these two parameters back and forth in the three conservation areas (1 0 ). TDN = TN for TN < 1.44 TDN = 2.1769(T N ) - 3.1597 for 1.44 < TN < 3 TDN = Tn for TN > 3
TDP = 0 . 8 2 5 7 (TP) + 0.002 4.
The resultant concentration at an inlet node is assumed to be a
weighted average of incoming concentration (through the controlling structure) and the computed concentrations in terms of their volumes expressed in depth units. 5.
Nodes in the existing channels or borrow canals are assumed to be
points in the main channel and thus, direct water quality contributions from rain to the channel nodes are assumed to be negligible. 6
.
In any period of the ye ar (usually in the wet period), if the
velocity in any link is observed to be high enough to pass the link length in a unit time step, then concentration change contributed by the advective term is assumed to be a weighted average of inflows at that node.
7.
Although quantity contribution of rainfall is included in velocities
and discharges of the water quantity model, the rainfall water quality inputs are included by assuming the physical mixing of surface water and rain water. An adequate parameter to take the weighted average of rain water quality and surface wate r quality is assumed to be a depth in inches. 2.3.5
INPUT DATA REQUIREMENTS As shown in Figure
6
, different kinds of input data sets are required in
the water quality model. 1.
These input data sets are related to
Number of nodes and links considered in the network representation
of the conservation areas, 2.
Starting concentrations at every node of the conservation areas,
3.
Velocities and discharges for all the links and depth, and area
for each of twenty nodes. 4.
Historical
loading (i.e., concentration and discharge through the
controlling structure) to the three conservation areas. 5.
Backpumped loading and the point at which the backpumped inputs are
delivered in the conservation areas. The network representation of the conservation areas with its links and nodes are shown in detail in Figures 4, 5 and
6
.
Initial concentrations at every node of the conservation areas are essential to start the computational steps of the model.
Since it is di f f i
cult to obtain water quality measurements at every node point, a valid approximation is made to obtain the starting concentration set.
Such c o n
centration sets (derived from the available water quality data, the available distribution maps of the U. S. Geological Survey and other operational infor mation on the physical characteristics and water movement patterns in the conservation areas) used in the model for the three conservation areas are given in Tables 3, 4 and 5.
- 31 -
Node No.
TN**
TP**
1
3.45
0.092
176
2
2.65
0.070
272
3
2.65
0.070
242
4
2.65
0.070
253
5
2.45
0.008
19.25
6
2.45
0.008
16.50
7
3.57
0.092
148
8
3.55
0.090
115.50
9
3.53
0.088
83
10
2.45
0.008
18
11
2.45
0.008
37
12
2.45
0.008
24
13
2.45
0.008
33.50
14
2.95
0.076
325.50
15
2.45
0.008
37
16
3.49
0.084
281
17
3.51
0.086
189
18
3.47
0.082
141
19
3.25
0.073
187
20
3.59
0.080
138
Cl*
* Based on general distribution of chlorides observed in CA 1 (See Figure 9) **USGS publication prepared in cooperation with the Corps of Engineers, Dec. 1975. (Reference No. 19) TABLE
3
INITIAL CONCENTRATIONS FOR CONSERVATION AREA 1 BEFORE JANUARY 1974
- 32 -
Figure 9.
c h io r id i
v a r ia t io n s
Source:
<-. V .i'V— --
of surface
water
Reference No, 7
- 33 -
in
c o n s e r v a t io n
area
i
Cl
TN
TP
20
3.12
0.006
249.3
19
3.12
0.006
249.3
18
3.45
0.092
176
17
3.45
0.092
176
16
2.72
0.004
158
15
3.01
0.002
178
14
3.45
0.092
176
13
3.12
0.006
195.9
12
3.12
0.006
142.5
11
5.14
0.002
142.5
10
2.35
0.030
227
9
2.35
0.030
227
8
5.83
0.003
185
7
5.86
0.003
187.5
6
2.62
0.010
150
5
2.62
0.010
160
4
2.62
0.010
160
3
2.35
0.003
157
2
2.62
0010
154
1
2.62
0.010
154
Node No.
TABLE 4 INITIAL CONCENTRATION BEFORE JANUARY 1974 FOR CONSERVATION AREA 2A
- 34 -
Node No.
TN**
jp**
1
2.58
0.002
31.94
2
2.60
0.002
31.94
3
2.59
0.002
16.9
4
1.60
0.04
31.9
5
2.59
0.002
33.9
6
1.60
0.04
86
8
2.62
0.01
154
9
3.48
0.101
140
10
2.23
0.008
150
11
3.20
0.09
63.65
12
3.20
0.09
61
13
3.2
0.09
130
14
2.26
0.008
17.5
15
1.86
0.09
25.7
16
2.00
0.027
49
17
2 45
0.008
33,9
18
1.86
0.09
50
19
0.92
0.02
38
20
2.55
0.004
20.9
Cl*
*
Based on the unpublished data by Pat Gleason, Nov. 27, 1973
**
USGS publication prepared in cooperation with the Corps of Engineers, Dec. 1975. TABLE
5
INITIAL CONCENTRATION FOR CONSERVATION AREA 3 BEFORE JANUARY 1974
- 35 -
One of the very important sets of input data is related to the collection of velocities, discharges, depth, rainfall, length of the links and the c o n centrations of chemical parameters in the rain water along with the decay coefficients for TDN and TDP.
Since velocities, discharges through the links
and through the inlet and outlet structures, depth of water, rainfall amounts and link lengths are all parts of the output from the water quantity model, these values are available in the form of a series of magnetic tapes which are used as input tapes in the water quality model.
As provided by the Water
Chemistry Division of the South Florida Water Management District, the following concentrations of three wat er quality parameters of rain water along with the estimated decay coefficients are used in the water quality model ( 2 ,
1 0 ).
Chlorides = 4 mg/litre Total Dissolved Nitrogen = 1 . 2 mg/litre Total Dissolved Phosphorus = 0.045 mg/litre Decay
coefficient (K) for TDP = 0 . 57/day
Decay
coefficient (K) for total inorganic nitrogen = 0.46/day
Last, but not least, the input data set includes the concentrations of inflows.
Although water quality sampling and measurements are made at di s
crete time steps, the recorded values are interpolated for each inlet structure in the computational steps. two
A complete set of these concentration values
inlets (S-5A and S - 6 ) of Conservation Area
for
1, two (S-7 and S-10) inlet
structures of Conservation Area 2A and seven ( S - l l , L-314, S-140, S-190, S-150, S - 8 and S-9) inlets of Conservation Area 3A are included in Exhibit 1.
- 36 -
3. 3.1
RESULTS AND DISCUSSION
NATURE OF THE OUTPUT Within a framework of input data, assumptions, formulations and simpli
fications as presented earlier, the wat er quality model provides output for various conditions.
As shown in Figure 10, the wat e r quality model output is
generated for the following cases: 1.
Historical case of 1974,
2.
Four years (1968, 1969, 1970 and 1971) including wet and dry wat er
years of 1968/69 and 1970/71. 3.
Four years (1968, 1969, 1970, and 1971) including wet and dry water
years o f 1968/69 and 1970/71 for each of the feasible backpumping schemes, and 4.
Slug runs for a w e t y e a r of 1968 and dry y e a r of 1971 for each of the
feasible backpumping schemes. Although the wat e r quality model is designed to simulate daily concentra tions o f chlorides, total dissolved nitrogen (TDN) and total dissolved phosphorus (TDP) at all the twenty nodes of Conservation Areas 1, 2A and 3A at the current stage, only chloride results will be examined to demonstrate the framework of the model.
Thus, the output for different conditions (compiled in various data
files of Reference No. 12) includes essentially the simulated daily values of chlorides.
After complete scrutinization of the current chloride output, it is
possible to generate nutrient output at a later date when sufficient field data is collected to support some of the nutrient related key parameters of the model.
In essence, the current output from the wat er quality model provides
the time and spatial distribution of chlorides as the w a t e r moves from C onserva tion Areas 1 through 3A under historical, wet, dry, slug and future backpumping conditions.
The final goal of this section is to demonstrate the utilization of
the model output (chloride results) in assessing the water quality impact of backpumping schemes.
- 37 -
Figure 10.
FL OWC HAR T OF THE MODELING PROCEEDURE FOR FACILITATING THE WATER QUALITY — QUA NT ITY EV AL UAT ION OF BACKPUMPING ALTERNATIVES
3.2
DI SCUSSION A l th o u g h the computational steps o f the w a t e r q u al ity model
look s t r a i g h t
forward, there are many i n t e r me di ate points that have to be consi de red and in ve sti gat ed before a final stage is achieved.
An effo rt is made in the
f o l l o win g sections to e l a b ora te on these points. 3.2.1
MASS BALAN CE A N D CON TIN UIT Y EQUATION A P P RO ACH ES As p resented e a r l i e r in Section 2.3.3, two indepen de nt approaches (one
using c o nti nu ity eq uations and the o t h e r based on the mass balance principle) are tried to obtain time and spatial d ist ri but ion of chemical parameters. Results have clearly in dic at ed that m a s s - b a l a n c e equ ations have failed to si mu l a t e the chemical interactions in the c o n s e rv at ion areas.
This is due to
the c o mbi na tio n o f the f o l l owi ng factors: a.
lack o f indirect or direct control on the m a g n i t u d e of the e x p r e s
sions in the n u m e r a t o r as well as in the d e n o m i n a t o r of the equation, b.
conceptual in adequacies in separ ati ng the channel nodes from the
marsh area, c.
difficu lti es in volved in ca rry in g forward the acc umu l a t e d mass under
dry conditions, and d.
s e nsi tiv it y to m i n o r variations in outflows, inflows, depth and
rainfall amounts. As com par ed to the results of the mass bala nc e equation, the m e t h o d o l o g y based on the c o n ti nui ty e qua ti on p rov id ed s a t i s f a c t o r y results and thus the c o n tin ui ty equation is sel ec ted as a final choice in simu lat ing w a t e r quali ty b e ha v i o r in the c o n s e rva tio n areas. 3.2.2
SLUG A NA LYS IS When the w a t e r q u a l i t y model is ext e n d e d to the future backp um pin g schemes
with b a ck pum pin g inputs at spe ci fic nodes of c o n s e rva tio n areas, the si m ula te d c o n c ent ra tio ns are e s sen ti all y the net results of the ba ckpumping and historical loadings.
Th e s e re sul tan t c o n ce ntr ati on s at various nodes
represent the es t i m a t e d c o n ce ntr ati on s that are exp e c t e d to be observe d un d e r d i f f e r e n t b ac kpu mp ing schemes; however, the increase or decrea se due to the bac kp u m p i n g input alone cannot be sep ar ate d out due to the backg ro und c o n cen tr ati ons o f historical
inputs.
In ot h e r words, the d i s per sio n of
b a ck p u m p e d input canno t be e v a l u a t e d easil y due to ad ditive or s u b tra cti ve m a s k i n g effects o f o t h e r incoming historical concentrations.
With a
ra t ion al e o f s tu dying the pattern o f disper sio n of only b a ckp ump ed inputs, the slug runs are designed.
Th es e slug runs r eq uire all the input data sets
and computational steps o f the w a t e r qu a l i t y model wi th the exc ep tio n that the c hl oride c o nce nt rat ion s o f the tr ations are set to zero.
In
historical inputs and the
this manner, it is
po ss ibl e to
b a c kg rou nd c o n c e n c lea rl y observe
t he pattern of mo ve m e n t of the known c o n cen tr ati on s of back pu mpe d inputs. It is to be noted tha t the p r o c e d u r e of slug runs requires the same set of ve locities and discharges through the links, b ack p u m p e d inflows and rainfall inputs.
T h e results o f these
are co mpiled in Ref erence No.
slug runs for each o f the b ac kpu m p i n g schemes 16.
For ill ust ra tiv e purposes, Tables 11, 12, 13, 14 and 15 are pr epared for r ep res en t a t i v e nodes in the marsh and in the channels of C on ser va tio n Area 1. 1.
From these tables, the fo llowing observat io ns can be made: As a net result of flo w pattern, initial dilutio n and rainfall, the
ba c k p u m p e d w a t e r q ual it y inputs are disp ers ed in C on s e r v a t i o n Area 1 in varying amounts w i t h as high as 34.4 p e rce nt of input reaching node 15 during the w et season. 2.
The increase in perc en tag e co ntr ib uti on of b a c k pum pe d input at
inter io r nodes usua ll y occurs in the w e t season w he n r e la tiv el y more w a t e r enters the core o f C o n s e r vat io n Area 1. 3.
A ny specific pattern of increases or de creases (due to the effects
o f dry or w e t yea rs is not ap pa r e n t from the tables, alt hou gh some d i f f e r ences in pe rcentage values can be at tr i b u t e d to the increase or decrease
TABLE
6 .
RESULTS OF SLUG ANALYSIS FOR NODE N O . 5
IN CONSERVATION AREA 1
----------JAN.
BACKPUMPING SCHEMES
68
; FEB. 71
68
APRIL
MARCH 71
68
n
MAY
71
! 68
68
JUNE 71
68
JULY
71
68
68
71 1
0
#1
#2
0
68
71
OCT.
71
68
NOV.
71
68
DEC.
71
68
71! 1
I
j
1.0
.7
1.2 1.3
1.9 : 1.3 5.6
_____ U___
j
SEPT.
AUG.
3.4
7.6
3.7 9.3
i
i
0
■5
.211.2 *i 1
.3
14.9 4.3 14.2 3.9 14.8
4.4 13.3 ;4.8
.6
1.7
3.6
2.2
2.5 5.2
-1
:
1.0 12
3.7 10.7 3.6
1 [ 1 8.7 12.7 8.5
18.5 8.0 13.5 ;8.8 10.4 11.7
6.3
9.8!
i
t j
1.7
43
:
■ -1
4.4
.2;3.6
i
1.2 i 3.4 2.1 1
(
| 1
1 #4
! *5
| o •. I
I I ! ;
I .1 ; .3 I1 1.2:1 .4 !! 1.6 I ! J
j 0
0 ! 0
0
0
i
4.4
NOTES:
.1
1.4
.2
3.1
1.3
8 . 7 ;7.2 j
1
1.1 4.7
!
i
1
i
i
j
.1 •
0
2.9
4.6
|
3.9
!
0
4.41i
0
{
5.3-
t
•
6.3
6.1
5.8
3.7
3.9
* 7 . 9 j 1 . 0 j 7.5 4.1
j 6.8
I
i
; i
i
1
I
!
i.
|
1 .0 6.1 I 2.1 !8 . 1
1
The numbers given in the table reDresent percentages of the concentration of the backpumoed
2. 3.
The Doint of entry of backpumoed wa t e r in Conservation Area 1 is node 18 (see Figure 4). The numbers are given for a wet y e a r of 1968 and a dry year o f 1971.
>
2.5 i -------- 1--- h -
I { ! ! 8.1 7.9 \ 12.9*1.2 11.0 1
1.
*
2.5 8.9 i
11.2
.a 6.1
5.9 8.2
5.0
T
5.1
9
i
; ■0 i
7.9
i
i
*
0
9.1
j i
1.0 9.6 :1.6 1 0 . 8 2 . 6 9.7 2.6 i 7.6 2.8 1 i | !
9.3
1
I
-!
i
!
.6!i 10.4 il .3
! ! o lo
14.2 6.4 jl0.3 6.0
i
.
-----------
0
3.5 6.9
3.8
!
water.
1
:
4
! 11L7!
TABLE
BACK PUMPING SCHEMES
7
.
RESULTS OF SLUG ANALYSIS FOR NODE NO.
FEB.
JAN.
68
1 68
; i
#1
.1 i 0 ! .5
#2
43
1
0
l . o!
.2 i 0
71
.5
0
71
68
I
I
IN CONSERVATION AREA 1
MAY i APRIL -i----- -----
MARCH
68 ! 71
71
10
| 68
JULY
JUNE 71
68
71
------- !-------
68 I 71
68
1
.1 | .6 . 1.1
1.9!
0 l 1.0! 0
0 . 1
0
1.3 5.1
6 4.1
2.7
.8
4.2
1.4
.
71
OCT. I 68 T
NOV.
68
71
71
68
3.5
6.5 3.7 I 7.3 ! 3.6
-6
NOTES: I -C* PO I
1
,1
.1 j .9
.13.7
.31.5
1.04.9
68
71
.7
0
4.1
3.0
2.9
.9 5.6 ! .4
711
1.4
0
1.11
.5 1.8
.5 1 4.8 1.3
I
8.3 2.3 13.4!
1.84.2
0 ! 12.4.
6.0 4.2 ! 7.1 5.3
7.8 ‘ 5.5
i
7.4 15.5 ! 6.0 i 5.415.3
5.5
5.1 -5.4
5.4
i ___ L
- 1
.312
8.10
9.2 n . 7 | i a 4 10.0 11.3 9.6 til.7 1 9.4 I
6.8 11.5 7.2 12.5 8.6 13.6
1. 6
8.413.8
-j----- \-
l.Oi 3.5 j 2.41
i
6.5
t
#5
DEC.
!
#4
SEPT.
AUG.
.5
4.7
4.3 I 3.7 5 7.0 22.1 7.4 25.1 ‘ 7.9 124.8 7.9
4.2 ! 5.3
6.8
5.017.3
8.08.9!
20.18.2
>
i
17.1)8.1 16.5 I 8 . a 16,8!
-------- j---- ■ ------!----------j----- !-----1 « ; I « * i ! 1 I 7.519.7 8.110.9s 8 . 3 M 1 . 6 9.1 11.7! 9.7
The numbers given in the table reoresent percentages of the concentration of the backpumped water. The point of entry of b a ckpumoed w a t e r in Conservation Area 1 is node 18 (see Figure 4).____________ The numbers are given for a wet yea r of 1968 and a dry y e a r of T971
TABLE
8.
RESULTS OF SLUG ANALYSIS FOR NODE NO.
12
IN CONSERVATION AREA 1
■ ■ BACKJAN. -UMPING ! SCHEMES 71 168
FEB. 68
71
68
MAY
APRIL
MARCH 71
71 68 .. _
68
JUNE 71
68
71
JULY
AUG.
! 68 • 71
68
71
SEPT. 68
OC T.
71
68 71 ----
T ^1
.2
.3
1.0
1.3
.5
.9
1.4 2.0
3.1 3.1 5.7
4.4
5.9 5.6
5.0
6.4
4.9
6.6 4.9
7.1
NOV.
-
1.3
-1
0
.2
2.1
.4
2.1
.8
4.8
3
| I
,
5.8
7 ■ j
I
0
.2! 1.5 I r
i
.2
3.7
6.5 7.0 1 7.9
.3
.2
2.3
1.0
.5
.— l . . :
5.0
8.3.16.2 8.2
15.1
1
1
I
,7.3 !
.
i
:
45
8.5
i
r
. j1,
#4
8.7
i
>|
#3
7.0
21:1 7.1 34
5.8 7.0 6.6
5.1 4.9
6.6 32.1 j 8.4'22.6 8.1(17.2
7.9
7.7 • 8.8
9.7 10.7 10.211.7
The numbers given in the table represent oercentaqes of the concentration of the backpumoed The ooint of entry of backpumoed wa te r in Conservation Area 1 is node 18 (see Fiqure 4). The numbers are given for a wet year of 1963 and a dry year of- 1971.
1
r- i — f i ! 7 . 8 j7.0; 7.5 T
i
#2
68 | 71
1—
'*1
I
DEC.
1 j 71
68
■
9.8 11.7
water.
9.2
TABLE
■ ---------i
9 .
RESULTS OF SLUG ANALYSIS FOR NODE NO. 15
IN CONSERVATION AREA 1
-"1 1 i APRIL
MARCH
• ] 68
71
68
1
FEB.
JAN.
BA CK PUMPING :h e m e s
71
JULY
JUNE
MAY
. r
AUG.
OC T.
SEPT.
NOV.
1 71
| 68
! 68 j 71 I
1 68 , ...
71
68
68
71
68
71
71
71
68
68
71
68
I-
.
f 1.0
3.5
1.0
3.5
#1
3.5
4.3
3.0 4
6.8
4.9
9.4
5.1
7.9
10.4 4.9
j
4
r\5
3.2
#3
3.2
17.3
68
711
9.2
13.9
j i
|
1 3.8 2.3 i 7.9 | j !
.5
1 71 i f ” i
11.8 9.2
1 2 . 3 17.8 i
---------j------
i
i r
3.0
3.5
j
.5
DEC. ;
2 . 3 | 7.9 I i __ L r « .4 7.9
.4 1 7.9
9.9
2.4
2.3 6.4
2.4
16.4 2 . 7
17.1
a . 31.0125.0
6 . 1 , 16. 4 1 3 . 9 : 34. 4
1 f II
j
! ; i 1 . 1 1 1 1 . 5 ! 5 . 7 jlO.O 1 7 . 6 1 7 . 8 2 7 . 8 1 1 3 . 5
2 7 . 8 11
20.3
2
i t
i
10.0 18.6 23.0 *
17.8
295 18.7 » i 1 17 5 ' 1 6 . 4 i
J
....
.
:
* V 1"
1 3 . 5 j .1
#4 i !i
( #5
i.— — ■ ■
NOTES: ^ r
0
2.5 -•
r
1.0 3.5 •
1.3
3.4
4.0
( •
}
7.4
4.3 i j
|
4
.4 3.8
I> *6
3.5
. .... 1 *1 '
! .5 ! 1
.8
. 1 ,1 i 6.8 8.4 9.4'6.8
2.317.4
2.3
8.8
1............
3.8
0 ■I
20.5
0
233 :
0
7.2' 2 . 4 10
5. 1
9.2
'
i
| 4.9! 7.5 7.8 1 » ! i
1 7 . 0 5 . 9 114.6 j i i * 1 2 . 7 17. 9) 2 . 7 - 18. 2 } 1
4.3
2.7
9.2
7.1
i
I t
2 . 7 ilO. 2 ’ 4 . 1
J 0
— ------- ----------
|
1 10.1
10.8
i
1 ! ! ' i 1 1 . 4 ! 1 1 . 9 1 8 . 2 11 S ; 1 6 . 2 2 1 . 9
17.2
9.2
i
!
