Meeting Agenda Meeting Date: 2-13-04; 9:00AM Meeting Location: Addison Attendees: Randy Stalnaker, DWU Mike Murphy, Addison Wayne Hunter, MWH Purpose of Meeting 7/Introduction to DWU
CWWCSA tasks associated with Addison and to facilitate coordination between Addison and MWH in gathering information Meeting Agenda Agenda Item 1. Introductions 2. CWWCSA Overview-Stalnaker,
Hunter 2a. Primary purpose of project, system interceptor analysis 2b. Interface with Addison 􀁌􀁯􀀮􀀮􀁍􀀯􀀧􀁉􀀡􀁾􀀠 0 Service area limits 0 Location of interceptors relating to ystem
0 Analysis of combined unmetered ststem flows 0 System issues with III, oil&grease, quality parameters 0 Review of standard contracts for service 3. Coordination of information-All 3a.
Service area limits 3b. Wastewater pipeline mapping 3c. Meters location 3d. Support for basis of flow determination 3e. System issues 3f. Prior studies 3g. Additional points of entry
since Feb 1984 3h. Customer provide number/classing of accounts 31. Customer provided winter month water data 3j. Customer provided wastewater master plan updates 3k. ReCiprocal agreements
for service 31. Outflows re ortin Time 5·Min 10 Min 40 Min 4. Identification of action items 5. Addison uestions and issues i i 
Meeting Agenda 16. Other issues 2 
..l :1 REPORT ON J J 1996 WATER DISTRIBUTION SYSTEM :J ] ! FINAL DRAFT 1 1 j Prep4red By iJ D SBlMEK, JACOBS & FINKLEA .J . CONSULTING ENGINEERS . DALLAS, TEXAS J 1 July, 1996 J 
g L' I ""''-'" 􀁾 􀁾If,IiJtR I..Ii£,.. PIP£: MMIER HI1 st1E -==:..-£XiST'ttt WfYER I..Ii£,.. I'F'£ fUllER NIl sar """" NOOE (f! EmJIIG t IlC. EJ.lV1Ji.D srm:E It,fS. 1 C £XliJIIG PUI.IP
SfAllOH ie€ l:ln """" """" F\illI1IEPUW S m;mc 􀁾 '«'4 (3 􀁆􀁬􀁉􀁬􀀱􀀮􀀮􀁉􀁒􀁅􀀺􀁾􀁗􀁕􀀧􀁅􀀠 PIl:ESSt.IRE COI/i'O,ITi fmflC Pf»: HCX.R DOWIlS[P.s.t) S!.IM;lOR PUMp SfA1lQtl WATER DISTRIBUTION
SYSTEM MASTER PLAN $H1M£t(. JACOBS <'II.: ANKlfA CONSUI.nNe £flGlH(LRS !\oI"n. f..", .-'......... a. ," 􀁾􀀠 a 0 [] a 0 r] '] ] ] J 􀁾􀁊􀀠 " ,] L J [] ] ] 
SHIMEK, JACOBS & FINKLEA CONSULTING ENGINEERS 8333 Douglas Avenue, #820 Dallas, Texas 75225-5816 Phone: (214)361-7900 Fax: (214)361-0204 ROSS L. JACOBS, P.E. RONALD V. CONWAY, P,E. JOHN
W. BIRKHOFF, P.E. lOE R. CARTER, P.E. GARY C. HENDRICKS, P.E. July 18, 1996 C. L. SHIMEK. P.E. l. C. FINKLEA, P.E. Mr. John Baumgartner, P.E. Director ofPublic Works Town of Addison
Post Office Box 144 Addison, Texas 75001-0144 Re: Water Distribution Analysis Report Dear Mr. Baumgartner: This report presents the results ofour study ofthe Addison Water Distribution
System and includes an improvement program. The analysis is based on land use assumptions and water demands at full development as now envisioned, The system is essentially built-out
and our task was to identify any weaknesses in the system. Overall the waterlines can supply the peak hour demands. The pump stations have pumps that make it difficult to meet varying
demands in the system and modifications are recommended. Ground storage is adequate, but a deficiency is present in elevated storage to meet peak hour demands This deficiency can be
overcome by pumpage, ground storage and emergency generation. In addition to improvements to Celestial Pump Station to meet varying demands and to makeup elevated storage, it is recommended
that the Surveyor Pump Station be shutdown or the pumps replaced to work in conjunction with the pumps at the Celestial Station. The Celestial Station has a dual supply from Dallas Water
Utilities. This dual supply is fud from the Dallas Water Utilities Elm Fork and East Side Water Treatment Plants. We are available to discuss any questions you may have with our fmdings
or recommendations, John W. Birkhoff, P.E. 
TOWN OF ADDISON, TEXAS 1996 WATER DISTRIBUTION SYSTEM REPORT TABLE OF CONTENTS Section Page No. General ...............................................................................................
........................................ 1 Definitions .................. .............................................................................................. ...................
1 Planning Area ... ........................................................................................................................... 2 Projected Water Use .................................
................................................................................... 2 Water Supply ....................................................................................................
........................... 4 Water Distribution System ...................................................................................... .................... 4 Pump Stations ...................
........................................................................................................... 5 Ground Storage Reservoir ................................. ..............................
.............................. .............. 6 Elevated Storage T auks ...... ................... ............. ................ ........................... .........................
..... 6 Water Distribution System Improvements Plan "A" .................................................................. 7 Water Distribution System Improvements Plan "B" ..........................
......................................... 8 Hydraulic Analysis ........... ............. .................................................................................... ..... .....
9 Computer Results 777 Service Area Input Data Maximum Hourly Demand Results Minimum Hourly Demand Results Water Distribution Map John W. Birkhoff 􀁾􀀮􀁦__􀁾􀁾􀁾􀁾 Texas P.E. No. 54137
Date: June 28. 1996 
1996 WATER DISTRIBUTION SYSTEM REPORT GENERAL This analysis and report covers the analysis of the existing water distribution system for the Town of Addison. Included is an improvement
plan for the system and an overall master plan map. The water distribution system is near buildout conditions and this study is to confIrm the adequacy of that system and to size future
improvements. DEFINITIONS The design ofthe water distribution system involves various rates ofwater use which are, generally, referred to as water demand. The four most significant rates
and a defmition of each are: 1) Average Daily Demand: This rate is generally expressed in gallons per capita per day (gpcd) or in million gallons per day (MGD). When referred to as gallons
per capita per day, it represents the average daily amount used per person during the entire year. When referred to as million gallons per day, it represents the average daily amount
used by the entire City over a period of one year. 2) Maximum Daily Demand: This is the total amount of water used during the day of hea)liest