1
'
! 8.8 34.5
!
152
20.8
1
1 : 9 . 8 131. 2 1 7 . 2 29. 4 1 4 . 7
;
1. The numbers given in the table reoresent percentages of the concentration of the backpumped water. 2. The point of entry of backpumped wat er in Conservation Area 1 is node 18 (see Figure 4)._______ __ 3. The numbers are given for a wet year of 1968 and a dry year of 1971.
TABLE
10.
RESULTS OF SLUG ANALYSIS FOR NODE NO.
BACK ! JAN. FEB. PUMPING I CHEMES ! 68 ! 71 ! 68 71
1 I MARCH 1
APRIL
j 68
68
71
71
!
MAY
17
IN CONSERVATION AREA 1
!
JUNE
71 | 68
: 68
71
JULY
AUG.
r 68 | 71
68 ! 71
2.0 ; 6.1
2.2 7.1
OC T.
NOV.
1-DEC. ;
|
I #1
SEPT. 71
68
68
T
71
68 r---
71
68
71
i ,12.7 7 9 5 10.3 99.8:1.2 74.2 2.9 2 2 . 7 | 1 7 2 22.3 25.5 73.3113.9 46.3-^ I < t i»1 j ! i L i i« ; » 6 6 . 8 ll4.5 95.169.4 97.2* 542i76.7 21.2 58.0 49.2 36.3 4T.5 77.6 3 6 51 7 0 . 9 jfeO.2 } i I i ---- i — *'... t j ;
3.4 66.7j 2.5 68
2.9 80.3
i
j
#2
*3
i
i 1 * i 1 78 4.4 ! 4.5 69.4! 305:99.8 17.1 77 ! I i i 25.7 5.7 30.9 17.1 87.2 51 . 3j 99.5 46.1 11.2 70.5|15.7 91.4 71.8 88.1 37.9 83.9 16.4 63.0|26.2 26.1 44.5 82.5 27. 74.8 t ; tI ! 1 I 1I _ , * J { * j |
i
i #4 i Ij i *5
2.0 28.3 | 2.2 35.5 2.9 8 6 . 1 j3.4 80.3 2.5 72.4 Il2.7 54.310.3139.1 1.2 iI « " 1 | | i i I j t 1 I 1 1 ! 1 4.4 9.8 67.5 11.1 99.6 52.3117.0; 51.4 46.2! 62.2! 14.7 9 1 .77 0. 8f 82.436.1 ) i ' J
46
NOTES: '
27
1. _2. 3.
47.6- 72.6 47
I
87.4 3 1 .4i 99.6! 54
i
20.5 I1
2.9
9.1 17.2 2.2 25.5 44.9, 1 3 5 4 1 . 2 ;
I
1 It
1 1 58.1 14.7' 65.6 31 3 19.9 37.7! 77.641.4: 72.5 j i \ J
iI
t
50 . 5i 74.2 15.7 833 7 1 . 2 8 3 . 6 54.2 77.5
22
I1 j! i 66.7:319 131.1 40.3)77.6 31.9 72.0
The numbers given in the table reDresent percentages of the concentration of the backpumped water. The ooint of entry of backpumped w a t e r in Conservation Area 1 is node 18 (see Figure 4). The numbers are given for a wet y e a r of 1968 and a dry year of T971.
of flow volumes in wet and dry years, respectively. 4.
The transfer of backpumped inputs in the channel nodes as against
marsh nodes can be distinguished from the numbers of these tables. 5.
The illustrative results of these tables and the results c o m
piled in Reference No. 16 indicate the usefulness of the slug runs in evaluating the relative dispersion of backpumped inputs under different backpumping schemes. In addition to the type of input data sets described earlier, chloride concentrations of backpumped input are also required.
A set of chloride
concentrations of backpumping inputs to the West Palm Beach Canal Hillsboro Canal (C-14) and Tamiami Canal
(C-51),
(C-4) used in the water quality
model is given in Exhibit 1. 3.2.3
DIRECT RAINFALL QUALITY INPUTS After computing the concentration of chlorides at a given node, the
concentration values of the rain (as given in section 2.3.5) are combined with the computed concentration according to the simulated depth of water in inches at the node and the rainfall amounts in inches.
Such a weighing
factor procedure considers a simple physical process of mixing rainfall concentration with the concentration of the water at a node.
For example,
when an inch of surface wa te r with 15 mg/litre of chloride), the resultant concentration becomes 10 mg/litre.
Although such a simple mathematical
procedure is valid from a physical standpoint, it may or may not follow the events that actually take place in the field as a result of numerous known and unknown interacting elements.
To examine to the extent possible the
various aspects of such thinking, all the possible combinations are tried for the historical case of 1974 as depicted in Figure 11.
As shown in
Figure 11, various runs for Conservation Areas 1, 2 and 3 are made to include and exclude the final weighing procedure for the chloride input from rain.
The results of these combinations and the final selection of
+
4- +
R A IN C O N TR IB U TIO N I N C L U D E D IN F I N A L R A IN NOT
Figure
C O N T R IB U T IO N IN C LU D E D
II
IN
OF C H L O R I D E S STAGE OF
F IN A L
IS
C H L O R I D E S IS STAGE
THE POSSIBLE A HISTO RICAL
COMBINATIONS OF CASE OF 1974
CHLO RIDE
RUNS
FOR
the combination is discussed in the subsequent section. 3.2.4
CORRELATIONS BETWEEN SIMULATED AND OBSERVED SETS As an essential step of any modeling effort, the water quality model
is calibrated in light of the available historical data set as shown in Table 2.
In such an effort, the output of the model
observed field data for the three conservation areas.
is compared with the Such comparisons
are provided in Tables 11,12 and 13.These tables also include the chloride concentrations obtained under different conditions. tables indicate that the model
These comparative
is capable of generating the chloride c o n cen
trations which are in reasonable agreement with the observed field data of 1974.
There are two important observations associated with these c o mp ara
tive tables.
First, the inclusion of rainfall quality in the computations
for Conservation Areas 1 and 3A seems to be very essential because otherwise, the concentrations in the interior marsh nodes tend to build up in the wet period when some mov ement of water into the marsh occurs under high con c e n tration gradient.
However, exclusion of rainfall quality in the computational
procedure of the model for Conservation Area 2A seeems to produce results which are better matched with the field data as compared to the results of the procedure including rainfall quality (see Table 12). Although such nonuniformity in applying basic principles can be attributed to the different types of hydraulic and hydrologic regimes of these conservation areas, it was suspected that the observed nonuniformity is a result of inadequacies of simulated depths when the area goes dry.
To clarify the suspicion, an
effort was made to assume 1", 2" and 3" of mushy water in dry conditions so that the final weighing procedure was based on these depths and rainfall amounts.
Unfortunately, results from such effort did not provide the
rationale for adequately eliminating the observed nonuniformity.
Und er
ground flow of water with high concentration of chlorides in Conservation Area 2A could be an important element in bringing uniformity in the modeling
Ta b l e 11.
Co mp a r i s o n of S i m u l a t e d and Rec o r d e d Values for Chlor id es for C o n s e r v a t i o n Area 1 for the Year 1974 NODE NU MB ERS
Date 1
5
13
12
11
a)
159.9 169
44 40
30.8 28
20.3 28
22.1
a)
159.3 166.6
45.3 40
31.6 28
20.4 28
22.1
a)
166.9 185.7
Mar. 12, 1974 Marc. 13 , 1974
a)
164.4 196.6
45.15 45
31.1 35
20.5 35
21.15 25
Mar. 27, 1974
a)
Jan. 29, 1974
b)
Jan. 31, 1974
b)
Feb. 25, 1974
b)
b)
b)
Dec. 13, 1974
a)
b)
161.1 202.2
8 9 .4 69.97
a) b)
S i m u l a t e d chl oride concen tra ti ons . Historical data.
*
Node 14
38.6 43.3
31.8 39.3
15
16
16
46.97 (Node 5+6+10) 32 (Apr. 16, 1974)
145.2* 199.2
141.6 186.9
47.2 77.8
38.6 33.3
(Node 19)
Table 12.
Comparison of simulated and recorded values of chlorides for CA2A for the Year 1974
CONCENTRATIONS AT NODES 1
5
6
7
8
9
11
15
Jan. 29
a) 156.3 b) 160.4 c) 165
155.1 158.4 166.8
149.2 151.7 157.9
85.2 185.5 173.7
152 180.3 179.2
165.8 171.0 115.4
42.7 144.5 137.5
154.9 177.3 175.2
Feb. 25
a) 155.8 b) 160.2 c) 185.7
154.8 158.5 189.3
148.9 151.8 158.8
86.4 185.3 179.7
150.3 179.8 182.85
164.3 170.1 171.9
42.7 144.5 197.2
158.7 168.5 163
Mar. 27
a) 155.5 b) 162.8 c) 2 0 2 . 2
154.7 159.3 167.7
148.2 156.3 196
86.4 185.3 207.6
133 175.6 200
163.3 169.8 174.15
42.7 144.5 270.6
148.9 166.2 220.4
a) 106.5 b) 124.5 c) 191.7
120.2
112.6
122.2
80 179.3
40 165.2
116.8 118.0
51.2 146.9
115.6 155.3
183.2
165.3 209.6*
95.2 141.1
103.3 135.2
89.2 166.3 149.3
47.9 154.4 101.45
65.1 147.2
33.7 147.2 117.50
97.4 150.4 193.8
88.1
98.4 149.3 183.5
77.7 162.8 178.28
106.3 161.8 200.2
105 142.3 136.45
36.9 153.8 137.35
157.6 168.5 208.1
129.8 163.5 139
113.9 163.4 192.17
130.2 163.3 150
117.8 134.8 116.3
68.7 168.2 149.83
149.7 158.8 180.30
75.3 154.2 150.4
92.7 155.7 178.87
29.6 158.3 163.05
127.9 142.9 137.40
35.4 176 170.75
55.1 155.7* 150.4
May 30
June 24
a) 81.3 b) 137.3 c) 186.4
July 24
a) 85.8 b) 146.8 c) 184.5
Aug. 29
Dec.
a) b) c) *
20
a) 119.7 b) 148.6 c) 161.5 a) 1 0 2 . 1 b) 141.1 c)
149.1 104.6 122.6
163.5 112.1 102.6
150 156.4
Final weighing procedure includes rainfall contribution of chlorides Final weighing procedure excludes rainfall contribution of chlorides Historical data Node 16
Table 13.
Comparison of simulated and recorded values of the calibration runs for Conservation Area 3A for the year 1974
NODE NUMBERS 5 10
Date 2
Sept. 26
11
12
14
a)
79.6
75.1
78.2
16.3
b)
66
89
62
19.3
Apr. 15
a) 31.9
Apr. 16
b) 59
109.3 99
a)
Simulated chloride concentration
b)
Historical data
33.9
150.5
28
140
-51-
procedure for the three conservation areas.
However, because of the lack
of information on the spatial distribution of seepage water with its var y ing chloride concentration, any further improvement is not possible at this stage. Secondly, the analyses of Conservation Area 2A with and without rai n fall quality contributions seem to have no significant effect on the results of Conservation Area 3A.
In other words, this means that outputs
from Conservation Area 2A at node 1 (which is fed as an input to Co ns e r v a tion Area 3A) for the cases with and without rainwater quality are not significantly different. Considering these two points, the final selection among the various combinations of Figure 11 is as shown in Figure 12.
It should be noted
that the combination shown in Figure 12 is used subsequently for generating chloride concentrations for various historical and backpumping conditions. As an additional part of the calibration task, an effort is made to examine the response of the model output to the stage variations observed for the calibration yea r and for dry and wet conditions in Conservation Area 1.
Such stage-concentration responses for some illustrative nodes of
Conservation Area 1 are presented in Figures 13, 14, 15, 16 and 17.
Again,
these figures indicate clearly that the water quality model output for the calibration ye ar of 1974, wet ye ar and dry years of 1968-71, is in general agreement with the variational pattern of stages that are observed at three gages (1-8, S-10, S-5A) in Conservation Area 1.
These satisfactory
correlations supplement further the reasonable calibration results of Tables 11, 12 and 13. 3.2.5
PARAMETRIC SENSITIVITY ANALYSIS Like any other useful planning oriented water quality model, sensi t
ivity of various parameters to the final outcome is usually examined by a
- 52 -
+
+ +
R A I N C O N T R I BU T I O N OF C H L O R I D E S I N C L U D E D IN F I N A L S T A G E
IS
R A I N C O N T R I B U T I O N OF C H L O R I D E S IS N O T I N C L U D E D IN F I N A L S T A G E
F i g u r e 12
S E L E C T E D CO M BINATION OF CHLORIDE RUNS FOR THE H IS T O R IC A L W ET AND DRY Y E A R S AND FOR V A R IO U S BACKPUMPING SCH EM ES
Chloride
Cone. 1n mg/litre
Chloride
Cone. 1n mg/lltre
Stage
1n msl
Figure 17.
Stage-Concentration Response for Some IV Ii/strative Nodes o f Conservation Area 1 for th e’?ea‘r*T§74
procedure which is called parametric sensitivity analysis.
As far as
chloride runs are concerned, the parametric analyses were performed on the unit time step to examine its sensitivity on the final result.
In
such analyses, runs were made using time steps of 24 hours, 12 hours, hours, 4 hours, 3 hours, 2 hours and 1 hour. water quality model
6
Among all these runs, the
(based on computations at every hour) produced c o n
ceptually the most accurate results, but it took 45 minutes to generate one ye ar of chloride concentrations. 4 hours,
6
hours, 12 hours and 24 hours, the water quality model took 20
minutes, 15 minutes, spectively.
For a time step of 2 hours, 3 hours,
12
minutes,
10
minutes,
8
minutes and
6
minutes, r e
A time step o f 24 hours provided results which were si g n i f i
cantly different from the most accurate results obtained for a unit step of 1 hour with 45 minutes of computer time.
Comparisons of these numbers
indicate clearly the necessity of trade-off considerations in selecting the optimum unit time step.
Considering the realistic computer time r e
quirement without sacrificing the accuracy of the results, a time step of
2
hours is finally selected (with
20
minutes of computer time) to
process one chemical parameter for one conservation area for a full year. 3.2.6
COMPUTER PROGRAM AND TIME REQUIREMENTS All the computational steps of the water quality model are included
in the computer program which is designed for the CDC 3100 computer facility. The listing of such a program is given in Exhibit II. puter time requirements for that the
The estimated c o m
various conditions are given inTable
14.
estimates given in Table 14 are for
a.
Chloride parameter with the selected combination of Figure 12,
b.
Three conservation areas, and
c.
A unit time step of 2 hours.
- 59 -
Note
Table
14.
Case No.
Computer time requirements of the water quality model for different conditions.
Description
Computer Time
hour
1
Historical Case of 1974
1
2
Selected combination for a historical case of 1974
1 hour 40 min.
To create disk files of the useful output of the water quantity model
1 hour 30 min.
Four years including wet and dry water year of 68-69 and 70-71
6
hrs. 40 min.
To create disk files and to run the model for four years for a backpumping scheme
8
hrs.
3
4
5
>
- 60 -
10
min.
3.2.7
ANALYSIS OF THE MODEL OUTPUT IN EVALUATING BACKPUMPING SCHEMES After satisfactory calibration results of historical cases of dry,
wet and average years, the model is used to obtain the time and spatial distribution of chlorides in the channel and marsh nodes of the three conservation areas for various backpumping schemes of Table 15.
From a
computational standpoint, the velocities and discharges of the links, depths at node points and inlet discharges will be different for each of these alternatives.
As a consequence, the water quality model will generate
different sets of spatial and time distribution of chlorides which can be compared with historical distribution to quantitatively define the water quality impact (adverse or status quo or beneficial) of these backpumping schemes.
Looking at these different sets of spatial and time distributions
of chlorides (also known as pollutographs) as depicted in Figures 18 through 37, the following points can be observed. 1.
For channel nodes (i.e., nodes No. 1, 2, 3, 4, 7,
8
, 9, 14, 16, 17,
18, 19 and 20) the historical pollutograph is higher than pollutographs of backpumping schemes.
This is further substantiated by the values of Table 16
for these nodes of Conservation Area 1. 2.
For marsh nodes (i.e., Nos. 5,
6
, 10, 11, 12,-13 and 15), the
historical pollutograph is surpassed by some pollutographs of backpumping schemes. 3.
Although an increase in chloride concentrations was observed for
two or three nodes for backpumping conditions, a similar increase also occurred historically for these nodes. Considering these observations, coupled with the information of Figures 13 to 17 and of Tables
6
through 10, results of Conservation Area 1
indicate that the backpumping schemes seem to have a status quo type water quality impact.
It should be noted that this preliminary conclusion m ay be
Table 15.
Backpumping schemes and their proposed points of discharge in the three conservation areas.
Backpumping Scheme #
Points of Discharge* CA-1
CA-2
1
18
2
18
3
18
17
4
18
-
5
18
17
6
18
CA-3
-
1
-
Note: CA-1 = Conservation Area 1 CA-2 = Conservation Area 2A CA-3 = Conservation Area 3A *Point of discharge is at a node (number of which is given in the table).
-62-
1
UJ CL
H
_l \
O
*0
UJ
Q cr 0 _j 1 o
UJ cn
o 5 CO UJ
o E 0 _l 1 o
19 6 8
Figure
18.
P O L L U T O G R A P H CONSERVATION
19 6 9
OF
971
19 7 0
CH LO R ID ES
AREA
I
FOR
NODE
I
OF
FIGURE 19.
OUTPUT OF THE WATER QUALITY MODEL FOR THE COHSERYATIOH AREAS POLLUTOGRAPH OF CHLORIDES FOR N0DE2 OF CONSERVATION AREA 1
crcr figure
20.
H T F U T OF »THE WATER QUALITY MODEL FOR THE CONSERVATION AREAS
LU
280
H ISTOR IC AL
ce \ (S)
5
2
24 0
200
BACKPUMPI NG
I
------------
BACKPUMPING
2
------------
BACKPUMPING
3
------------
C/1 UJ Q CC 0 1 u J ___ I___ L
J
I
I
I
M
A M
J
J A S O N D J F M A M J J A
J
J
1968
L. J---- 1----L_J___I___ I___ I--- 1___ I___I___ I___ L
19 6 9
J__ I__ i___i__ i i i i ___i___ i__ i__ i___i___:__ l O N D J F M A M J J A S O N D I 971
1970
280 HISTORICAL 240
200
—
BACKPUMPING
4
------
BACKPUMPING
5
------
BACKPUMPING
6
160 120
80 40 J F M A M J J A S O
M A M J
196 8
F i g u r e 21,
S O
N D J F M A M J
19 6 9
POLLUTOGRAPH CONSERVATION
J A
J A
S O N
D J
F M A M
1970
OF
CHLORIDES
AREA
I
FOR
J
J A
1971
NODE
4
OF
S O N D
F i g u r e 22,
1968
|
1968
j
1969
196 9
P O L L U T O G R A P H OF C O N S E R V A T IO N A R E A
|
1970
|
|
I 970
|
CH LO R ID ES I J
FOR
NODE
1971
I 97 I
5
OF
g§
“8 S§
cn ra
figure
23.
■ OUTPUT OF THE WATER QOALITY MODEL FOR THE CONSERYATIOH AREAS
a * +
HISTORICAL
-JACKnj«Mt i i
I
■- '■
-*4. -X3
+ BHCuruwiHS ;s M.O»- 17 -w.7u
figure
26. -
OUTPUT OF THE WATER QUALITY MODEL FOR THE CONSERVATION AREAS
13
® * *
r<£ , *'i-*..X“£- . ir
HISTOR I C A L
0«CKPtmf*tNi; ji * *■ . *.let* SBCKrimftiis *e
SSCKrunflNS
= S I * c n • >.-■<
,‘ *»7
fisure 27,
OVTPUT OF THE WATER QUALITY MODEL FOR THE CONSERVATION AREAS
'-J
V
H IS TO R IC AL BRCRflM PtN '3 2t
FISURE 28
POLLUTOGRAPH OF C H L OR I DES
H ISTO RICAL 3RCKF t ; - * : s• BflCKPUHriN G =6 BftCKPUHflMe *8
FOR N OOE I LOF
CONSERVAT I ON
AREA
1
figure 29.
I I T P I T OF I K WATER QUALITY MOSEL FIR T IE C M S EIYA TN R AREAS
FIGURE 30.
' OUTPUT OF THE WATER QUALITY MODEL FOR THE CONSERVATION AREAS POLLUTOGRAPH OF CHLORIDES FOR N0DE130F CONSERVATION AREA I
®
nisraiicflc
tJCO
°
H IS T O R lb U L
*
^CKFUMrtMtk =* •
run
TOUCH
uf
LurroLnvnuun
nncn
1
-i -
•*
r;*'
OUTPUT OF THE WATER QUALITY MODEL FOR THE COHSERVATIOH AREAS
FIGURE 31. '1
POLLUTOGRAPH OF C H L OR I DES FOR N 0 0 E 1 4 0 F
f
t
f
t
J
J
f
t
S
-1968 M tS TC W IC flL 30CKP"HF?S-; x>■ ~ "
'
3 «C K P U H riN S 26 -
C
N
7>
'
9flC KrU M PlN G =S -* " ' 1 ’ '
O
.,.17 '*■■ *' ■
CONSERVATION
AREA
I
O 1971
1968
UJ
|
1969
|
1970
|
1971
240 -
a.
i—
H ISTO R IC A L
2 00
BACKPUM PING
\
o 5
4
BACKPUM PING
5
BACKPUM PING
6
DC
0 _J 1 o
J
F
M
A M
J
J A
0
N
F M
A M
D J
M A
M J
P O LLU T O G R A P H CO N SER VA TIO N
N D
F M A M
OF C H L O R ID E S AREA I
FOR
J J A S 19 7 1
I 9 70
196 8
F i g u r e 32,
J A
NODE
15
OF
FIGURE 33.
N TP H T OF THE WATER QUALITY MODEL FOR THE CONSERVATION AREAS
UJ
280
HISTOR IC AL
-
oc.
B A C K PUMPING
I
BACKPUM PING
2
BACKPUM PING
3
o s cn UJ o 5 o _i X
o
160
20 80
J F M A M
J J A S O N D
1968
J F M A M J
I
J A
S
O N D
196 9
F M
A M
J J A S O N
1970
HISTORICAL
UJ
ac t-
BACKPUMPING
4
_i
BA C KPU M PIN G
5
e> 5
B A C KPU M PIN G
6
NODE
17
94? 290*9 2*41 9 21494 30042 39?7fl 39709 11948 10196 279*58 960f)5 20416 215*8 2 ‘>?00 24697 232A4 16719 21300 I 309? 130^9 1193* 264*0 26341 14514 29 796 1 3541 20747 2*30? 2667n 9UOO 1«200 lf4on 2 ilo o 2 J 100 2*500 19600 19600
b e g t **
Nonr ? i i i l s 4 4 3 r
i 9 8 3 n 8 10 q 11 1o 11 0 14 8 7 1* 7 6 * 15 16 17 15 14 13 11 12 14 13 19 13 1? 1 1 4 * ? 9 14 17
07/04/ftq END NODE 3 3 2 4 4 7 7 5 7 8 8 8 9 9 11 11 11 10 12 12 14 14 15 15 15 1ft 16 16 7 6 17 ' 17 18 18 18 14 13 13 19 19 20 20 20 2 4 5 6 9 10 18 18
I
I
- 93 -
A Hp A
->b
V E L OCI T Y
r>J5CHrtRr;F
-0.02507 -0.02632 -0.01380 .00822 -0.02685 -0.01691 -0.04313 -0.05915 .01960 -0,01391 -0,12224 -0.13488 .04381 -0.160U -0.05972 -0.08287 .03151 -0.11027 -0,01472 .00822 -0,03645 -0.0614] .02720 -0.07499 -0.03111 .06652 -0,01700 -0,09083 -0.01464 .00853 -0,01557 -0.05836 -0,02813 -0,04098 -0.01396 -0,02719 -0.01634 -0.00402 .02851 -0.00070 .00302 -0.00443 -0.00520 -0.15305 -0,294?i -0 ,58406 .08169 -2,13423 -1 .03809 -0.20289 - 0 . 4 l3on
-1176.60490 -133.8020* -19.39110 10.35755 -421.19872 -2151.26769 -736*99068 -2136.68417 -499.91744 -1377.38156 -341?.5309? - 2 3 7 0 . 2 1 3 ?9 431.50254 -34*9.67964 - 3 1 1 3 . 4 2443 -9749.1393? fl!6.54ft«0 -1859.86799 -176.50941 73.70002 -550 .80714 -559.96503 *79.04201 -2584.16856 -1127.78873 1869.52646 -1130.97513 -1418.90743 -527.64250 -037.90740 -278.30816 -217.38106 - ? 4 4 .94697 -1059.58305 -177.03259 -161,91984 -407.567?? -141.57656 246.30195 -930.01961 ?0 . 4 6 1 6 9 - ? 0 « 8 8 l 04 -1?.7697? - ? 4 9 . 99866 - 4 1 5 . 7 074 0 -1799.06867 -491,36519 -2764.36085 - 1 1 4 Q . 36230 -133.38725 -266.35909
L IN * P A T « row C O N S r R V AT TOM LINK 1 2 3 4 5 6 7 0 9 10 11 12 13 14 15 16 17 IB 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35! 36 37 38 39 40 41 42 43 44 45 i 4.6^ ! l 47' 40 49 30 51 52 53 54 55 !5ft
| EMGth 40004 20195 49500 5*0?3 61 2 9 5 40004 54601 40000 690 ] 0 7*500 5 9 n 10 4*049 50979 6420* 3*7*1 6 4944 319*3 ftft* 1 0 4*500 5*250 495P3 499«ft 4 14 a a 21944 3 «0o1 4 o500 4 ] 27 0 6 5 1 95 51 Ooo 3«270 7*000 4«ft75 5 ] 2°* 24 0 1 7 34 0 7 0 21 15ft 24573 39519 17100 252^3 4 5 144 1*000 414f)0 57000 71000 4*500 53*01 39710 47359 61515 30000 4*000 29000 37940 37940 5*2*0
hegtn
NOOF 2 1 1 3 1 4 1 5 3 ? 5 4 ft 5 11 5 15 5 19 7 ft 10 7 0 7 9 0 9 10 11 9 19 13 1? 19 14 14 15 17 14 13
1-1 1ft 1 1 4 ft 7 a ft )1 1? 13 15 11 7
0 7/04/fto F. NO
,a
velocity
DT5<"HARftE
-0.002ftft -0.01695 -0,02001 -0.01967 -0.02307 .0021ft -0.02204 .01410 -0.00950 -0.00973 -0.01495 -0.01624 -0.017*0 -0.02131 .00057 -0.01923 -0.02175 -0.02150 .01673 .01132 -0.02464 .02136 -0.02047 ,02049 -0,03112 .00331 .01709 -0.00209 -0.00420 -0.02207 -0.0211? - 0.02003 .0207ft .00667 .02140 .016*3 -o.ooou -0.01970 .01504 -0.00707 .010*5 -0.02432 •0 1 4 f 7 -0.42343 -0.36155 -0.28140 -0,40765 -0,53251 .22139 -0,33750 -0,43044
-530.02511 -7997.9055ft -77.044*? -? 4 *9 .3 7 ? i0 - 9 9 7 . 19 ft 17 9 4 4 . f t O905 -340?.0*739 10 1 ° « 3 1 4 * 1 - 1 1 47.ft0099 - O. OOQOO -7*9.6147? -700«6 0007 -040.340^5 -1 0 7 7 . 4 3 * 1 * 9 7 . -19?i ? - * f t l . 4 ft 7 4 9 -47*.9??4? -3 1 *.*?999 90 4 . 1 0 9 0 0 30 7 . 2 < » ? 5 f t -1 1 1 0 ,4 1 9 7 0 1 3 2 ? . 3 3 5 i^ft - 1 n * 4 . f t * l 49 2430 . 5 ? 5 4 5 - f t f t H , 0 3 J 44 1 ft4 . 3 9 0 3 f t 14*.9 ? 0 ft0 -6 ft.5*4*4 - 1 4 3 . 0 75 4 7 -7**.4?0*0 - 0 0 . 1?344 -1*60.7*5*1 *4.95617 9 9 0 * 5 5 3 '+Q 336.96074 1 7 0 . *34#,? -?.04909 - 0.00000 14 ? . 2 7 3 5 7 - 1 ?0 . 6 4 4 9 4 144.0020? -740.64170 \ 49 . 0 * 1 7 9 - 6 0 4 .593S0 - 1 5 J 3 . 256*** -496.03537 -*45.1090* -539,52790 6 3 , 3 1 14? -945.39419 -900.37015 - 3 0 * 5 * 75 7 7q -10.10416 -*5.39045 9 . 4fl?l5 1Q 9 . 1 1013
node
3 3 9 4 4 5 5 20 20 90 6 6 11 11 15 15 19 19 20 1I 7 11 10 10 0 10 9 12 12 12 13 13 14 14 15 15 10 10 10 17 17 J6 17 2 4 6 7 0 9 U 19 )3 16 10 15 11
- 94 -
-0*53538 - 0 * 152*6 - 0 .28 9 47 .0073ft * ) 7061
r n N ^ F P V M ION APEA
lurui-mode DATE
DAY
:
{*
CL
)
(S-6) T-P04
fOT-N
2*650 2.65u 2.650 2.650 2.650 2.650 2.650 2 .650 2.650 2.650 2.650 2.650 2 »6 5 0 2.650 2 . b50 2.65U 2.650 * 2.67b 2.701 2.72/ 2 . 75 J 2.77^ 2. 80* + 2.830 2.85o 2.881 2.90 / 2.93 j 2.95V 2.984 3.01 0
1/ 1 / 7 4 1/ 2 / 7 4 1/ 3/74 1/ 4 / 7 4 1/ 5/74 1/ 6 /74 1/ 7/74 i / 8/74 1/ 9/74 1/10/74 1/11/74 1/12/74 1/13/74 1/14/74 1/15/74 1/16/74 1/17/74 1 / 1 8 / 74 1/19/74 1/20/74 1/21/74 1/22/74 1/23/74 1Z 2 4 / 7 4 1/25/74 1/26/7^ 1/27/74 1/28/74 1/29/74 1/30/74 1/31/74
1 2 3 4 5 h 7 8 9 10 ) 1 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31
253.0 25 J • 0 253.0 253.0 253.0 253.0 253.0 253.0 253.0 253.0 253.0 253.0 253.0 253.0 253.0 253.0 253.0 « 251 . 3 249.6 248.0 246.3 244.6 242.9 241 . 3 239.6 237.9 236.2 234.5 232.9 2 31 ; 2 229.5
.070 .070 .070 .070 .070 .070 .070 .070 .070 .070 .070 .070 .070 .070 .070 . 0 70 .070 .068 .066 .065 .063 .061 .059 .057 .056 .054 .052 .050 .049 .047 .045
2 / 1/74 2/ 2/74 2/ 3/74 2/ 4/74 2/ 5/74 2 / 6/74 2 / 7/74 2 / 8/74 2 / 9/74 2/10/74 2/11/74 2/12/7^ 2/13/74 2/14/74 2/15/74 2/16/74 2/17/74 2/18/74 2/19/74 2/20/74 2/21/74 2/22/74
32 33 34 35 36 37 38 39 40 41 42 43
227,8 226.1 22 4 . 5 222.8 2 2 1 .1 219.4 217.8 216.1 214.4 212.7 211.0 209.4 20 7 . 7 206.0 203.7 201.3 199.0 196.6 19*4. 3 191.9 189.6 187.2
.043 .041 .040 .038 .036 .034 .032 .031 .029 .027 .025 .024
45 46 47 48 49 50 51 52 53
*
.022 .020 . 0 21 .022 .023 .024 .025 .026 .027 .028
*
*
* A C T U A L C URVF P O I N T (ALL O T H E R V A L U E S ARE I N T E R P O L A T E D )
3 . 0 3b 3.06i 3.08 7 3 . 1 1J 3 . 139 3.16^ 3 . 190 3.21b 3.2M 3.26/ 3.293 3.119 3 . 3 4 <4 3 . 3 70 » 3.331 3*291 3.252 3 . 2 13 3.173 3 . 13<* 3.09b 3.05b
C 0 M S F P V A T I i'N
lUPUf-MOUt DATE
DAY
: 4
CL
APEA
1
(S-6 ) T-P04
TOT- N
2/23/74 2/24/74 2/25/74 2/26/74 2/27/74 2/26/74
54 55 56 57 58 59
184.9 182.6 180.2 177.9 175.5 17 3 .2
.029 .030 .031 .032 .033 . 0 34
3.016 2.97/ 2.93b 2.898 2.859
3 / 1/74 3/ 2/74 3/ 3/74 3/ 4/74 3/ 5/74 3/ 6/74 3 / 7/74 3 / 8/74 3/ 9/74 3/10/74 3/1 1/74 3/12/74 3/13/74 3/14/74 3/15/74 3/16/74 3/17/74 3/18/74 3/19/74 3/20/74 3/21/74 3/22/74 3/23/74 3/24/74 3/25/74 3/26/74 3/27/74 3/28/74 3/29/74 3/30/74 3/31/74
60 61 62 63 64 65 6b 6 7 68 69 70 71 72 73 74 75 7b 77 78 79 80 81 82 83 84 85 86 87 8b 89 90
170.8 168.5 16 6 * 1 163.8 161 . 4 159.1 156.8 15 4 . 4 152. 1 149. 7 147.4 145.0 142.7 140.3 138.0 * 138. 1 138. 1 138.2 138.2 138.3 138.4 138.4 138.5 138.5 138.6 138. 7 138. 7 138.8 138.8 138.9 139.0
.036 .037 .038 .039 .040 .041 .042 .043 .044 .045 .046 .047 .048 .049 .050 .052 .054 .055 .057 .059 .061 .063 .065 .066 .068 .070 .072 .074 .075 .077 .079
2 .780 2.741 2*702 2.662 2.623 2.584 2 .544 2 • 50b 2 .46b 2.427 2*38/ 2 . 34« 2.30 9 2.269 2.230 * 2.27b 2.32ef 2.36/ 2.41 J 2 .459 2.50b 2.550 2.59b 2 . b^d 2*68 b 2.733 2 . 779 2.825 2.871 2.91b 2.96c!
4 / 1/74 4 / 2/74 4 / 3/74 4/ 4/74 4 / 5/74 4 / 6/74 4 / 7/74 4 / 8/74 4 / 9/74 4/10/74 4/11/74 4/12/74 4/13/74 4/14/74 4/15/74 4/16/74
91 92 93 94 95 96 97 98 99
139.0 139.1 139.2 139.2 139.3 139.3 139.4 139.5 139.5 139.6 139.6 139.7 139.8 139.8 139.9 139.9
.081 .083 .085 .086 .088 .090 .092 .094 .095 .097 .099
10 0 101 102 103 104 105 10b
/ a i i
2.020
*
. 1 01 .103 .105 .106 .108
« A C T U A L C U R V E P OI NT P V Al IJFS APF I N T E R P O L A T Ell)
n T H F
3.00b 3.054 3.099 3.14b 3.191 3.23/ 3.282 3.328 3.374 3.420 3.465 3.511 3.55/ 3.603 3.648 3.694
C D M S F P V A I JON M'F.A 1 I'lPUT-NODE : 4 IS-*) DATE
DA r
4/17/74 4/18/74 4/19/74 4/20/74 4/21/74 4/22/74 4/23/74 4/24/74 4/25/74 4/26/74 4/27/74 4/28/74 4/29/74 4/30/74
107 1 08 1 09 110 1 11 1 12 113 1 14 1 15 1 16 117 118 1 19
5 / 1/74 5 / 2/74 5 / 3/74 5 / 4/74 5 / 5/74 5/ 6/74 5 / 7/74 5 / 8/74 5 / 9/74 5/10/74 5/11/74 5/12/74 5/13/74 5/14/74 5/15/74 5/16/74 5/17/74 5/18/74 5/19/74 5/20/74 5/21/74 5/22/74 5/23/74 5 / 2 4 / 7*4 5/25/74 5/26/74 5/27/74 5/28/74 5/29/74 5/30/74 5/31/74
121
6/ 6/ 6/ 6/ 6/ 6/ 6/ 6/
1/74 2/74 3/74 4/74 5/74 6/74 7/74 8/74
T-P04
CL *
.110 .108 .105 .103 .100 .098 .096 .093 .091 .088 .086 .083 .081 .079
12 3 12^ 125 126 127 128 129 1 30 131 132 133 1 34 135 1 36 137 138 1 39 140 141 142 143 144 145 146 147 148 149 150 151
140.0 140.0 140.0 140.0 140.0 140.0 140.0 140.0 140.0 140.0 140.0 140.0 140.0 140.0 140.0 140.0 * 141 . 2 142.3 143*5 144.7 145.9 147.0 148.2 149.4 150.6 151.7 152.9 154. 1 155.2 156.4 157.6
.076 .074 .071 .069 .067 .064 .062 .059 .057 .054 .052 .050 .047 .045 .042 .040 .040 .039 .039 .038 .038 .038 .037 .037 .037 .036 .036 .035 . 0 35 .035 .034
152 153 154 155 156 157 158 159
158.8 159.9 161.1 * 165. 7 170.4 175.0 1 79.6 184.2
.034 .033 .033 .032 .031 .030 .028 .027
120
122
140.0 140.0 140.0 140.0 140.0 140.0 140.0 140.0 140.0 140.0 140.0 140.0 140.0 140.0
TUT-n
*
3. 740 « 3 *68b 3 *6 32 3.578 3 .523 1.469 3.41b 3.361 3.30 7 3.253 3 . 199 3 . 1 '44 3 . 09 0 3.03o 2 .98c 2.928 2 . 8 7*4
*
2.820 2 . 7Ob 2.7)1 2.65 / 2.603 2.549 2.495 2.44 1 2.38/ 2.332 2.278 2 . 22* 4 2.170 * 2.199 2.228 2.25b 2.28b 2.31*4 2.343 2 . 37N MVFA 1 J i-|pi 1! -NODE : / " (S-5* oatf
i i
1 : ii»
A 1
"•< ,V^|,Sv' r • ftff.' , s*. ,• >' f '’ J'rt ' fif. * 'a t ft ' 14i * / ’■il ’-i*l' ■••V! •y *.■
fI ! I 1
fV f1 i • •U>V-.y • (i *? i
l {
i . ■
DAY
1/ 1/74 1/ 2/74 1/ 3/74 1/ 4/74 1/ S/74 1/ 6 /7 4 1/ 7/74 1/ 8/74 1/ 9/74 1/10/74 1/11/74 1/12/74 1/13/74 1/14/74 1/15/74 1/16/74 1/1 7 / 7 4 1/18/74 1/19/74 1/20/74 1/21/74 1/22/74 1/23/74 1/24/74 1/25/74 1/26/74 1/27/74 1/28/74 1/29/74 1/30/74 1/31/74
8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31
2 / 1/74 2/ 2/74 2 / 3/74 2/ 4/74 2/ 5/74 2/ 6/74 2/ 7/74 2/ 8/74 2 / 9/74 2/10/74 2/11/74 2/12/74 2/13/74 2/14/74 2/15/74 2/16/74 2/17/74 2/18/74 2/19/74 2/20/74 2/21/74 2/22/74
32 33 34 35 36 37 38 39 40 41 42 43 44 ^5 46 47 48 49 50 51 52 53
1 2 3 4 5 6
7
CL
138.0 138.0 138.0 13H.0 138.0 138.0 138.0 438.0 138.0 138,0 138.0 138.0 138.0 138.0 138.0 >138.0 * \1 3 7 .l 1 36» 1 135.2 134.3 133.3 132.4 131.5 130.6 129.6 128. 7 127.8 126.8 125.9 125.0 124.0 123.1 122.2 121.2 120.3 119.4 118.4 117.5 116.6 115.7 114.7 113.8 112.9 •M U . 9 J 111.0 112.2 113.4 114.5 115*7 116.9 118*1 119*3 120.4
*
T-P04
TUT-n
*080 .080 .060 .080 *080 .080 .080 .080 .080 .080 .080 • 080 .080 .080 .080 .080 .079 .077 .076 .074 .073 .072 .070 .069 .068 .066 .065 .063 .062 .061 .059
3.590 3.590 3 »59u 3.590 3.59 0 3.590 3.59 0 3.590 3.590 3.590 3*590 3.590 3.590 3.590 3.59D 3.590 * 3.535 3.48U 3.4^6 3.371 3.316 3.261 3.20b 3.151 3.09 7 3.042 2.9fW 2.932 2.07 t 2 . 8 22 2 - 7 f>
.058 .057 .055 . 054 .052 .051 .050 .048 .047 .046 • 044 .043 .041 .040 .040 *040 .040 .040 .040 .040 .040 .040
*
*
* ACTUAL CUPVF POINT (ALL O T H F P V A L U E S A^E I N T E R P O L A T E D )
2 . 7 1j 2.658 2-603 2 • 54 2.49 j 2.43V 2.384 2 . 32V 2.274 2.21v 2 . 1 64 2.110 2.05b 2.000 2.011 2.022 2.033 2 . 044 2.055 2.066 2.078 2.08V
*
C O N S F R V A T T O N APF A 1 I N P U T - N O D E : 20 {5 “5». DATE
DAY
CL
T-P04
TU T - n
2/23/74 2/24/74 2/25/74 2/26/74 2/27/74 2/28/74
54 55 56 57 58 59
121.6 12 2 . 8 124.0 125.1 126.3 127.5
.040 .040 .040 .040 .040 .040
2.100 2.111 2 . 122 2.133 2.144 2 . 155
3/ 1/74 3/ 2/74 3 / 3/74 3/ 4/74 3/ 5/74 3/ 6/74 3 / 7/74 3/ 8/74 3/ 9/74 3/10/74 3/1 1/74 3/12/74 3/13/74 3/14/74 3/15/74 3/16/74 3/17/74 3/18/74 3/19/74 3/20/74 3/21/74 3/22/74 3/23/74 3/24/74 3/25/74 3/26/74 3/27/74 3/28/74 3/29/74 3/30/74 3/31/74
60 61 62 63 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 89 90
128.7 129.9 131.0 13 2 . 2 133.4 134.6 135.8 136.9 138. 1 139.3 140.5 141.6 142.8 144.0 » 143.0 142.0 141.0 140.0 139.0 138.0 137.0 136.0 135.0 134.0 133.0 132.0 131.0 130.0 129.0 128.0 127.0
.040 .04 0 .040 .040 .040 .040 .040 .040 .040 .040 .040 .040 .040 .040 * .040 .039 .039 .039 .039 * 038 .038 .038 .037 .037 .037 .036 .036 .036 .036 .035 .035
2 . 1 66 2.177 2 . 18b 2 . 19 9 2 . 2 J0 2.221 2.232 2.244 2.25b 2 • 266 2.27 7 2.28b 2.299 2.310 * 2.310 2.310 2.310 2.310 2.310 2.310 2.310 2.310 2.310 2 . 31 o 2 . 3 10 2 . 3 10 2 . 31o 2.310 2.310 2.310 2 . 3 10
4 / 1/74 4 / 2/74 4 / 3/74 4 / 4/74 4 / 5/74 4 / 6/74 4 / 7/74 4 / 8/74 4 / 9/74 4/1 0/74 4/11/74 4/12/74 4/13/74 4/14/74 4/15/74 4/16/74
91 92 '->3 94 4b yh 97 9H cj9 100 101 102 103 1 04 1 05 1 06
126.0 125.0 124.0 123.0 12*.0 121.0 120.0 119.0 118.0 117.0 1 16.0 1 15.0 114.0 113.0 112.0 111.0
. 0 35 .034 .034 .034 . 0 34 .033 .033 .033 .032 .032 .032 .031 .031 .031 .031 .030
2.310 2.310 2.310 2.31U 2.31U 2.310 2.310 2.310 2.310 2.310 2.310 2.310 2.310 2.310 2.30b 2.301
(All
« A C T U A L C U R V E PO INT OTHFR VALUES a p e INTERPOLATED)
*
CONSF.MVAt [ON INPUT-MOOfc : 20
1 (S-5*,
DA IF.
DA r
4/17/74 4/18/74 4/19/74 4/20/74 4/21/74 4/22/74 4/23/74 4/24/74 4/25/74 4/26/74 4/27/74 4/28/74 4/29/74 4/30/74
107 108 1 09 110 111 112 113 114 115 1 16 117 1 18 119 1 20
*
110.0 1)0.0 110.0 110.0 110.0 110.0 110.0 110.0 110.0 110.0 110.0 110.0
.030 .031 .031 .032 .033 *034 .034 .035 .036 .036 .037 .038 .039 .039
5/ 5/ 5/ 9/ 5/ 5/
1/74 2/74 3/74 4/74 5/74 6/74 9/ 7 / 7 4 5 / 8/74 5 / 9/74 5/10/74 5/11/74 5/12/74 S/13/74 5/14/74 5/15/74 5/16/74 5/17/74 5/18/74 5/19/74 5/20/74 5/21/74 5/22/74 5/23/74 5/24/74 5/25/74 5/26/74 5/27/74 5/28/74 5/29/74 5/30/74 5/31/74
121 122 123 124 1 25 126 127 128 129 130 131 132 1 33 1 34 1 35 1 36 1 37 1 38 139 140 141 142 143 14U 145 14b 14 7 14 H 149 150 151
1 1 0 .0 1 1 0 .0 1 1 0 .0 1 1 0 .0 110.0 110.0 110.0 110.0 110.0 1 1 0 .0 110.0 110.0 110.0 110.0 1 1 0 .0 * 124 . 5 139.0 153.5 167.9 182.4 196.9 211.4 225.9 240.4 254.8 269.3 283.8 298.3 312.8 327.3 341.7
.040 .041 .041 .042 .043 .044 .044 .045 .046 .046 .047 .048 .049 .049 .050 .050 .050 .050 .051 .051 .051 .051 .051 .051 .052 .052 .052 .052 .052 .052 .053
6/ 6/ 6/ 6/ 6/ 6/ 6/ 6/
152 153 154 155 156 157 158 154
356.2 370.7 385.2 363.5 341.8 320.1 298.3 276.6
.053 .053 .053 .060 .067 .074 .082 .089
1/74 2/74 3/74 4/74 5/74 6/74 7/74 8/74
110.0 110.0
T OT -r«j
T-P04
CL
°
*
*
*
* A C T U A L C U R VF P O IN T (ALL O T H F R V A L U E S a p e I N T E R P O L A T E D )
2.29b 2.29* 2.28/ 2.283 2.27b 2.274 2.269 2.265 2.260 2.25b 2.251 2.24 7 2.242 2.23b 2.23J 2.22V 2.224 2.220 2.215 2.211 2.20b 2.201 2.19? 2 . 193 2 . 18b 2 . 184 2 . 1 79 2.17b 2.170 * 2.542 2.91u 3.28b 3.658 4.031 4 . 40J 4 . 7 75 5.14/ 5.51V 5.891 6.26J 6.63b 7.00b 7.380 7.752 8 . 124 8.49b 8.860 9.240 9.612 9.98b 10.357 1 0 . 72V 11.101
C O N S E R V A t i o n AREA l I N P U T - N O D E : S<) (S-bJ, DATE
DAY
T-P04
CL
TO T - n
6 / 9/74 6/10/74 6/11/74 6/12/74 6/13/74 1 . 720 2 . 19a 2.669 3 . 143 3.617 4.091 4 .566 5.040 4 . 556 4.071 3.587 3.103 2.619 2 . 13a 1 .650 1 . 786 1.921 2.057 2 . 193 2.329 2.464 2.600 2.967 3.33a 3.70 1 4.064 4.436 4.H0J 5 . 1 70 5.050 4 .931 *♦.811 4 . 69c; 4 . 5 72 4 . 4 5 J
ft
4.33J 4.21a 4 . 0 9 a
3 . 9 75 1 .8 5 b
<.736
.0 6 1
3 .6 1 b
.062 .063 .064 .065 .067 .068 .069 .070 .063 .057
3.49 7 3.37 7 3 . 2 5 «
3 . 138 3.019 2.894 2.780 ft
ft A C T U A L C U R V E P O I N T (ALL O T H E R V A L U E S AWE I N T E R P O L A T E D )
2 . 6 6 0
3.054 3 . 4 5 4
C O N S R P V A t I O N APEA 2* i inII-NODE : 10 (S-7) DATE
HAY
8 / 1/74 8 / 2/74 8 / 3/74 8/ 4/74 8 / 5/74 8/ 6/74 8/ 7/74 8 / 8/74 8 / 9/74 8/10/74 8/11/74 8/12/74 8/13/74 8/14/74 8/15/74 8/16/74 8/17/74 8/18/74 8/19/74 8/20/74 8/21/74 8/22/74 8/23/74 8/24/74 8/25/74 8/26/74 8 / 2 7/74 8/28/74 8/29/74 8/30/74 8/31/74
213 214 215 216 217 218 219 220 221 222 223 224 225 226 227 228 229 230 231 232 233 234 235 236 237 238 239 240 24 1 242 24 3
9 / 1/74 9 / 2/74 9 / 3/74 9/ 4/74 9 / 5/74 9/ 6/74 9 / 7/74 9 / 8/74 9/ 9/74 9/10/74 9/11/74 9/12/74 9/13/74 9/14/74 9/15/74 9/16/74 9/17/74 9/18/74 9/19/74 9/20/74 9/21/74 9/22/74
244 245 246 247 248 249 250 2 51 252 253 254 255 256 257 258 259 260 261 262 263 264 265
T-P04
TOT-n
145. 1 132.9 120.6 106.3 96.0 « 101.2 106.4 11 1 . 6 116.8 122.0 127.2 1 3 2 . 4 ft 131.9 131.5 131.0 130.6 130.1 129.7 129.2 128.7 128.3 127.8 127.4 126.9 126*5 1 2 6 . 0 ft 128.3 130.6 132.9 135.2 137.5
.050 .043 *036 .030 .023 .030 .038 .045 .052 .059 .067 .074 .069 .064 .059 .055 *050 .045 .040 .035 .030 .025 .021 .016 .011 *006 .007 .009 .010 .011 .013
3 .858 4.257 4.656 5 .056 5.45b 5.85a 6.254 6.653 7.052 7 .451 7.851 8 . 2 5 U ft 8.059 7.867 7.676 7.484 7.29J 7.101 6 . 9 11) 6.71V 6 . S df 6 • 3 3b 6 . 144 5.953 5.761 5.570 5.379 5.187 4.996 4 . flOa 4 . 6 1J
139.8 142. 1 144.4 146. 7 149.0 151.3 153.6 155.9 1 5 8 . 2 ft 151.5 la4 .9 138.2 131.6 124.9 118.3 111.6 « 114.7 117.8 120.9 124.0 127. 1 130.2
.014 .016 .017 .018 .020 .021 .022 .024 .025 *028 .030 .033 .036 *039 .041 .044 .040 .036 .032 .027 .023 .019
CL
ft
ft
ft
ft
«
« A C T U A L CUR\7E P O I N T (ALL O T H E R V A L U E S ARE I N T E R P O L A T E D )
4 . 4 21 4.230 4 .039 3 . 84 7 3 . 65t> 3.46a 3.273 3.081 2 . 8 9 0 ft 2.828 2 . 766 2 . 704 2 * 64 1 2.579 2.51 7 2.455 2.393 2.331 2.26V 2.206 2 . 144 2.082
C O N S E R V A T I O N A^F A 2/ I N P U T - N O D E j M> 8 2 . 0 9 6 2 • 0 u 3 2 . 09 J 2 . 0 9 1 2 .0 9 0 2 . 0 8 8
2.086 2 . 0 8 3
2 . 08 J 2.082 *
2 . 08o 2 . 0 7 6 2 . 0 7 2 2 . 0 6 9 2 . 0 6 3 2 . 0 6 1
2.057 2.053 2.05O 2.04o 2.04c; 2 . 0 38 2.034 2 . 0 3 0 2 . 0 2
7
.020 .020
2.02 J 2.019
. 0 2 0
2 . 0 1 3
. 0 2 0
2.011 2.008 2.004 2.000 1 .995
.020 .020 .020 .021
*
* A C T U A L CURVF. P O I N T (ALL O T H F R V A L U F S ARF T M T F R P O L A T F D )
«
CONSERVATI ON APE A ?t I i ' *' 11 - NOW. : ' '* ( '{> ’ T-P04
TOT-IM
188. 7 188.5 188.4 188.2 188. 1 187.9 187.8 187.6 187.5 187.3 187.2 187.0 186.8 186. 7 186.5 186.4 186.2 186. 1 185.9 185.8 185.6 185.5
.022 .022 .023 .024
1 .991 1 .986 1.982 1.97/
.025 .025 .026 .027 .028 .028 .029 .030 .031 .032 .032 .033 .034 .035 .035 .036 .037 .038
1.972 1.968 1 .963 1 .958 1 • 95a 1.949 1.94 5 1.940 1.935 1 .931 1.926 1 .922 1.91/ 1.912 1.908 1.90 3 1 .898 1.89a
185.3 185.2 185.0 184.8 184. 7 184.5 184.4 184.2 184. 1 183.9 183.8 183.6 183.5 183.3 183.2 183.0 * 183.2 183.4 183.5 183.7 183.9 184. 1 184.3 184.5 184.6 184.8 185.0 185.2 185.4 185.5 185. 7
.038 .039 .040 .041 .042 .042 .043 .044 .045 .045 .046 .047 . 048 .048 .049 .050 * .051 .052 .053 .054 .055 .055 .056 .05 7 .058 .059 .060 .061 .062 .063 .064
1 .889 1.885 1.880 1.875 1.871 1.866 1.862 1 .857 I .852 I .848 1.843 1.8 3 8 1.834 1.82v 1.82b 1.820 1.844 1.868 1.892 1.916 1 . 94U 1.964 1.988 2.012 2.03b 2.059 2.083 2.107 2.131 2 . 1 5b 2.179
DAY
CL
6/ 9/74 6/10/74 6 /1 1 /74 6 / 1 ?/74 6 / 1 J / 74 6/14/74 6/15/74 6/16/74 6/17/74 6 / 18/74 6/19/74 6/20/74 6/21/74 6/22/74 6/23/74 6/24/74 6/25/74 6/26/74 6/27/74 6/28/74 6/29/74 6/30/74
160 161 16? 16 3 164 16 5 166 167 168 169 1 70 1 71 1 7? 173 1 74 1 75 I 76 177 1 78 179 180 181
7/ 1/74 7/ 2/74 7/ 3/74 7/ 4 /7 4 7/ 5/74 7/ 6 / 7 4 7/ 7/74 7/ 8/74 7/ 9 /7 4 7/10/74 7/1 1 /74 7/12/74 7/13/74 7/14/74 7/15//4 7/16/74 7/17/74 7/18/74 7/19/74 7/20/74 7/21/74 7/22/74 7/23/74 7/24/74 7/25/74 7/26/74 7/27/74 7/28/74 7/29/74 7/30/74 7/31/74
182 183 184 185 186 187 188 189 190 191 192 193 19*4 195 196 197 198 1 99 20 0 20 1 ?02 203 20a 205
DATE
?0h 20 7 208 209 210 21 1 2 12
» A C T U A L C U R V E P OI NT (ALL O T H E R V A L U E S Ai-?E I N T E R P O L A T E D )
*
CONSEPVATI OM AREA " lUPUT-NOOt r U ( S- 1 0 > DATE
DAY
CL
8 / 1/74 8 / 2/74 8 / 3/74 0/ 4/74 8 / S/74 8 / 6/74 0 / 7/74 8 / 0/74 8 / 9/74 8/10/74 8/11/74 8/12/74 8/13/74 8/14/74 8/15/74 8/16/74 8/1 7/74 8/18/74 8/19/74 8/20/74 8/21/74 8/22/74 8/23/74 8/24/74 8/25/74 8/26/74 8/27/74 8/28/74 8/29/74 8/30/74 8/31/74
213 214 215 216 217 218 219 221) 221 222 22 3 224 225 226 227 220 229 230 231 232 233 234 235 236 237 238 2 39 ?4 0 ?4l 242 243
9/ 9/ 9/ 9/ 9/ 9/ 9/ 9/
244 245 246 24 7 240 24 9 250 251 252 253 254 255 256 257 250 259 260 261 262 263 264 265
1/74 2/74 3/74 4/74 S/74 6/74 7/74 8/74 •J/ 9 / 7 4 9/10/74 9/11/74 9/12/74 9/13/74 9/14/74 9 / 1 S / 74 9/16/74 9/17/74 9/18/74 9/19/74 9/20/74 9/21/74 9/22/74
T-P04
TOT- N
105.9 106. 1 186.3 186.5 186.6 106.8 107.0 187*2 187.4 187.5 107.7 18 7 . 9 188.1 188.3 108.5 188.6 108.8 189.0 * 186.5 184.0 181.5 179.0 1 76.5 1 74.0 171.5 169.0 166.5 164.0 161.5 159.0 156.5
.065 .065 .066 .067 .068 .069 .070 .071 .072 .073 .074 *075 .075 * 0 76 *077 .078 *079 .080 .077 .075 .072 .069 *066 .064 .061 *058 *056 *053 .050 .047 .045
2.203 2.22/ 2.251 2.275 2.29V 2.32J 2.34 7 2.371 2.39b 2.41d 2 . 44c! 2 .466 2.490 2.51a 2.538 2.562 2.586 2 .6 1 0 '* 2 «6 5 9 2 . 70 / 2 . 756 2.80a 2.853 2.901 2.950 2.999 3.04 7 3.096 3 . 1 4a 3 . 193 3.241
154.0 154.0 154.0 154.0 154.0 154.0 154.0 154.0 154.0 154.0 154.0 154.0 154.0 154.0 154.0 154.0 15 4 . 0 154.0 15 4 . 0 154.0 154.0 15 4 . 0
.042 .042 .042 .042 .042 .042 .042 .042 .042 .042 .042 .042 .042 .042 .042 *042 .042 .042 .042 • U42 .042 .042
*
*
«
* ACTUAL CURVE POINT (ALL O T H E R V A L U E S APE I N T E R P O L A T E D )
3.290 * 3.290 3.290 3.290 3-290 3.290 3.290 3.29 0 3 .290 3.290 3.29 0 3.290 3.290 3.290 3.290 3.290 3.290 3.290 3.29U 3.290 3.290 3.290
COMSF.MVAT fOM A^FA 2 / | MPIIT-Nn|)t : In (b-10, OATE
DAr
9/23/74 4/24/74 9/25/74 9/26/74 9/27/74 9/28/74 9/29/74 9/30/74
266 267 268 269 270 2 71
0 / 1/74 0/ 2/74 0/ 3/74 0/ 4/74 0/ 5/74 0/ 6/74 0 / 7/74 0 / B / 74 0/ 9/74 0/10/74 0/11/74 0/12/74 0/13/74 0/14/74 0/15/74 0/16/74 0/17/74 0/18/74 0/19/74 0/20/74 0/21/74 0/2?/74 0/23/74 0/24/74 0/25/74 0/26/74 0/27/74 0/26/74 0/29/74 0/30/74 0/31/74
274 275 276 2 77 ? 78 279 280 2B1 2H2 2H3
1/ 1/ 1/ 1/ 1/ 1/ 1/ 1/
1/74 2/74 3/74 4/7a 5/74 6/74 7/74 8/74 ]/ 9 / 7 4 1/10/74 1/1 1 /7 4 1/12/74 1/13/74 1/14/74
?1d 273
?H5 2B6 287 2HH 2*4 290 291 292 293 2 9 4 2 9 5 2 9 6 29 7 2 9 8 2 ^ 9
30 0 301 302 JO 3 104 305 3 06 30 / 30B 309 310
31 1 »12
U 3 U 4
313 316 31 7 11 H
CL
T-P04
TOT- N
*
.042 .042 .042 .042 .042 .042 .042 .042
3.290 3.290 3.290 3.290 3.290 3.290 3.290 3.2^0
148. 1 142. 1 136.2 130.3 124.3 1IB .4 112.5 106.5 100.6 94.7 88. 7 82.B 76.9 70.9 65.0 » 65.0 65 . 0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65. 0 65.0 65.0 65.0 65.0 65.0 65.0
.041 .040 .040 .039 .038 .037 .036 .036 .035 .034 .033 .032 .032 .031 .030 .030 .030 .030 .030 .030 .030 .030 .030 .030 .030 .030 .030 .030 .030 .030 .030
154.0 154.0 154.0 154.0 154.0 154.0 154 . 0 154.0
65. 1) 65. 0 65.0 65 . 0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65. 0
«■
*
«
.030 .030 .030 .030 .030 .030 .030 .030 .030 .030 .030 .030 .030 .030
* ACTUAL CURVE POINT (ALL O T H F P V A L U E S APE I N t F R P O L A T E D )
«
3.2 W 3.147 3 . 0 76 3.00b 2.93.1 2 • 86c! 2.791 2.7 lv 2 * 648 2.5 7 / 2.503 2 * 4 3a 2 • 36 3 2.291 2.220 * 2.22V 2.23V 2.24o 2.25/ 2 »2 6 2 . 2
/b
2 . 2 8 o
2.29'+ 2.304 2.31J 2 . 3 2 2
2.331 2.341 2.350 2. 35v 2 . 36V
2 . 3 78 2 . 3 8 / 2.396 2 . 4 0 6
2.415 2.42a 2.434 2 . 4 4 3
2.452 2 . 46 1 2.471 2.480 * 2.^80 2 . 4 8 0
r o i j s r Mv A I | PM Au p A 2 A \ f j!M) T-NOH|- : l ' t (S-10» oatf:
r-P04
T0 T— im
0 0 0 0
.030 .030 .030 .030 .030 .030 .030 .030 .030 .030 .030 .030 .030 .030 .030 .030
2.480 2.480 2.4B0 2.480 2.48U 2.480 2.480 2.480 2.480 2.48 0 2.480 2.48 0 2.48 0 2.480 2.480 2.48 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 hb. 0
.030 *030 .030 ,030 .030 .030 .030 .030 .030 .030 .030 .030 .030 .030 .030 .030 *030 .030 .030 .030 .030 .030 .030 .030 .030 .030 .030 .030 .030 .030 .030
2.48 0 2.480 2.480 2.480 2*480 2.48o 2.48o 2.48o 2.480 2.480 2.480 2.480 2.480 2.480 2.48 0 2.480 2.48 0 2 .48 0 2 .48 0 2 .480 2.480 2 . 480 2.480 2.480 2.480 2 .480 2.480 2.480 2 • 4 H0 2.480 2.48 0
day
cl
1/15/74 1/16/74 1/17/74 1/18/74 1/19/74 1/20/74 1/21/74 1/22/74 1/23/74 1/24/74 1/25/74 1/26/74 1/27/74 1/28/74 1/29/74 1/30/74
319 320 321 322 32J 324 325 326 327 328 329 3 30 331 332 333 334
65. 65. 65* 65. 65. 65* 65. 65. 65. 65. 65. 65. 65. 65. 65. 65.
2 / 1/74 2 / 2/74 2/ 3/74 2/ 4/74 2 / 5/74 2 /6 /7 4 2 / 7/7h ?/ 8 / 7 4 1.600 1.586 1.571 1.55 / 1.54c 1.526 1 .513 1.4 9 V 1 . 4H'+ 1 . a 7o 1 . 4 7 .) 1 . 4 7o 1.480 1.48 3 1*486 1.489 1.49^ 1. 4 % 1.499 1 . 50c 1.503 1 *50 9 1.512 1.513 1.516 1 .521 1.523
52.7 53.0 53.2 53.5 53.8 5 4 . () 54.3 54.5 54.8 55.0 55.3 * 5S.2 55.1 55.0 54.9 54.8
.023 .023 .023 . 0 23 .023 .023 .023 .022 .022 .022 .022 .022 .022 .022 .023 .023
4 / 1/74 4 / 2/74 4 / 3/74 4 / 4/74 4 / 5/74 4 / 6/74 4 / 7/74 4 / 8/74 4 / 9/74 4/10/74 4/11/74 4/12/74 4/13/74 4/14/7^ 4/15/74 4 / 1 6 / 7 4
iu 73 76 77 76 79 80 HI M2 83 H4 83 8* 67 MR
89 90 91 9? 93 94 95 96 97 98 10 0 101
10 2 103 1 04 1 03 1 0*
*
*
* ACTUAL CURVE POINT (ALL O T H F P V A L U E S APE TNTFRPOl ATFfn
1 .526 1 .531 1.534 1.536 1.54 1 1 a 54^ 1. 5 4 / 1.550 1.554 1.557 1.560 1.56b 1.57 1.576 1.584 1.591
(.ONSFWVAT I n« * APE A 3 J UPtl I - MODE : I * (L-3/ DAY
CL
4/1 7/74 4/18/74 4/19/74 4 / ? 0 / 74 4/21/74 4/22/74 4/23/74 4/24/74 4/25/74 4/26/74 4 / 2 7/74 4/28/74 4/29/74 4/30/74
10 7 1 08 1 09 1I 0 111 1) ? 1 I .< 1la 1 15 I 16 t 17 1 16 1 19 1?0
5 / 1/74 5 / 2/74 5 / 3/74 5 / 4/74 5 / 5/74 5 / 6/74 5 / 7/74 5 / 8/74 5 / 9/74 5/10/74 5/11/74 5/12/74 5/13/74 5/14/74 5/15/74 5/16/74 5/17/74 5/18/74 5/19/74 5/20/74 5/21/74 5/22/74 5/23/74 5/24/74 5/25/74 5/26/74 5/27/74 5/28/74 5/29/74 5 / J O / 74 5/31/74 6/ 6/ 6/ 6/ 6/ 6/ 6/
1/74 2/74 3/74 4/74 5/74 6/74 7/74
6 /
6 / 7 4
DATE
, T-P04
TOT- N
54.8 54. 7 54.6 54.5 54.4 54. 1 54 . 2 54. 1 54.0 53.9 53.8 53. 7 53. 7 53.6
.023 .023 .023 .023 .023 .024 .024 .024 .024 .024 .024 .024 .024 .025
1.597 1.6 0 J 1.609 1.61b 1.62 I 1.6?/ 1.6 1. * 3v 1. * 4 b I • 65^: 1 .65tt 1.66a 1.670 1.67b
12 J ) 22 12 J 124 1 25 1 26 127 1 26 129 1 30 131 1 32 13 J 1 3«* 1 3 L> 1 36 137 1 36 139 140 141 142 14 \ 14a 1a -> j a6 1a 1 | aH 149 150 15 1
53.5 53.4 53. 3 53.2 53.1 53.0 52.9 52.8 52.7 52.6 52.5 52.5 52.4 52.3 52.2 52.1 52.0 * 51.6 51.6 51.4 51.2 51.0 50.8 50.7 50.5 50.3 50. 1 49.9 49. 7 49.5 4V. 3
.025 .025 .025 .025 .025 .025 .026 .026 .026 .026 .026 .026 .026 .027 .027 .027 .027 .027 .027 .026 .026 .026 .026 .026 .026 .025 .025 .025 .025 .025 .024
1*6 8 ^ 1.6 6 6 1.6 9m 1 . 701 1 . 70 ' 1 .7 li 1.71V 1.72b 1 . 731 1 . 73 7 1 • 74 J 1 . 749 1 * 75b I .762 1.76 8 1.77m 1 . 78u 1 . 7b £ 1.74a 1 .72b 1 . 7UV 1.691 1 . 6 7J 1.65b 1.b3/ 1.61V 1.60 I 1 . S6a 1. 5bb 1 . 5at > 1.530
152 153 15 a 155
49. 1 48.9 48. 7 48.5 48.3 48. 1 48.0 47.8
.024 .024 .024 .024 .024 .023 .023 .023
156
15 7 15H I 59
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* A C T U A L CUP VF P O I N T \1 A l t l F S APF INTERPOLATED)
O T H F P
I .512 I .494 1.47b 1.459 1.44 1 1.42J 1.405 1.38 7
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a c t u a l c u rve p o i n t (AIL n m - R V A L U E S ARE I N T E R P O L A T E D ) »
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O M ' I S E W V A 1 !(v j M-’FA '1 : I <: ( L - 3/
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T-P04
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1 . 16b 1.169 1.173 1.177 1 .180 1* I Ba 1 . 18b 1.191 1.19b 1.199 1. 2 0 ^ I .20o 1.210 1.213 1 .21 7 1.221 1 .22b 1. 22« 1.232 1.23b 1.239 ) . r: a j 1- 2 * 7 1.250 1 • 2 5a 1 . 25 a 1. 2 * ^ 1.26d 1.269 1. ? 73 1 . 2 7o
6/ 1 / 7 * 8/ 2/7* 8 / 3/74 8/ 4/74 8/ S/7* 8/ 6/7* 8 / 7/74 8/ 8/7* 8/ 9/7* 8/10/74 8/1 1/7* 8/12/7* 8/13/7* 8/14/7* 8/1S/7* 8/16/7* 8/17/7* 8/18/74 8/19/7* 8/20/74 8/21 /7 * 8/2?/7* 8 / 2 3 / 7m 8/2*/7* 8/25/7* 8/26/7* 8 / 2 7 / 7't 8/28/7* 8 / 2 9 / fa 8/30/7 4 8/31/7*
213 21* 21 5 ? 1b ?1 7 ? 18 219 220 ?21 222 ?23 224 225 22b 227 228 229 2 JO ?3 1 ? 32 2 J3 2 34 2 35 ? 3b 23 7 2 38 239 24 0 24 1 24? 2a 3
18.1 16.0 17.9 17.8 17.* 17.5 17.4 17.3 17.2 17.1 17.0 lb .8 lb . 7 lb.b lb . 5 lb .4 1b . 3 1b . 2 lb. 1 15.9 15.8 15.7 15 . b 15 • S 15.4 15.3 15.1 15.0 14.9 1* . 8 « 20.9
.262 .253 .2*5 .237 .229 .221 .213 .205 .196 .188 .180 .172 .16* .156 .147 .139 .131 .123 . 1 15 .107 .098 .090 .082 .07* .066 .058 .0*9 .041 .033 • 025 .061
9 / 1/74 9 / 2/74 9 / 3/74 ^ / 4/74 9 / 5/7a 9/ 6/74 9/ 7/74 9/ 8/74 9 / 9/74 9/1 0/74 9/11/74 9/12/74 9/13/74 9/14/74 9/15/74 9 / l b / 74 9/17/74 9 / 1 8 / 74 9/19/7* 9/20/74 9/21/74 9/22/7*
244 2*5 2*6 2* 7 ?4 8 24 9 250 ?5 1 252 25 3 25* 25S 2 5b 25 7 ?5H 259 2b0 261 2*2 2b 3 ?b4 ?^S
2b. 9 « 26.9 26.9 26.9 26.9‘ 26.9 26.9 26.9 26.9 26.9 26.9 26,9 26.9 26.9 26.9 2b. 9 26.9 26.9 26.9 26.9 26.9 26.9
.096 .096 .096 .096 .096 .096 .096 .096 .096 .096 .096 .096 .096 .096 .096 .096 .096 .096 .096 .096 .096 .096
* ( Al l
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COMSFRV/AT I ON AMFA 1 fMRni-MODfc. : 1* <1. - 3/ DAY
CL
9/23/7^ 9/24/74 9/25/74 9/26/74 9/27/74 9/28/74 9/29/74 9 / 3 0 / 74
266 267 268 269 P70 271 2 72 2 73
26. 26. 26. 26. 26. 26. 26. 2*.
0 / 1/74 0/ 2/74 0/ 3/74 0/ 4/74 0/ 5/74 0/ 6/74 0 / 7/74 0/ 8/74 0/ 9/74 0/10/74 0/11/74 0/12/74 0/13/74 0/J4/74 0/15/74 0/16/74 0/17/74 0/18/74 0/19/74 0/20/74 0/21/74 0/22/74 0/23/74 0/24/74 0/25/74 0/26/74 0/27/74 0/28/74 0/29/74 0/30/74 0/31 /74
2 74 2 75 2 7b 277 2 78 2 79 28 0 2 81 282 283 284 285 286 28 7 288 289 290 291 292 293 294 295 296 297 ?98 299 J0 0 30 1 30 2 30 3 304
1/ 1/74 1/ 2 / 7 4 1/ 3/74 1/ 4/74 1/ 5/74 1/ 6/74 1/ 7/74 1/ 8/74 1/ 9 / 7 4 1/10/74 1/11/74 1/12/74 1/13/74 1/14/74
305 30 6 307 308 10 9 310 31 1 312 313 314 315 3 16 31 7 318
DATE
T-P04
tot- n
9 9 9 9 9 9 9 9
.096 .096 .096 .096 .096 .096 .096 .096
1.280 1 .280 J . 2 8 \i 1 .280 1 .280 1 .280 1.280 1*280 *
36. 36. 36. 36. 36. 36. 36. 36. 36. 36. 36. 36. 36. 36. 36. 36* 36. 36. 3b. 36. 36. 36. 36. 36. 36. 36. 36. 36. 36. 36. 3b.
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
.072 .072 .072 .072 .072 .072 .072 .072 .072 .072 .072 .072 .072 .072 ,072 .072 .072 .072 .072 .072 .072 .072 .072 .072 .072 .072 .072 .072 .072 .072 .072
36. 36. 3b . 36. 36. 36. 36. 36. 36. 3b. 3b. 36. 36. 36.
u 0 0 0
0
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0 a 0 0 (J 0 0 0 0 f)
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.070 . 0b9 .067 .066 .064 .062 .061 .059 .057 .056 .054 .053 .051 .049
* A C T U A L C U R VF POINT (ALL O T H F P V A L U E S A P E I N T E R P O L A T E D )
1*450 « 1.45o 1.450 1.450 1.450 1 »4 5 o 1.450 1.450 ) .450 I .450 1 *450 1.45o 1.450 1.450 1.450 1.450 1.450 1 • 45o 1.450 1.450 1.450 1.450 1.450 1 . 450 1. 450 1.450 1.450 1.450 1.450 1.450 1.450 * I . 4 7b 1.502 1.527 1.553 1.5 7 * 1 . bOb 1.631 1 . 65b 1 • 68e? 1.70b 1.734 1.760 1 .78b 1 .811
C O N S E R V A T I O N A ^E A 3 | »P•11 - N O D E * 1* (L- »/ 1-P04
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36. 0 36. 0 36. 0 36. 0 36. 0 .36. 0 36. 0 36. 0 36. 0 3b. 0 36. 0 36. 0 36. 0 36. 0 36. 0 36. 0
.048 .04b .045 .043 .041 .040 .038 .037 .035 .033 .032 .030 .028 .027 .025 .024
1.837 1 .86 J 1.889 1.91b 1 . 94 0 1.96b 1.99^ 2.01b 2. 04* 4 2 . 0b 9 2.095 2.121 2.147 2 . 173 2.198 2.224
0
.022 .022 .022 .022 .022 .022 .022 .022 .022 .022 .022 .022 .022 .022 .022 .022 .022 .022 .022 .022 .022 .022 .022 .022 .022 .022 .022 .022 .022 .022 .022
date
day
cl
11/15/74 11/16/74 11/17/74 11/18/74 11/19/74 1 1/ 2 0 / 7 4 11/21/74 11/22/74 11/23/74 11/24/74 11/25/74 11/26/74 11/27/74 11/28/74 11/29/74 11/30/74
.119 320 3?1 322 32 3 324 325 326 327 328 329 330 331 332 333 334
12/ 1/74 12/ 2/74 12/ 3/74 12/ 4 /7 4 12/ 5/74 12/ 6/74 12/ 7/74 12/ 8/74 12/ 9/74 12/10/74 12/11/74 12/12/7'* 12/13/74 12/14/74 12/15/74 12/16/74 12/17/74 12/18/74 12/19/74 12/20/74 12/21/74 12/22/74 12/23/74 12/24/74 12/25/74 12/26/74 12/27/74 12/28/74 12/29/74 12/30/74 12/31/74
335 336 337 338 339 340 341 342 343 344 345 346 347 3^8 349 3 50 351 352 353 354 355 35b 35 7 358 359 3b0 361 362 363 36^ 165
36. 36. 36. 36. 36. 36. 36. 36. 36. 36. 3b. 3b. 36. 36. 36. 3b. 36. 36. 36. 36. 36. 36. 36. 3b. 36. 36. 3b. 36. 3b. 36. 3b.
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
- 129 -
*
2.250 * 2.250 2.250 2.250 2 . 2 5o 2.250 2.250 2.250 2.250 2.250 2.250 2.250 2.250 2.250 2.25U 2.25 0 2.250 2.250 2.250 2.250 2.250 2.250 2.250 2.250 2.250 2.250 2.250 2.250 2.25o 2.250 2.250
C H N S F P V A f p'f.j I i J P M I - M O D E : |M DAY
DATE
3 (S-14 TO T - N
T-P04
CL
1/ 1 / 7 4 1/ 2 /7 4 1/ 3/74 1/ 4 /7 4 1/ S/74 1/ 6 / 7 4 1/ 7 / 7 4 1/ 8 /7 4 1/ 9 /7 4 1/10/74 1 / 1 1 / 7^* 1/12/74 1/13/74 1/14/74 1/ I S / 7 4 1/I 6 / 7 4 1/ 17 / / 4 1/ 1 8 / 7 4 1/19/74 1/20/74 1/21/74
8 9 10 1 1 I2 1 J 14 15 )6 1 7 18 19 20 21
50.0 50 .0 5 0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50 .0 50.0 50.0 50.0 50.0
1/22 1/23 1/24 1/25 1/26 1/27
4 4 4 4 4 4
22 2 3 24 25 26 2 7
50.0 50.0 50 .0 50.0 50 .0 50.0
.021 .022 .023 .023 .024 .025
1/ 2 1/2 1/3 1/3
8/ 74 9/74 0/74 1/74
2d 29
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1/74
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2/ 2/
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2/
2 3 4 5
32 33 34
2/
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2/
7/74 H/74 9/74
50 . 0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50 . 0 50.0 50.0
.031 .032 .033 .033 . 0 34 .035
1.400 1.4 lb 1.431 1.44 7 1.46^ 1 . 4 7b
2/
2/ r?/
/ / / / / /
/ / / /
7 7 7 7 7 7
7 7 7 7
4 4 4 4
2/10/74 2 /1 1/74 2/12/74 2/13/74 2/14/74
2 / 15/7<4 2/16/74
2/17/74 2 2 2 2
/ / / /
1 1 2 2
8 9 0 1
/ / / /
7 7 7 7
4 4 4 4
?/22/74
1 2
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b 7
31
J5
3b 37 38 39 40 I
42 4 3 44 45 ab 4 7 4 8 49
50 51 52 b 3
(AM
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50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0
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0 0 0 0
9 8 8 7
0 6 3 9
. . . . . .
0 0 0 0 0 0
7 7 6 6 6 5
6 3 9 6 2 8
.055 .051 .048 .044 .041 .038 .0 34 .030 .027 .023 .020
*
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1.*62 1.629 1 .59b 1 .56 J 1.530 1.49/ I . 4b* + 1.4 Ji 1.39b 1 .365 1.33^ 1.299 1.26b 1.23J 1 .200 1.215 1 .231 1.24b 1.262 1.27/ 1 .293 1 • 3 0 rt 1 .323 1.339 1.354
6 7 8 8
1.49 J
.036 .037
1 .508 1. 5 2 4
.038 .038 .039 .04 0
1 . 86u 1 .827 1 .794 1.761 1.72b 1.69b
1 .539
1.55b
.039
1.570 1 .554 1.53b
.0 38
1.521
.037 .037 .036 .035 . 0 34
1.5 1. 4 1.4 1. 4
*
.039
* A C T U AL c u r v e p o i n t oTHFP VALUES AD E INTERPOLATED)
05 89 7j 5 7
1.440
r O M S F h’ V A f pMi
1 H Ii| l)A
IF
OA f
APF A
1
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T-P04
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2 /2 3/74 2/2 4/74 a/25/74 2/26/74 2/27/74 2/2B/74
54 55 56 57 58 59
50.0 50.0 50 . 0 50.0 50.0 50.0
.034 .033 .032 .032 .031 . 0 30
I «4 2 ‘4 1.408 1 • 392 1.37b 1 .359 1 . 34 J
3 / 1/74 3/ 2/74 3 / 3/74 3/ 4/74 3 / 5/74 3/ b/74 3 / 7/74 3/ 8/74 3/ 9/74 3/10/74 3/1 1/74 3/12/74 3/13/74 3/14/74 3/15/74 3/16/74 3/17/74 3/18/74 3/19/74 1/20/74 J/21/74 3/22/74 3/23/74 3/24/74 3/25/74 3/26/74 3 / 2 7 / 74 3 / 2 8 / 7m 3/29/74 3/30/74 3/31/74
60 * 1 b2 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 8J *2 83
.030 .029 .028 .028 .027 .026 .026 .025 .024 .023 .023 .022 .021 .021
.020
1.32 7 1.311 1.294 1.278 1 *?hd 1 .2*+ 0 ) . 23 U 1 .21 J 1.19/ 1.181 1 • 1* b 1.14^ 1 . 1 32 1.11b 1 . 10 0 * 1.118 1.138 1 . 15* I . 1 Id 1.190 1. 08 1.22b 1*244 1.26 £
. 0 2 0
1 .280
85 8b 87
50.0 50.0 50.0 50.0 50.0 50.0 50.0 50 . 0 50.0 50.0 50.0 50.0 50 ,0 50.0 50.0 50.0 50.0 50 . 0 50.0 so .u 50 . 0 50.0 5 0 .0 5(J • 0 50.0 50 . 0 50 . 0 50.0
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1.298 1.31b
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1 . 3 3 ^
8 8
5 0 . 0
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1 . 3 5 ^
89
5 0 . 0
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1 . 3 7 0
90
5 0 . 0
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1 . 3 88
84
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.020 .020 .020 .020
. 0 2 0
4/
1/74
91
5 0 . 0
. 0 2 0
1 . 4 0 b
4 /
2 / 7 4
92
5 0 . 0
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1 .424
4 / 3/74 4 / 4/74 4 / 5/74 4 / 6/74 4 / 7/74 4 / H/74 4 / 9/74 4/10/74 4/11/74 4/12/74 4/13/74 4/14/74 4/15/74 4/1*/74
93
5 0 . 0
. 0 2 0
94
50 .0
. 0 2 0
1 *4 4 d 1.46 u
95
5 0 . 0
.020
1 . 4 7 8
9 b
5 0 . 0
9 7
1
99
50 . 0 50 . 0 50.0
.020 .020
10 0
5 0 . 0
10 1
50.0 50. U 50 . 0 50.0 50.0 50.0
98
102 103
104
). 05 10 b
U U
.020 .020
1.49b . 5 1 <♦ 1 .532 1.550 1. 5 6 o
.020
1 .5 8 b
.020 .020
1.604 1.bdd 1.64 0
.020 .020
1 .858 1 .6 7 b
.020
.020
ACTUAL CURVE POINT O T H f W V A L U E S A W E INTEP PO LA Tf I ))
COMSEPV*' f IIV.| A P h A 3 It i- 111 - m m in (S-14 DA V
Cl
4 /] 7/ V+ 4 / )8 / 7 4 4 /]9/74 4/20/74 4/21/74 4/22/74 4/23/74 4/24/74 4/25/74 4/25/74 4 / 2 7/74 4/28/74 4/29/74 4/30/74
10 7 108 109 1 10 111 1 12 1 13 114 1 15 1lb 1I 7 1 18 ) 19 1 20
50 50 50. 50, 50, 50, 50, 50, 50, 50 50, 50, 50, 50
0 0 o 0 0 0
5 / 1/74 5 / 2/74 5 / 3/74 5/ 4/74 5 / 5/74 5/ 6/74 5 / 7/74 5/ 8/74 5 / 9/74 5/10/74 5/11/74 5 / 1 a / 74 5/13/74 5 / 1 ' 4/ 74 5/15/74 5/16/74 5/17/74 5/18/7*4 5/19/74 5/20/74 5 / a 1 / 74 5/22/74 5/23/74 5/24/7^ 5/25/74 5/26/74 5 / 2 7/74 5/28/74 5/29/74 5/30/74 5 / J 1/74
121 122 123 12* 125 126 127 12 * 12 y 1 30 131 1 32 1 33 1 34 I 35 1 38 ) if 1 38 139 14 0 14 1 142 14 J ] 44 145 14 h 14 7 14 * 14 V 15 0 1s 1
50 50 50, 50. 50 50, 50. 50, 50. 50 50. 50. SO 50. 50. 50. 50 50 50. 50, 50, 50 bu 50. 50 50, 50 50, 50, 50, 50.
0 0 0 0 0 0 0 0 0 o 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
ft/ 6/ 6/ 6/ 6/ 6/ 6/ 6/
152 153 154 155 15S 157 158 1 59
50. 50. 50. 50, 50. 50. 50, 50,
0 0 o 0 0 0 0 0
DA IE
1/74 2/74 3/74 4/74 5/74 6/74 7/74 8/74
T-P04
0 0 U 0 0 0
o o
TU T - n
.020 .020 .020 .020 .020 .020 .020 .020 .020 .020 .020 .020 .020 .020
1 . 6 9 4
1.712 1 . 7 30 «• 1 . 730 I . 73U 1 . 730 1 .73U 1 .730 1 . 730 1 • 73 0 1 . 730 I . 730 1.730 1.73u
.020 .020 .020 .020 .020 .020 .020 .020 .020 .020
.024 .025 .026 .027 .028 .030 .031 .032 .033 .035 .03ft .037 .038
1 . 7j u 1.730 1 . 73U 1*730 I -73u 1.730 1 .730 1.730 1.730 1 . 730 J . 730 1 . 7 JO 1 .730 1 .730 1 .73U 1.730 * 1 .727 1 . 724 1 . 721 1 . 7ltt 1-71b 1 • 7 ] r. 1*709 1 *70b 1 . 70 J 1 . 70u I .69 7 1 . 69<+ 1• 69 1 .1 • 60fci 1.68b
.039 .041 .042 .043 .044 .045 .047 .048
I . 6 8 c.' 1.678 1.67b 1 . 67^; 1.669 1 -66b 1.6 6 J 1.660
. 0 2 0 . 0 2 0
.020 .020 . 0 2 0
.020
«
.0 2 1 . 0 2 2
* ACTUAL CURVF POINT (ALL O T H E R V A L U E S ARE I N T E R P O L A T E D )
f OMSf
PVA T
IPIJI-MODfc
OATF
r> A y
Cl
6 / 9/74 6/ 10/74 6/11/74 b/12/74 6/13/74 6/14/74 6/15/74 6/16/74 6/17/74 6/10/74 6/19/74 6/20/74 6/21/74 6 / 2 2 / 7'+ 6/23/74 6/24/74 6/25/74 6 / 2 6 / 74 6/27/74 6/20/74 6/29/74 6/30/74
1*0 161 162 163 164 16b 1* 6 167 1*0 1 69 I 70 171 1 72 17 i 1 7a J 75 1 76 1 77 1 78 1 79 18 0 181
7/ 1/74 7/ 2 /7 4 7 / 3/ 7* * 7/ 4 / 7 4 7/ 5/7** 7/ 6/74 7 / 7/ 7** 7/ 0/74 7/ 9 /7 4 7/10/74 7/ 1 1 / 7 4 7/12/74 7/13/74 7/14/74 7/15/7*4 7/J 6 / 7 n 7/)7/74 7/18/74 7/19/74 7/20/74 7/21/74 7/22/74 7/23/74 7/2*4/74 7/25/74 7/26/74 7/27/74 7/28/74 7/29/74 7/30/74 7/31/74
182 183 ] 84
18 ] 86 1H 7 188 189 1^ 0 191 192 193 I 94 19 in 196 19 7 1 98 I 99 200 20 1 2 02 203 204 2 05 20* 20 7 208 209 210 211 212
Ii l l :
| f\ u p A IH
3
( S -l
T-P04
1 OT — im
50.0 50.0 50.0 50.0 50.0 50.0 50 .0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50 . 0 50 . 0 50.0 50.0 50 . 0 50 .0
.049 .050 .052 .053 .054 .055 .056 .050 .059 .060 .066 .071 .077 .003 .008 .094 .100 .105 .111 .117 . 122 .128
1.65/
50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50 .0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50 .0 50 . 0 50.0 50.0 50.0 50 . 0 50 . 0 50 . 0 5 0.0
.134 .139 .145 .151 .156 .162 .160 .173 .179 .105 .190 .196 .202 .207 .213 .219 .224 .230 .223 .216 .209 .201 .194 .107 .100 . 1 73 .166 .159 .151 .144 .137
*
#
» ACTUAL CURVF POINT (ALL O T H F H V A L U E b A«E I N T E R P O L A T E D )
1 .684 1.651 1 . 64b 1.64b 1 • 642 1.639 1 . 63b 1.633 1.630 1.634 1.63/ 1 ♦ 64 1 1 . 64b I . *4d 1. 6b* 1 • 65b 1. *b9 1 . * 6 .3 1 .66 7 1 . f Wo 1 .6 7m 1 . * 7b 1.*81 1.60b I .*89 1.69* 1.696 1.70O 1.7 0 j 1.70/ 1.711 1.714 1. 7la 1.72* 1.72b 1.729 1.733 1.73b 1.740 1 . 7 3b 1 . 733 1.72V 1.72b 1.72* 1.719 1.71b 1.7U 1.70b 1.704 1.701 1.69 7 1.694
I
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8 / 1/74 8 / 2/74 8 / 3/74 8 / 4/74 8 / 5/74 8 / 6/74 8 / 7/74 8 / 8/74 8/ 9/74 8 / 1 0 / 7« 8/11/74 8/12/74 8 / 1 J / 74 8 / 14 / 74 8/15/74 8/16/74 8/17/74 8/18/74 8/19/74 8/20/74 8/21/74 8/22/74 8/23/74 8 / 2 4 / 7<* 8/25/74 8/26/74 8/27/74 8/28/74 8/29/74 8/30/74 8/11/74
213 21' * 21 S 2 16 21 7 2 18 2 1V 220 22 1 222 22 i 22* 226 22* 22 7 P28 229 230 231 2 32 233 234 235 2 36 23 7 2 38 239 240 241 24 2 24 3
50.0 50.0 50 . 0 50.0 50.0 50.0 50 . 0 50 . 0 50.0 5 0 .0 50.0 5 0.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50 . 0 50.0 50.0 50.0 50.0 50.0 50 . 0 50.0 50 . 0
.130 .130 .130 .130 .130 .130 .130 .130 .130 .130 .130 . 1 30 .130 . 1 30 .130 .130 .130 .130 .130 .130 .130 .130 .130 .130 .130 .130 . 130 . 130 .130 . 1 30 .130
9 / I /74 9 / 2/74 9 / 3/74 9 / 4/74 9/ 5/74 9 / 6/74 9 / 7/74 9 / 8/74 9/ 9/74 9 / 10 / 7 4 9/1 1/74 9/12/74 9/13/74 9/14/74 9/15/74 9/16/74 9/17/74 9/18/74 V I 9/74 9/20/74 9/21/74 9/22/74
24 4 24b 24 6 >4 7 24 8 ^49 250 25 t 252 253 264 255 2b6 267 258 259 26 0 261 2b2 2* ) 26' * 265
50.0 50.0 50.0 50.0 50 . 0 50 . 0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 5 0.0 50.0 50.0
.124 .118 . 112 .106 .099 .093 .087 .081 .075 .069 .063 .057 .051 .044 .038 .03? .026 .020 .021 .021 .022 .023
(AH
I (M — N *
*
*
* A C T U A L CIJPVF P O I N T 0 1 H F k V A L U E S APE 1N T E P P O L A T F D )
I . b90 1 .690 1 .690 1.69u 1 .690 1.690 1 .690 1 .690 1.690 1.690 I .690 1.69 0 1.69 0 1.690 1.690 1 .69U 1 .690 1 .690 1.690 1.690 1.690 I .690 1 .690 1.690 1.690 1.690 1.690 1.690 1.690 1 • 6 ’-J(j 1.6 9 0 1.68 / 1.68 J 1 .680 1.677 1 .6 7J 1.670 1 * 66 / 1.66 3 1.6 6 0 1.6 5 / 1 . 6b j 1.650 1 .64 / 1.643 1.640 ] .63/ 1.633 1 .630 1.644 1.65b 1.671 1.68b
(JOMSFPVA I I '* i A<- F A 3 I (S-l< I * 'P* I » -MODE D A TF.
DA f
CL
9/ ? J / 74 ^/24/74 9/25/74 9 / 2 b / 74 9 / 2 7/74 9/28/74 9/29/74 9/30/74
26b 26 7 / b8 2b 9 270 271 2 72 2 7.3
50. 50. 50. 50. 50. 50. 50 . 50 .
0 / 1/74 0/ 2/74 0/ 3/74 0/ 4/74 0/ 5/74 0/ 6/74 0/ 7/74 0/ 8/74 0/ 9/74 0/10/74 0/11/74 0/12/74 0/13/74 0 / 14/74 0/15/74 0/16/74 0/17/74 0/18/74 0/19/74 0 / 2 0 / 74 0/21/74 0/22/74 0/23/74 0/24/74 0/25/74 0/2b/74 0/27/74 0/28/74 0/29/74 0/30/74 0/31/74
? 74 ?75 276 277 27* 2 79 28 1 .920 1.93 J 1.94/ l.^b 1 I .97b 1.9bv 2 . 0 0 c; 2 . 01b 2.030 « 2.01 / 2 . 0 04 1 .991 1.97b 1.963 1.95* 1.93b 1.925 1.912 1.899 1. 88b 1.8/3 1.860 1.84 /
50 . I) 50. 0 50 . 0 50. 0 50. 0 50 . 0 50. 0 50. 0 50. 0 so. 0 50. 0 50. 0 50. 0 50. 0
.046 .046 . 04 7 . 0 47 .047 . 048 .048 .048 .049 .049 .050 .050 * .049 .049
1 .834 1 .821 I . 8 0b 1 . 7 95 1 . 78/ ? 1 . 7b b 1 . 75b 1. 74* I . 729 1. 7 I b 1 . 70 3 1• b9U * 1.68b 1.6 7V
2H4
28-? 28b 2« 7 2*8 2 MW
290 29 1 292 29 3 294 295 29 b 29 7 29H 2 v r-) 10 0 10 I P)2 i0 < «tl4
*0 5 UJ / <0b IU <1J 11 -J
1) * »14 315 ilb 31 7 11 H
TOT- , ,
.023 .024 .025 .026 .026 .027 .028 .028
1 .6 9 9 1 . 7 1 .1 I .72/ 1 . 740 1 . 75h 1 * 7 bo I .7bc 1.79b
* A C T U A L CUMVF P O IN T (/ML O T H L P V A L U E S APF IN T E R P O L A T E D )
> O CL •
1/ 1/74 1/ 2/74 1/ 3/74 1/ 4 /7 4 1/ 5/74 1/ b/74 1/ 7/74 1/ H/74 J/ 9/74 1/10/74 1/11/74 1/12/74 1/13/74 1/ I 4 / 7 4
28 *
0 0 0 0 0 0 0 0
T-P04
1.823 1.83/ 1 .851
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CONSFRVAT I r»N AREA 3 J1 u i - r i d o l : I j ( s- Is . / DATE
day
CL
1/ 1/74 1/ 2/74 1/ 3/74 1/ 4 /7 4 1/ 5 /7 4 1/ 6/74 1/ 7/74 1/ 8 /7 4 1/ 9 / 7 4 1/]0/74 1/11/74 1/12/74 1/13/74 1/14/74 1/15/74 1/16/74 1/17/74 1/18/74 1/19/74 1/20/74 1/21/74 1/22/74 1Z 2 3 / 7 4 1/24/74 1/ 2 S / 7 4 1/26/74 I / 2 7/74 1/28/74 1/29/74 1/30/74 1/31/74
21 22 2 4 2'+ 25 26 27 2M 29 30 31
38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0
2 / 1/74 2 / 2/74 2 / 3/74 2/ 4/74 2/ 5/74 2 / 6/74 2 / 7/74 2 / H/74 2 / 9/74 2/10/74 2/11/74 2/12/74 2/J 3/74 2/14/74 2/15/74 2/16/74 2/17/74 2/18/74 2/19/74 2/20/74 2/21/74 2/22/74
32 33 34 35 3h 37 38 39 40 41 42 4,i 44 45 46 4 7 48 4V 50 51 52 53
38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0
1 2 J 4 5 6 7 H 9 10 11 1a 13 14 15 16 17 18 19
20
*
T-P04
TOT - N
.020 * .021 .021 .022 .022 . 0 23 .023 .024 .024 . 0 24 .025 .026 .026 .026 .027 .028 .028 .028 .029 .030 .030 * .031 .033 .034 .035 .037 .038 .039 .041 .042 .04 3
.920 * • 91« .91b .913 .910 .906 .90b .903 .900 .898 .895 .893 .890 .88 7 .88b .88* . 88 u .878 . 8 75 .87^ .870 « .888 .9ob .923 .94] .958 .976 .994 1.011 1.029 1 .04 7
.045 .046 .047 .049 .050 .051 .053 .054 .055 .057 .058 .059 .061 .062 .063 .065 .066 .067 .069 .070 .069 .068
1.064 1 . 08c; 1.100 1.117 1 . 1 3b 1 . 153 1.170 1 • 1 88 1.206 1.223 1.24 1 1.25* 1.270 1.294 1 .3 k 1.329 1.34 7 1.36b 1.38d 1.400 * 1.389 1.37y
*
* actual curve point (ALL O T H E R V A L U E S ARE I N T E R P O L A T E D )
C0N5F I i g P UT - i j i j O L DATE
54 5b 56 57 5H
3/ i/74 3/ 2/74 3/ 3/74 3/ 4/74 3/ 5/74 3/ 6/74 3 / 7/74 3/ 8/74 3/ 9/74 3/10/74 3/11/74 3/12/74 3/13/74 3/14/74 3/15/74 3/16/74 3/ I 7/74 3/18/74 3/19/74 3/20/74 3/21/74 3/22/74 3/23/74 3/24/74 3/25/74 3/26/74 3/27/74 3/28/74 3/29/74 3/30/74 3/31/74
60 61 62
4 / 1/74 4 / 2/74 4 / 3/74 4/ 4/74 4 / 5/74 4/ 6/74 4 / 7/74 4 / 8/74 4 / 9/74 4/10/74 4/1 1/74 4/12/74 4/13/74 4 / 1 4 / 74 4/15/74 4/16/74
CL
DAY
P/23/74 2/24/74 2/25/74 2/26/74 2/27/74 74
59
6 .? 64 6 b 6 * 6 7 hH 69
70 7I 72 73 74 7b 7b 7/ 7H 79 80 81 82 83 84 8b
T-P04
TOT- N
38.0 38.0 38.0 38.0 38.0 38.0
.067 .066 .065 .064 .063 .062
1.36b 1 . 350 1.34 / 1.337 1 .326 1.31b
38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0
.061 .059 .058 .057 .056 .055 .054 .053 .052 .051 .050 .049 .048 .047 .047 .046 .045 .044 .043 .042 .042 .041 .040 .039 .038 .037 .037 .036 .035 .034 .033
1.30b 1 .29b 1.284 1.2/4 1.263 1.253 1 .24c
38.0 38.0 38.0 38.0 38.0
86 87 8M 89 90
38.0 38. 0 38.0 38.0
91 92 93 94 9b 9* 97 98 99 10 0
38.0 38.0 38. 0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38.0 38. 0 38.0
101 1 02 10 3 10 4 1 05 10 *
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*
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38. 38. 38. 38. 38. 38. 38. .38 . 38. 38. 38. 38. 38. 38. 38. 38. 38. 38. 38. 38. 38. 38.
7/ 1/74 7/ 2/74 7/ 3 /7 4 7/ 4 /7 4 7/ 5 / 7 4 7/ 6/74 7/ 7/74 7/ 8 / 7 4 7/ 9/74 7/10/74 7 /1 1 /74 7/12/74 7/13/74 7/14/74 7/15/74 7/16/74 7/17/74 7/18/74 7/19/74 7/20/74 7/21/74 7/22/74 7/23/74 7/24/74 7/25/74 7/26/74 7/2 7/74 7/28/74 7/29/74 7/30/74 7/31/74
182 183 1 H4 1 85
18 8 i M7
18 8 } 89 19 0 191 192 193 194 1 9S I 96 197 198 1 99
20 0 20 1 202 20.1 20 u 205 2 08 20 1 208 ' 209 2 10 21 1 did
CL
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0 0 0 0 0
.051 .052 .052 .053 .053 .054 .054 .055 .055 .056 .056 .057 .057 .058 .058 .059 .059 .060 .060 . 061 .061 . 06?
1.2 9 / 1 »29 1 1.284 1 .278 1 .27^ 1 . 2*S 1.259 1.252 I . 24o 1.239 1.233 1.22 / 1 -220 1 *214 1 .20 / 1.201 I . 19b 1 . J 8b I .18* 1 . 17b 1 .169 1 . 163
38 . 0 38. 0 38. 0 38. 0 38. 0 38. 0 38. 0 38. 0 38 . 0 38. 0 38. 0 38. 0 3 8 . I) 38. 0 38. 0 38. 0 38. 0 38. 0 38. 0 38. 0 38. 0 38. 0 38. 0 38. 0 38. 0 38. 0 38. 0 38. 0 38. 0 38. 0 3 8 . {)
.062 .063 .063 .064 .064 .065 .065 .066 .066 .067 .067 .068 .068 .069 .069 .070 .071 .072 .073 .074 .075 .075 .076 .077 .078 .079 .080 .081 *082 .083 .084
1 . 15b 1 . 150 1.143 1.13/ 1.131 1 . 124 1 .1 l b 1 . J 11 1 . 1 0b 1 .09b 1.09^ 1.08b 1 .079 1.073 1 • U6b l.ObO 1 .07tf 1 . 08b 1.0 9 / 1.110 1. 12c! I . 13b 1.14/ 1.159 1 . 172 1 - 184 1.19/ 1.209 1 .222 1.234 1. 2 4 b
0 0 0 0 0 0 0 0 0 0 0 0 0 0 y 0 0
«
« ACTUAL CURVE POINT (ALL O T H F W V A L U E S a r e I N T E R P O L A T E D )
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DATE
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* A C T U A L CURVf P O I N T (ALL O T H K P V A L U E S APE I N T E R P O L A T E D )
2.563 2 »5** 0 2.51 7 2.495 2.47^ 2.449 2.42 7 ? . 4 0<+ 2 . 381 2.359 2.33b 2.313 2.291 2 • 26b 2 . 24b 2.223 2.200 * 2 . 18b 2 . 1 71 2 . 156 2.141 2 . 12 7 2 . 1 12 2.097 2.083 2.06b 2.053 2 . 0 39 2.024 2.009 1.99b
f . MMSfTPV A T I OH
?1IPI IT - NOOK OATF
UA r
:
C
APFA
B
1
( S- 1 1 )
T-P04
TUT-h
1.980 * 1.980 1 .980 1 .980 1.980 1.980 1.980 1.980 1.980 1.980 1.980 1 .980 1.980 1.98 0 1.980 1.980 1 .980 1.980 1.980 1.980 1.980 I .980 1.980 1.980 1.980 1.980 1.980 1.4«u 1.980 1.980 1 . 9 8 0 <>
8 / 1/74 8 / 2/74 8 / 3/74 8 / 4/74 8 / 5/ 7<* 8 / 6/74 8 / 7/74 8 / 8/74 8 / 9/74 8/10/74 8/11/74 8 / 1 2 / 7<4 8/13/74 8/14/74 8/15/74 8/16/74 8/17/74 8/18/74 8/19/74 8/20/74 8/21/74 8/22/74 8/23/74 8/24/74 8/25/74 8/26/74 8/27/74 8/28/74 8/29/74 8/30/74 8/31/74
?1 3 21 + 215 216 ?1 7 ? 18 219 220 221 222 22 3 224 225 22m 22 7 22* 224 2 30 231 2 32 2 33 2 34 2 35 23M 2 37 ?38 2 39 24 0 241 24? ?4 3
1 30 130 1 30 130 1 30 130 130 130 130 130 1 30 130 130 1 30 130 130 130 130 130 130 130 130 130 1 30 130 130 1 30 130 130 130 130
(J 0 0 0 0 u 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
.016 .016 .016 .016 .01* .016 .016 .016 .016 .016 .016 .016 .016 .016 . 0 16 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 . 0 18
9 / 1/74 9 / 2/7^ 9/ 3/74 9 / 4/74 9/ 5/74 9 / 6/74 9 / 7/74 9/ 8/74 9 / 9/74 9/10/74 9/1 1/74 9/12/74 9/13/74 9/14/74 9/15/74 9/16/74 9/17/74 9/18/74 9 / 1 9/ 7<* 9/20/74 9/21/74 9/22/74
24** 245 246 24 7 248 24 9 250 251 ?52 253 25** 25b 256 25 7 258 259 260 261 262 263 ?64 265
130 130 130 131 131 131 131 1 32 1 32 132 1 33 133 133 133 1 34 134 134 135 1 35 135 1 35 135
3 6 8 1 4 7 9 2 5 8 1 3
.020 .021 .023 .025 .027 . 029 .030 .032 .034 .036 .037 .039 .041 .043 .045 .046 .048 .050 .050 .050 .050 .050
(A|J.
6
9 2 4 7 0 0 0 0 0
* ACTUAL CURVE POINT v a l u e s APE T N T E P P O L
othfp
a
*
2.02d 2.063 2.10b 2.147 2 . 188 2.23o 2.27? 2.313 2.35b 2.39 7 2.43b 2.480 2.522 2.563 2.605 2.64 7 •a
Tp n )
2.688 2.730 2.730 2 . 730 2.730 2.730
*
r
u j n s *- w v f l i i nw a we A 3 r ' l PHT- MOl j E : ' (5-11)
OA 1F. 9 / 2 3 / 7* 9/24/74 9/25/74 9/26/74 9/27/74 9/2H/74 > / 2 4 / 7<4 9/30/74 10/ 1/74 10/ 2/74 10/ 3/74 10/ 4/74 10/ 5/74 10/ 6/74 10/ 7/74 10/ 8/74 10/ 9/74 10/10/74
io/i i nu 10/12/74 10/13/74 10/14/74 10/15/74 10/)6/74 10/17/74 10/18/74 10/19/74 10/20/74 10/21/74 1 0 / 2 £ / /<♦ 10/23/74 ] 0/24/74 1 0/25/74 1 0/26/74 10/27/74 10/28/74 10 / 2 9 / 7 4 10/30/74 10/31/7" 11/ 1/74 1 1 / 2 / 74 11/ 3/74 11/ 4 / 7 4 11/ 5/74 11/ 6 /7 4 11/ 7/74 11/ 8/74 11/ 9/74 11/10/74 11/11 /7 4 11/12/74 11/13/74 1 1 / 1 4 / 7 4
OA Y
CL
266 267 26>< 269 2 70 27 1 ? 72 27J 2 7u 2 75 27m 27 7 2 7H 2 74 ?H0 28 1 28? 2*3 2Ha 285 2 hm 2H 7 2H8 2H9 290 24 1
T-P04
TOT- N
135.0 135.0 135.0 135.0 13 5 . 0 135.0 13 5 . 0 13 5 . 0
.050 .050 .050 .050 .050 .050 .050 .050
2.730 2.730 2.730 2.730 2 . 730 2.730 2.730 2.730
135.0 135.0 135.0 1 35.0 135.0 135.0 1 35. 0 135.0 135.0 135.0 135.0 13 5 . 0 135.0 135.0 135.0 13 5 . 0 1 35.0 13 5 . P 135.0 135.0 13 5 . 0 13 5 . 0 135.0 135.0 1 35.0 135.0 135.0 13 5 .0 135.0 135.0 135.0
.050 .050 .050 .050 .050 .050 .050 .050 .050 .050 .050 .050 .050 .050 .050 .050 .050 .050 .050 .050 .050 .050 .050 .050 .050 .050 .050 .050 .050 .050 .050
2.730 2 . 730 2.730 2 . 7 30 2 . 730 2 . 730 2 . 730 2.730 2.730 2.730 2 .730 2.730 2.730 2.730 2.730 2.730 2.730 2.730 2.730 2 . 730 2.730 2.730 2 . 730 2.730 2.73U 2.730 2.73U 2.730 2 . 73u 2.730 2.73o
30 7
13 5 . 0 I 35.0 I 35.0
10 8
1 3 5 . 0
.050 .050 .050 .050 .050 .050 .050 .050 .050 .05 0 .050 .050 .050 . 050
2.730 2.730 2 . 730 2 . 73u 2 . 730 2 . 730 2 . 7 30 2 . 7 30 2 . 730 2 . 730 2.73 0 2 . 7 30 2 . 7 .3u 2 . 7 30
2 4 2
24 3 244 29 M 297 24r< ? 49
100 4U 1
*02 10 3 Ml 4
30 b 30M
104 n o
31 I 312 3 13 3 1 «* J 15 3 1M 3 1
1
3 1M
13 b . 0 J35.0 13 b . 0 13 5 . 0 135.0 135.0 1 35.0 13 5 . 0 13 5 . 0 135.0
» A C T U A L C U P VF P O I N T (ALL 0 7 H E P V A L U E S APE I N T E R P O L A T E D
K V « » I U'N « w t « J ! i I P ( •I - M o l ’ h : 8 Q 1 ( 3 1 ) * 0 22 ((331D) ** Q 3 ( l3 1l)) * Q 44 ( 331D )** 0*5 O S (C33 1 )> ** 0 6 ( 3 1 ) .* 0 7 ( 3 1 ) Q 8 ( 31 ) * Q0 *9 9 ((3311)) ** D E P t H SS((;?? 0 ) *. R AA I NN ( 92 0 ))•• A R EE AA ( 2 0 ))** Q I N ( 2 0 ) 0 X (3 1 ) * S A v C Q N ( 2 0 ) , D F I T t ( 3 ) * N O R A I N ( 2 ) R C O N (3) NSKIP(20), TS K I P 1(9)* ISKIP2(9), t SKIP3(9)
R E A P IN C O N S E R V A T I O N A R E A S READ (60*1) NCA* LOOP* N O R A I m WRIte (6i,p NCA* LOOP* N O R A I n F O R M A T ( 1 8 X * A 2 , X , 1 2 * X * 2A/+) NUP = 1 I N I T
=
i
d n
»<>«
RFAO CALL CALL
o r>
NL, be N G E T ( M C A , 1 , 1 ) LN8D = NLINKS(NL)
w*#
R F A O IN P A R A M E T E R NjODFS R F A O (60,2) ISKIP, N S K I P W R I T E (61.2) ISKIP, NSKIP
o d
no
2
IN O A T E S O F R p P O R T READ (lDATpS.l ,20,NER) PRINT (I D A t E S , 1 * 2 0 , N E R )
format
<2113)
PREPARE DATES CALL TIME ***
RFAO
IN
LINK
F
q
R
DATA
PRINT
FORMAT
(LENGTH,
BE^IN-JUNCTION,
FND-JUNCTION)
m s f o p t
R
a n
( 4 . 3 )
/
m s o s
0 ? / 2 8 / 7 7
5 . 1
HAG
RFAO ( 1 ) L I N K S WRI TE < 6 l * 3 > L I N K S ** FORMAT ( 6 X , 12)
1 1
REAH I N NUMBER oF READ ( 1 ) I N L E T S 1? FORMAT ( 1 3 X f I T )
rt rt
rt rt
00 TO I = I » L I N K S READ ( l ) L , L F N G T W ( L ) , L B E G ( L ) , L e N D ( L ) WRI TE ( M » 5 ) L« LENGTH ( L ) » L 9 e G ( L ) , L E N D ( L ) 5 FORMAT ( 5 X , I ? , 3 * , 3 1 5 ) 10 c o n t i n u e
rt rt
m
a ll
I NPUT
NODES FOR T H I S
AREA
DATA F I L E S
? 1 4 5 6 7 A
READ I N NEW CHEMI CAL PARAMETEo AND DECAY C O F F F I C I E N T READ ( 6 0 , 2 0 ) KN a ME, DECAY FORMAT ( ? A 4 » F 7 , 2 ) IF ( E O F C K F { 6 0 ) . E Q . 1) GO TO * 0 0
rt
20
REWTND REWTND REWTND REWTND RFWTND REWTND REWTND REWTND
INLFT
***
(K N A M E (1) , E O . ( K N A M E (1) . E Q . (KNAME(l) .EQ.
READ I N I N I T I A L • RF a D ( 9 ) CON 21 FORMAT ( 8 F 1 0 ■ 3 )
rt ~>
rt rt
IF IF IF
4HT-P0) NCHf M 4HCL )N C H f M 4 H T 0 T A ) NCH e M TOTAL
= 1 = ? = 3
CONCENTRATI ON CO N D I T I O N S
2?
MO = IMOB I Y R = I YRB DAY = 0 . MO1 = MO - 1 DO ? 2 I = 1 » MO I day = day + k d a y S(T ) CONTI NUE
27
READ i n RANGF. - L i MT t S FOR q u i c k A N A L Y S I S o f READ ( 6 0 , 2 7 ) (RGMTN(I), RGMAX(I), T = 1,4) FORMAT ( 8 F 1 0 . 4 )
rt rt rt dd
READ TN CHEMI CAL CONCENTRATION! CURVES FOR do * 0 N = 1 * I N L F T S
- 175
T
o RI NTOUT
I
NODES
TO DI SOLVEO
n
25
I F T - P O 4 OR T O T - N , CONVERT TOTAL CONCENTRATI ONS I F (NCHEM , N E , ?) T A L L DSOLV ( C O N , N C H E M , 1 ) WRI TE ( 6 1 . 2 5 ) (CO N(I), I a 1,?0) FORMAT ( / / / (10F13.S))
AT ALL
n LE-T-NODES
VALUE
MSFOPTRAN
30
(4.3)
/ M 5OS
READ ( 1 ) N O D E ( N ) , FORMAT ( 4 * t 2 1 3 ) MMPTS = N F T S ( N )
OP/28/77
5.1 NPTS(N)
C GO TO
(31,
32,
33,
34,
35,
36 ,
37,
38,
39),
N
c 31
RFAO ( 1 ) ( CHEMl ( 1 , 1 ) , CHEM1 (2 . I ) * I s 1 , NNP TS) CALL CONVERT ( C w E M i , N N P T S ) I F (NCHFM , N E . ?) CALL OSOLV ( CHEM 1 , NCHEm, 2 ) WPI TE ( 6 1 , 2 5 ) ( CH E M1 ( 2 , 1 ) * I = 1 , N N P T S ) GO TO 60 3 2 RFAO ( 1 ) ( C H E M 2 ( l * r ) * CHEM2 ( 2 , 1 ) * I = 1 * NN P t S) CALL CONVERT ( Ch EMP, NN PT S) I F (NCHFM . N E . ?) CALL OSOLV ( CHEM2 * NCHEM* 2 ) WPI TE ( 6 1 , 2 5 ) ( C H F M 2 ( 2 , I ) , I s 1 , NNP T S ) GO t o 6 n 3 3 RFAO ( 1 ) ( C H E M 3 ( 1 , t ) , CHEM3 (2 , I ) * I a 1 * NNPTS) CALL CONVERT ( C m E M! » N N P T S ) I F (NCHFM , N E . ?) CALL OSOLV ( C H E M 3 , N C H E M , 2 ) WRI TE ( 6 1 * 2 5 ) ( C H E M 3 (2 * I) , I = l.NNPTS) GO TO 6 0 3 4 RFAO ( 1 ) { CH E M4 ( 1 , 1 ) , CHEM4( 2 , I ) , I = 1 , NNPTS) C a L L CONVERT ( ChEM 4 , NNPTS> I F (NCHFM , ME. 2) CALL DSOLV ( C H E M 4 , N C H E M , 2 ) WRI TE ( 6 1 , 2 5 ) ( C H E M 4 ( 2 * I ) * I = 1 , NNPT S ) GO TO 60 3 5 REAP ( 1 ) ( CH E M5 ( 1 , 1 ) , CHEM5( 2 , I ) * I = 1 * NN P t S) CALL CONVERT ( C h E M ^ , N N P T S ) I F (NCHFM , N E . 2) CALL OSOLV ( CHE MS * NCHEM, 2 ) WRI TE ( 6 1 , 2 5 ) ( CHEM5 ( 2 * 1 ) * I = 1 * NN PT S ) GO TO 60 3 * RFAO ( 1 ) ( C H E M * ( l . T ) » CHEM6( 2 . I ) * I = 1 * NNPTS) CALL CONVERT ( C m E M * , N N P T S ) I F (NCHEM . N E . 2) CALL OSOLV ( CHE Mf , , N CHE M, 2 ) WRI TE ( 6 1 * 2 5 ) ( CHFM6 ( 2 * 1 ) * I = 1 * NNPT S) GO TO 6 n 3 7 PEAO ( 1 ) ( C H E M 7 ( 1 # D » CHEM7 ( 2 . I ) * I = 1 * NNPTS) CALL CONVERT ( CHEM7 * NNPTS) I F (NCHFM , N E • ?) CALL DSOLV ( CHE M7 , NCHEM, 2 > WPlTf (6 1*25) ( CH E M7 ( 2 * 1 ) * I = 1 , NNPTS) GO t o 6 fl 3 8 r FAD ( 1 ) ( C H E M R ( 1 , t ) , CHEM8( 2 . 1 ) , I * 1 , NNPTS) CALL CONVERT ( CHEMp * NNPTS) I F (NCHFM . N E , 3) CALL DSOLV ( CHEMf l * NCHEM* 2) WRI TE ( 6 1 , 2 5 ) ( C H F m B ( ? , I ) , I = 1 * NN PT S ) GO T 0 6 r> 3 0 RE AO ( 1 ) ( C H E M P ( 1 , j ) , CHF.M9(2 . 1 ) , I = 1 * NN P T S ) CALL CONVERT ( Ch E MQ, NNP TS) I F (NCHFM . N E . 3>) CALL OSOLV ( C H E M q , N C H E M , 2 ) WRI TE ( 6 1 * 2 5 ) ( C H F M 9 ( 2 * I ) » I = 1 * NNPTS) C 40 60 r c
FORMAT ( 8 F 1 0 • 4 ) CONTI NUE
<><># RFAO RFAO
TN AREAS F q W ALL NODES (4) (AREA( I ) , I s 1 , 2 0 )
- 176 -
H AGE
MSFORjRAN
U.3)
/ MSOS 5.]
DO 7 0 I = 1 , 2 0 Apt A ( I ) s AKEA(x) SA VrOM (D = 0.0 QTN ( I J s 0 . 0 7 o CONTI NUE
#
02/28/77
l o #w6
C C ■»*# STAPT NEW PAGE FOP EACH MONTH 90 CALL HEAONG K * 1 C CRFAD I N L E T - N O D E DI SCHARGES FQ r ENTTRE MONTH RFAD ( 2 ) NDAY, I NODES DO 1 0 0 I a I f I NODES RFAn (?) NNODE GO TO ( 9 1 . 9 2 , q 3 , 94» 9 S , 9 6 , 9 7 , 9 8 , 9 9 ) , I C 91 READ ( 2 ) ( 0 1 ( N ) , N = 1 * NOA Y ) N O DF ( 1 ) a NNODE GO TO 100 9 ? R e a d ( 2 ) ( Q 2 ( N ) , N = 1 * NDAY) NO O F ( ? ) a NNOOF GO TO l n o 9 3 I F ( NL . E Q , 2) GO TO 91 READ ( ? ) ( Q 3 ( N ) , N ■ 1, , ND A Y ) NODF ( 3 ) = NNOOE GO TO l o O 94 RFAD ( 2 ) ( Q 4 ( N ) , N a I , NDAY) NODF( 4 ) a NNODE GO TO l n o 9 5 READ ( 2 ) ( Q b ( N ) , N a i , N D A Y ) N O D F ( ^ ) = NNODE GO TO I nO 9 * REAn ( 2 ) ( Q6 ( N ) , N a 1 , NDAY) NODF- ( 6 ) a NNODE GO TO 100 97 Read ( 2 ) ( 0 7 ( N ) , n a i , n d a y ) NOOF (7) a NNODE GO TO l o o 9R READ ( 2 ) ( 0 8 ( N ) , N a 1 , NDAY) NOOF( R) a NNODE GO TO 100 99 READ ( 2 ) ( Q9 ( N ) , N a ] , NDAY) NOOF( P) a NNODE 100 CONTI NUE C C READ I N E X I T - N O n E DI SCHARGE FoR E N T I R E MONTH I F f NL . N E . 1) READ ( 6 ) ( Q X ( I ) * I a 1 , NDAY) 61 FORMAT < 1 4 X i l 0 F 6 . 0 , / 1 4 X , 1 0 F * . 0 » / 1 4 X » 1 1 F « , , 0 ) C c CALCULATE a n ew DATLY CONCENTRATI ON FOR EACH NODE DO 7 0 0 I a I . n o a Y K a K ♦ 1 DAY a DAY ♦ 1 C c read i n d a i l y r a i n f a l l for a l i nodes read (3) (RAIN(N), N a 1,20)
-177 -
hage
m
(4.3)
S F Q R T R A N
rift
or»
o n
C »»»
0?/28/77
/ M s O S 5.T
PAGF
RFAO I N D & I L v DFPTHS FOR ALL NODES RF AH ( 4 ) ( Df cPTHS{ N ) , N a 1 , 2 0 ) RFAn RF An
I N D A I L Y V E L O C I T I E S FOR (5) ( V t L ( L ) , L = 1 , LNRR)
aLL
LINKS
RFAD REAn
I N D A I L Y DI SCHARGES FOR (5) ( O ( L ) , L a 1 * LNBR)
a LL
LINKS
INLET
NODE
o
I NTFRPOL AT E I NPUT CURVES TO 0>f T D A I L Y CONCENTRATI ONS AT DO 115 J s 1 . I N L E T S 1 0 6 , 1 OT» I n f l * 1 0 9 ) , j GO TO ( 1 0 1 , 1 0 2 , l f t 3 , 1 0 4 , 1 0 * 101
10?
103
1 04
10*5
10A
10 7
10R
(CHFMl,DAY»NPTS( J)
VALUE)
(CHEM?,DAY,NPTS( J)
VALUE)
< chfm 3,day»npts(J).valuE )
( CHEM4, D A Y »N P T S ( J ) ♦ V A L U E )
( CHf Mr , 0 AY , NPT S ( J ) , VALUE )
( CHFMf t , D A Y , N P T S ( J ) , V A L U E )
( CHEM7, DAY , NPTS { J ) , V ALUF.)
( CHf MR, D A Y , N P T S ( J ) , V A L U E )
(CHpMg , DA Y . NPTS ( J ) , VALUE )
r»
100
CALL I NTERP QVA|_ = O l d ) GO T 0 110 CALL I NTERP OVAL = 0 2 ( 1 ) GO t o 110 c a ll tntE rp OVAL - 0 3 ( 1 ) GO TO n o CALI. I NTERP OVAL = 0 4 ( 1 ) GO T 0 H O CALL I NTERP OVAL a 0 5 ( 1 ) GO TO H O CALL I NTERP OVAL a 0 6 ( 1 ) GO TO 1 \ 0 CALL I NTERP OVAL = 0 7 ( I ) GO TO H O CALL I NTERP OVAL = o f l ( I ) GO T-0 1 10 CALI. I NTERP QVAL = 0 9 ( 1 )
o r>
1 1 o NN a N O n E ( J ) SAVCON(MN) a V A| UE QTN f NN) s QVAL 1 15 CONTI NUE ###
C C 114
IF IF IF IF IF
NOT C A - 1 » GET TNLET- NODE DI SCHARGE FROM PREVI OUS APEA (NL . E Q . 1) GO TO 114 (NL . E Q . ?) Q I N ( 1 4 ) = Q I N ( i 7 ) =Q I N ( 1 8 ) - Q X(I>/3 ( NL . E Q . 3) Q I N ( 8 ) = Q X ( I ) (NL . E Q . 3 .AND. QX( I ) .GE.1 5 0 0 . ) 0 I N ( 8 ) = Q I N ( 9 ) a QX r>
IF (LREG(L) IF (LENrKL) GO TO 160
120
. E Q . N) . E Q . N)
GO TO 1 20 GO TO 130
I F L I N K V E L OCI T Y FOR R E GI N- NO n E I F ( V E L ( L ) . G E . 0 . ) GO TO 1 60 NUR = L F N D ( L )
IS
POSITIVE.
SKIP
CALCULATI ONS
r> o
INIT a L 5 EG(L) GO TO 140 IS
on
IF L I N K V E L O C I T Y F q r E N D - N O D E I F ( V E L ( L ) . L E . 0 .) G O T O 1 6 0 NUP a LREG(L) INIT = LEND(L)
C A L C U L A T E C O N C E N T R A T I O N G R A D I c NT GRAD = C O M I N I T ) - C O N (N U P )
on
130
C A L C U L A T E CHANGE OF C O N C E N T R A T I O N AQ a A B S F ( Q ( L ) ) AVEL = A R S F(VEL(L) )
NEGATIVE.
ACROSS
PER
<;KlP
LINK
day
or*
F L I M I T = AVEL / L F N G T H ( L ) * FijOGE IF (FLIMIT .GT. l , n ) FLIMIT = 1.0 DFLTAC a - ( «Q # GRAD * F L I M I t ) ACCUMULATE DELTAC AND 0 FOR A l.L CONNECTI NG | I NKS TOTDEL = TOTDEL ♦ DELTAC
o r>
TnTo
no
16n
a
ToTq
*
END OF OO- LOOP FOR L I N K S CONTI NUE CALCULATE N t w I F (TOTQ , E O . DK = DECAY
17?
AO
CONCENTRATI ON FOR T H I S 0 . 0 ) GO TO 170
DO 172 KK a 1 . I S K I P IF (N . N E . N S K I P ( K K ) ) G O T O DK a DK / 2 IF (M O . G E . 6 , A N n . M O . L E , CONTinUf
NODE
172 1 i ) DK
- 179 -
=
0.0
CALCULATIONS
m
SFORTRAN
173
o n
170
###
/ WSOS
02/20/77
5.1
PAGE
00 173 J J a 1 , 9 I F (N . N E * I S K I P K j J ) ) GU TO ] 73 DK = DK / ? I F (MO . G E . 6 . A N D , MO . L E . 1 \ ) DK * 0 . 0 CONT i n U f XTOT « T O T D E L / T n T O - OK/ LOOP » CON( N) XCOM( N) ■ CON( N) ♦ XTOT HP N O D E < N , I H H ) = XCON(N) XTOT s 0 . 0 TOTO - 0 . 0 TOTnEL = 0 . 0 I F ( I HR . L T . LOnP) GO TO 1R0 I S T H I S VALUE WTT h t N ONE OF OuRD E S I RA B L E R a NGES DO 1 7 5 M r 1 , 4 I F f X COISI { N ) . G F , R n M I N ( M ) . A N n . XCON(N) . L E . RGM AX ( M) ) CONT I NU f GO TO I RO
178
KFEP TRACK OF T h e NUMBER OF D a YSf a l l i n g MnAYS(M.N) = MpAYS(M,N) ♦ 1 MTD AYS ( M, IM) = MT D A Y S ( M, N ) ♦ 1
**« 180
END OF nO- L OUP CONTI NUE
18]
DO 1 8 5 M * 1 . 2 0 CON( M) s XCON(M) X r OM( M) a 0 . 0 CONTI NUF CDNTI NUF I F (MO . E G , I ) WRI TE ( 6 1 . 8 0 0 ) EnRMAT ( I X , 2 OFf , . 1 )
w ithin
thfse
GO TO 178
ranges
FOR NODES
o
r> o
o r»
175
(4 .3)
18* 190
or>
800
average
on
CALL
18*
C
hourly
AVnOOT
concentrations
( ( HRNODE( N »M) ,
N *l,2 n ),
Msl,LOOP)
FOR FACH NODE
( XCON, LOOP)
NE w METHOD f o r CAL CUL ATI NG F I m a L D A I L Y DO 1 8 7 N = 1,20 DO 1 8 6 M = 1 , ISKIP I F (N . F Q . N S K I P ( M ) ) GO TO 187 CONTI NUE RAIMI » R A I N ( N) I F (NORA I N ( 1 ) , F Q . 4HN0RA) RA j N I s 0 , 0 D F P T l = DEPT h S ( n ) ♦ D F I T T ( N L ) Q A H T A = Q I N ( N ) » R f 4 0 0 * 12 / A R E A (N)
CONCENTRATI ON
I F TNLET NODES. SET R A I N F A L L 3 0 DO 188 m = 1.9 IF ( NL . E G . 1 . A N D . N . E Q . I S k I P 1 ( M) I R A I N I a 0 . 0 IF ( NL .EQ.2 .AND. N .EQ. I S k I P 2 ( M ) ) RAINI s 0 .0 IF ( NL . E G . 3 .AND. N .EQ. I S « I P 3 ( M ) ) RAINI 3 0 .0 18R CONTI NUF I F ( R A l M l . L E . O . . A N D . D E P T I . L f . O . . A N D . Q A R F A . L E . O . ) GO TO 187 I F ( D E P T I . L E . o . . A N n . QAREA . L E . 0 . ) GO To 1 8 7 X r O M( N ) = ( RCON?N C H E M ) « R A I N I ♦ XCON( N ) * Q E P T j ♦ S A V C O N ( N ) * Q A R £ A )
- 180 -
MSFOQTRAN
( A . 3)
y 187 C c
/
/ MSOS
(RAINI
PAGF
0P/2S/77
5.1
♦ DEPTI
♦ O A r EA)
CONTINUE p p i m t
T0
OUT RESULTS FOR ONE DAY (191, 19?, 193). N C H E M
n
r»
GO ### 191
o o
1 q e>
« « «
o o
19? 19*
FORMAT FOR PHOSPHATES (F6.3> W R I T E ( 6 1 . 1 9 5 ) M O . I, I Y R , X C o N FORMAT (X, 1 2 , 1 H / * T 2 * 1 H / * I 2 * * X * GO TO 199
F O R M A T F O R C H L O R I D E S (F 6 • 1 ) W R I T E ( 6 1 , 1 9 6 ) M O , I, I Y R , X C n N F O R M A T ( X , 1 2 , 1 H / , T ? . 1 H / , I ? , frX * ? 0 F 6 , 1 ) GO T q lqq f o r n j t r o g f n (F*.3) W R I T F ( 6 1 * 1 9 7 ) M O , I* I Y R , X C o N FORMAT (X, 1 2 , l H / , t 2 * 1 H / . 1 2 . * X , f o r m a t
o o
193 197
199
o n
* » «
204 205
206
rt rt
210
20F6.3)
E N D OF M O N T H L Y nO-|.OOP DO 198 M a 1,20 C o n < m ) = x c o n (M) XcON(M) a 0.0 Q I N fM ) a 0 . 0 SAVCON(M) a 0.0
1 9fl C O N T I N U E I F ( N L . L T . 3) W R I T E I F (K ,|_T. 1 0 ) O O T O C A L L S K I P (1H ,iCH) K = 0 200 CONTINUF
o r»
20F6.3)
(8) ?00
C O N (i )
PRINT WRITE
N U M B E R OF D A Y S T H A T F E L L W I T H I N D E S I R E D P A N G F S T H I S (61*204) FORMAT ( / X , 3 3 ( 4 H # # * * ) » 2 H « « . / ) W p IT E ( 6 1 * 2 0 5 ) F O R M A T (1 5 H N U M r e p O F D A Y S * / 1 5 H W I T H I N R A N G E S ) DO 210 M a 1*4 WPI TE ( 6 1 * 2 0 6 ) r G M T N ( M ) , R G M A y ( M ) , ( Mf) A Y S ( M . N ) , N a 1 , 2 0 ) F O R M A T (/ 5 H M I N ? * F 0 . 3 / 5 H m A X J * F 8 . 3 » X , 2 0 1 6 ) 00 ?10 M = 1*?0 MpAYS(M.N) = 0 CONTINUE GO IF MO IF IYR MO GO
O N T O N E X T M q N T h IF E N O - D A t E (IYR .EQ. I Y R E . A N D . MO . G f . a MO ♦ 1 ( MO . L E . 12) G O T o 90 a IYR ♦ 1 a 1 TO 9 o
PRINT TOTAL NUMREP 300 CALL HEADNG WDITE (61,301)
OF
DAYS
THa T
- 181 -
IS N O T R E A C w E D IMOE) GO TO 300
FELL
WITHIN
DESIRED
RANGES
M O N IH
MSfOb t RaN 301
310
C C *** 400
SAVE LAST REWIND 9 WRI TE ( 9 ) CALL FXTT END
07l?0
00016 I OOOO2 I
1*20)
C O ND I T I O NS
variables
CHEM1 CHEM2 CHEM3 CHEM4 CHEM5 CHEM6 CWEM7 CHEMB CWFM9 CON DAY DFLTAC OFPTHS DFPTI ofitt
04570 07124 07113 07116 07045 07156 0?0l3 0^050 0 7 0 76 07041 06771 o7oo? 07013 070*4 071 00 07142 07n?4 00704
R R R R I I I I I I I I I I T I T I
DUM
I NOnES ISK i P ISK y Pi ISKiP2 I 5 K y P3 I YR J JJ K KDA y S
07140 07046 0023? 00326 00136 0704? 07035 07030 07145 04761 07061 07067 05103 07070 07057 07075 07037 07034
I I I I I I I I I I I 1 I I I I I I
IDYf I OYP I HR
0001? oooo i 00004
I I I
FLIMIT FUQ g E GRAn I I CH IN It in lfts
LNBR LOOP M MOAYS MO MO 1 MTOAYS N NCHEM NDAY NER NL
0476( 0710! 0707' 07071 0 0662 0674; 0067: 0674! 0703J 0047J 0524: 0534: 0543' 0553! 0563 0573 0602 0612
TMN I MOB IMOE
0000 0 0 00 0000
KK L LBEG lend length lin ks
DK V A R I A r LES decay hrnode ioates
00005 I 0001 0 T 0 0 01 1 T
inyR
statfmfnt
1 2 3 5 10 12 15 20 21 22 25 27 30
FOR NEW I N I T I A L
N s
00
CON
avel
common
00023
PAGE
0?/28/77
DAYS CONCENTRATI ONS
AO AREA
R 06441 R 07l?2 R O HIO R 014?0 R 01730 R 02240 R 02550 R 03060 R 03370 R 03700 R 0421 0 R 004?2 R 07065 R 07130 R 06321 R 07151 R 06735 R 07136 R
R R
/ M SOS 5 . 1
FORMAT (ft h TOTAL.) WPI TE ( 6 1 , 2 0 5 ) DO 3 1 0 M = 1 , 4 WPI TE ( 6 1 • ? Q 6 ) R G M T N ( M ) , RGMAx ( M ) , ( MT DA YS( M, N ) * DO 3 1 0 N s 1 , 2 0 MT D A Y 5 ( m , N ) = 0 CONTI NUF WPI TE ( 6 1 * 2 0 4 ) I F ( I Y R , E Q , I y p E . A N D . MO , G e . I MOE) GO TO 15
program
01723
( a . 3}
ooooo 0 0 0 05 00007 00011 0754* 0 0 015 07563 OOnl ? 0002? r \ 7733 0 0 024 00030 0 0 03?
NUMBERS 10166 10247 10330 10411 10472 10553 10634 00034 60 1 07 14 61 0 0 0 3 6 70 1 0 7 6 0 <*0 1 0 7 7 0 91 1 1 0 3 2 33 34 35 36 37 38 39 40
93 94 95 96 97 90 99 100 101 1 0? 103 104 105
11076 11126 1115o 11173 11214 11236 11 2 6 o 11301 11464 11501 1151* 11533 1155o
107 108 109 110 114 115 1 16 117 120 130 140 160 1 70
11602 11617 11634 11650 11/41 11661 12007 12016 12100 12120 12137 12*11 12337
MSFORTRAN
(4.3)
/ MgOS
SUBROUTI NE t ) 50 L\ / C c C C
RoUTj NE VAL UES.
To
OI MFNS I ON
5.1
02/28/77
HAGE
f x KON* NCHEMt K)
CONV f p T T - P 0 4 ,
AND T o T - N
CONCENTRATI ONS TO O I S o LVEU
XKON< 1 0 0 )
c c
CONTROL-PARAMETERS FOR T1 * 1 12 = 20 13 * 1 I F fK . F Q . 1) RO TO 5 0
C c ***
CONTROL- PARAMETERS II ■ 2
FOR
I N I T I A L COND I T I ONS
I N L E T - m ODE CONCENTPATI ON
curves
I? = ion 13 = 2
c 5o
DO \ 00 I = U . I 2 . T 3 I F (NCHEM , E Q . 1) GO TO 60 I F ( X K O N ( I ) . G T . 1 . 4 4 . A N D . Xk O N ( I ) , L T . y X K O M ( I ) = Xk O N ( I ) * 2 . l 7 6 ( j - 3 . 1 5 9 7 GO TO 100
3 .
o)
C 60 X K O M ( I ) = XKON( T) 1 00 CONTI NUE
.3257
♦
»o02
c return
END
)
PROGRAM V A R I A B L E S
0000T
I
I
STATFMFNT 50
00000
I
II
I
12
numbers
o 0062
60
001 11
100
FORTRAN DI A G N O S T I C com piled 0 ERRORS EWIND.54
00002
lengths
of
dsolv
- p
RESULTS
00164
ROSSREF
- 183 -
0011*
FOR
c
00000
OSOLV
o
00000
000
WSFORTR&N
(4.3)
SUBROUTI NE C C C C
/ M SOS AVGOljT
5.1
0?/2R/77
HAQF
Of
( XCON* LOOP)
ROUTI NE TO ACCUMULATE ALL I NT E RVA L D I V I D E RY THE Ni j MqpP OF I NT E RVA L S
CONCENTRATI ONS FOR EACH NOUE AN
COMMON I Y R B , I M n R . I D Y H * I Y R E , I MOE* TOYE* X* I HR» I M N * NCA. K N A M E ( 2 ) , I D A T E S ( 5 > X*
H R N O D E (2 o *24)
v*
nECAY
t YRR*
I MOP.
I OYR
C DI MF NS I O N
XCON(?0)
r DO ? 0 I 3 DO 10 J = XCON( I ) = 10 CONT I NU f XCON(I) = 20 CONTI NUE
1*20 1 * LOOP XCON(I)
« HRNODE( I » J )
XCON( I )
/
LOOP
C RFTURN E nd PROGRAM V A R I A B L E S 00001
I
I
00003
I
00005 00010 00011
I I I
COMMON V A R I A B L E S 01723 00023 00016
rt R I
00002
I
DFCAY HPNOD f I dates I DYB
I OYF IDYr I HR
00012
I
0 00 01 00004
I I
I MN IMOB IMOE
S T A T F m En T NUMBERS 10
0004*
EXTFRNAL
20
00063
REFERENCES
SYSTFM EXTERNALS
only
FORTRAN DI A G N O S T I C COMPI LED LENGTHS OF AVGOUt 0 ERRORS
-
P
RESULTS 0012*
i
- 184 -
FOR C
01725
AVGOUT 0
00000
0000^ 0000<
oooo;
MSFOPTRAN
(4.3)
SUBROUTI NE C c
ROUTI NE
C
COMMON X* y* y,
/ MSOS 5.1
02/28/77
PAGE
(
HEAD n G
TO S K I P
TO NEW PAGE A t F I R S T
I YRB * I * o B , I D Y B , TYRE, I H R , I M N , MCA, KNAME( 2 ) * HRNODE( 2 0 * 2 4 ) OEC&Y
OF EACw MONTH AND P R I N T
I MOE* I D Y E * I0ATES(5)
I YRR *
I MOR.
TITLE
I DYR
r DATA
(IPAGE
■
0)
C I PAGE
s
I PAGE
*
1
C 10
WPI TE ( 6 1 * 1 0 ) KNAME, I MOR, I O v R * I YRR* I PAGF FORMAT ( 1 H1 , 1BH CHEM- PARAMET f R I , 2 A 4 , 3 l y , 1 3HWATER QUAL I TY y* 6H MODEL. 2 4 X * t 2 * 1 H / * I 2 , 1 H / , I 2 , 1 9 X , 5HPAGE * 13)
WRI TE ( 6 1 * 2 0 ) I H R * I MN* I MOB* I OY B * I YRH* I m OE* I D Y E * I Y R E f NCA X* OFCAY 20 FORMAT ( 6 5 X * 3HFOR, 3 5 X * I 2 * 1 h 1 « I 2 * / X* 1 2 , 1 H / , 1 2 * 1 H / * 12* 3H 1 2 * 1 H / , T 2 , 1 H / , 1 2 , 3 7 X , 18HC0NSERVATT0N AREA , A 2 , 51X X* 4HK = * F 3 . 2 * / ) X« WPI TE 25
format
WPI TE
WRI TE FORMAT
45
write format
1 *20) (14X, 2 0 (4X,12) * ) (61*45) ( 1K« 33( 4H
format
c
30
(61*25) ( I X , 3 3 ( 4 H * * # « ) * 2 H» « ) (61,30) ( 3 X , 4 H DA T E , RX * 20 ( 2 X , 4HNQDE)
/)
rfturn
END program
00120
I
variables
I
00114
I
I PAqE
00005 0U010 0 0 0 11
I I I
IDYf IDYr I HR
COMMON V A R I A B L E S 01723 00023 00016 00002
R R I I
DFCAY hpnodf io ates
I I I
NUMBERS 20
00000
EXTFRNAL
00031
25
30
0006*
REFERENCES
SYSTFM EXTERNALS ONLY FORTRAN D I A G N O S T I C COMPI LED ERRORS
0000 0000 0000
IMN IMO0 IMOE
I OYP
STATFMFNT 10
0001? 00 0 01 00004
LENGTHS OF HEADNG
-
P
RESULTS 0024?
EOR C
01725
HFADNG D
00000
00U73
MSFOPTRAN
(4.3)
SURBOUTTNE C c #** C
ROUTI NE
/ MSOS I NT E PP
5.1 (CHEM*DAY.NpTS*VALUE)
TO I NTERPOLATE
DI MENS I ON
PAGE (
0?/28/77
OAILY
VALUES FROM CHf M- CURV e S
CHEM( 2 • 5 f t )
C I F (DAY . G T . C H E M ( i , D ) VAL'»E = CHEM ( 2 » I ) Rf TUR n
GO TO IQ
c 10
I F (DAY , L T . C H E M ( 1 , N P T S ) ) VALUE 3 C H E M ( 2 . N P T S ) R f TUR n
2ft
DO 10 I s 2 » N P T s I F (DAY . L E . CHf M ( i , I ) )
3n
continue
40
XI Y\ X2 Y?
GO TO 20
c GO TO 40
c = a a e
CHFM(1*I-1) CH f M ( 2 * 1 * 1 ) CH FM (l,I) CHFM( 2 * 1 )
c VALUE s
Y1
♦
(Y?-Yl)
*
(DAY-Xj)
R
XI
/
(X2-X1)
C RETURN END VARIABLES
PROGRAM
00001
I
I
statfment
10
00004
00010
R
oooc
X2
numbers
00055
20
00070
FORTRAN DI A G N O S T I C COMPI LED LENGTHS OF ERRORS
I NTERP
-
P
30 RESULTS 0022*
t - 186 ^
0010 J
FOR C
00000
40
I NTERP 0
00000
00111
MSFORTRAN
(4*3)
SUBROUTI NE C C ***
ROUTI NE
/ MSOS CONVERT
5.1
0?/28/77
PAGE
( CHEM* NPTS)
TO CONVFRT J U L I A N
DATp
I NTO D A Y - O F - y EAR
C OI MFNS I ON
CHEM( 2 * 5 0 ) *
C c DATA
(KDAYS *
KDAYS( 1 ? )
J a N FEB MAR 31* ?8* 31*
APR MAY 30* 31*
U n JUL A'lG 30* 31* 3 l *
SEP OCT 30* 31*
j
NOV DEC 30* 31)
C DO ?0 I I mo = iny =
*
1 * NPTS Ch e w ( 1 * 1 ) Ch E M ( 1 , 1 )
/ t oo - TMO *
100
C NDAY = I DY IMO = IMO -
1
C DO 10
NpA
Y
J = =
1 * IMO NDaY ♦ K0AY<;(J)
10
CONTI NUE
20
CHEM(1 * i ) CONTINUf
C s
NDAY
C RFTURN ENO PROGRAM
00014 000?1
I I
va ria b le s
I I DY
STATFMFNT 10
OOOlfc
NU m RERS
0007?
EXTFPNAL
20
00105
REF f RENCES
SYSTr M EXTERNALS ONLY FORTRAN D I A G N O S T I C COMPI LED
LENGTHS OF CONVERT
-
P
RES i.jLTS 0014*
errors
- 187 -
FOR C
00000
CONVERT D
00000
I
IMO0
M S F O P T R A N
( 4 . 3 )
/
MSOS
5 . 1
PAGF
0 p / 2 8 / 7 7
subroutine
timf.
ROUTI NE
HHEP a HF DATES
C C
to
AND TI ME
FOR P R I N T - O U T
C COMMON t YRR ♦ I MOR, I D Y R . I Y R E . X* I H R * I M N , No A *KNAME( 2 ) , X* HRNODE(?0«?4 > X* DECAY
I MOE* IDYE* IDATES(5)
I YRR *
I MOR*
I DYR
C DI MENS I ON C C
KDATE( 5 ) .
K TI ME(5)
CALCULATE TI ME AND DATE OF T H r S CALL CDATE ( K D A T E , D CALL J T I M E ( KT I m E , i )
RIJN FOR THE T I T L E
C I MOP I DYR I VHR I HR IMN -
= = s *
NGET(KDATE*i *2) NGET(KDATE*3*4> NGET(KDAT E , 5 , 6 ) MGET(KTIME,1*2) NGET{KTIMF t 3 . 4 )
C C
SEPARATE r e g i n a n d e n d d a t e s I YRR S N G E T ( I D A t E S . 7 , 8 ) I MOn s N G E T ( I D A t E S . R * 10) I DYR = N G E T ( I D A T E S f 1 1 * 1 2 )
C I Y RF I MOF IDYF
= NGET( I D A T E S . 1 4 * 1 5 ) = NGET( I D A T E S , 1 6 . I 7 ) = NGET(IDAt E S .1 8 .1 9 )
C Re t u r n end
PROOPAM V A R l A B L E S 00000
I
KDATE
COMMON
00005
I
K T I mE
variables
0 1 7?3
R
DFCAY
00023 00016 00002
R I I
HRNODF I DAT ES I DYR
external
00005 00010 00011
I I I
IDYf IDYp I HR
IMN IMOB IMOE
references
CDATE
J T I mE FORTRAN D I A G N O S T I C
COMPI LED ERRORS
0001? I 00001 I 00004 I
LENGTHS OF TI ME
-
P
RESULTS 0015a
- 188 f
NGET FOR C
01725
T I ME D
00000
00 00 00
31 32
92
10024 101 OS
EXTFRNAL
11054
106
11565
172
REFFRENCES
FORTRAN DI A G N O S T I C
STATEMFNT NUMBERS 181 117 COMPI LED LENGTHS OF Q U A L I T *
HEADNG I NTEHP NGFT
DSOt V EO F r K F EXIt
AnsF AVGOUT CONVERT
RESULTS
FOP
QUALITY
IULL
40 -
30 P
13340
- 189 -
21 C
01725
0
12 00000
12260
EXHIBIT III
Illustrative Numerical Examples
- 190 -
NOTATIONS USED IN EXHIBIT III Q
Discharge in cfs
N
Number of incominq links i
V
Velocity in ft/sec
Cup
Initial concentration
of upstream node
C.
Initial concentration
at node j(mg/litre)
Length
Length of the link in ft.
«J
GRAD
=
' Cup> --------- L i H ^ h ---------
TOTQ
N = E i=l
At
Q. 1
N TOTDEL = E i=l
XTOT
(mg/litre),
GRAD
= Total change in concentration in a unit time step, (mg/litre) TOTDEL TOTQ
XCON
= Final concentration as a result of hydraulic transport, * C. + XTOT J
- 191 -
(mg/litre)
EXAMPLE # 1
CONSERVATION AREA:
CA-2A
DATE:
NODE # 15
Jan. 25, 1974
TIME PERIOD:
CHEMICAL PARAMETER:
1st 2 hours
CL
(174.9)
Conventional representation of a link *- Flow direction -- Channel link
Note:
Numbers in the brackets represent concentrations at a given node for a previous time step.
(81.8)
C. J (Node #)
Cup
23
148.2
174.8
19126
21.35740
.00952
24
148.2
148.2
27958
-196.24736
-.01919
-
Outgoing Link
25
148.2
148.2
26005
-14.89673
-.00659
-
Outgoing Link
26
148.2
148.2
20436
23.34822
.00722
-
Outgoing Link
31
148.2
176.0
16739
-17.80044
-.00970
-27.8
Incoming Link
34
148.2
174.9
13039
-82.74562
-.02063
-26.7
Incoming Link
LINKS
LENGTH
TOTDEL TOTQ XTOT XCON
Note:
Q
V
GRAD -26.6
REMARKS Incoming Link
= 29.2683674 = 121.90346 = .2400946 =
C- + XTOT = 148.2 + 0.24 = 148.44 tl
Only Incoming Links are considered in the computations for the reasons stated in the "assumption" section.
- 192 -
EXAMPLE # 2 I
CONSERVATION AREA:
CA-1
DATE:
NODE # 5
Jan. 8, 1974
TIME PERIOD:
CHEMICAL PARAMETER:
1st 2 hours
CL
^
Conventional representation of a link Flow direction
—
Channel
Note:
LINKS
(Node #)
LENGTH
Cup
link
Numbers in the brackets represent concentrations at a given node for a previous time step.
Q
V
GRAD
10
-
-
27183
3.00738
-.00168
-
11
-
-
23545
14.99045
-.00262
-
31221
5.64755
-.00703
12 13
22.6 -
239.1 -
19623
-113.41767
.01052
-216.50 -
22.6
250.2
26658
110.95354
.00499
-227.60
17
22.6
29.4
25270
-40.87087
-.00286
-6.80
20
22.6
22.8
26702
-9.58686
-.00218
C \J • 1
TOTDEL TOTQ XTOT XCON
=
36.2443152 = 167.05882 = .2169554 = 22.8169
- 193 -
O
15
EXAMPLE # 3
CONSERVATION AREA:
CA-2A
DATE:
NODE # 2
Jan. 13, 1974
TIME PERIOD: 1st 2 hours
CHEMICAL PAR AMETER:CL (2270)
^
Conventional representation of a link
►- Flow direction -- Channel 1 ink
Note:
LINKS
cj
(Node #)
LENGTH
Cup
Q
Numbers in the brackets represent concentrations at a given node for a previous time step.
V
GRAD
1
154.0
154.0
9535
812.90212
.00384
0
3
154.0
154.0
22260
-59.01257
-.00251
0
12
-
-
25140
-344.01346
0
-
18
-
-
23424
-15.96152
0
-
21100
-87.61436
-.00456
23500
-149.93053
44 49
154.0 -
154.0 -
TOTDEL TOTQ XTOT
= = =
0.0 0.0 0.0
XCON
=
154.0
- 194 -
0
-
EXAMPLE #4
CONSERVATION AREA:
DATE*
CA-1
NODE # 14
Jan* 7, 1974
TIME PERIOD:
CHEMICAL PARAMETER:
1st 2 hours
CL
->
Conventional representation of a link Flow direction
(325
---
Channel link
Note:
LINKS 35 36
cj
(Node #) -
325.5
C up -
33.0
Numbers in the brackets represent concentrations at a given node for a previous time step.
LENGTH
Q
V
26951
0
0
30620
1.69304
.00028
GRAD
-
292.5
37
-
-
43293
0
0
-
39
-
-
24152
0
0
-
48
325.5
325.5
21450
-100.06011 -.03850
49
325.5
187.0
12210
-226.92740 -.09475
TOTDEL TOTQ XTOT XCON
= -1756.0659 = 228.62044 = -7.6811416 = 317.818
- 195 -
0 138.5
t! 5
EXAMPLE
CONSERVATION AREA:
CA-3A
DATE:
NODE # 4
Jan. 26, 1974
TIME PERIOD: 1 st 2 hours
CHEMICAL PARAMETER:
CL
Conventional representation of a link Flow direction - - Channel link
Note:
LINKS
C. J (Node #)
LENGTH
Cup
1
Numbers in the brackets represent concentrations at a given node for a previous time step.
Q
V
-2.11915
0
-
GRAD
4
-
-
55823
5
-
-
61225
0
0
-
6
-
-
40804
9.55580
0
-
46049
-.12680
-.00042
71000
-392.23118
0
46500
-336.95778
-.21995
12 45 46
132.8 -
132.8
156.0 -
156.0
TOTDEL TOTQ XTOT XCON
=
266.2363178 = 337.08458 = .7898205 = 133.589
- 196 -
-23.20 -
-23.20
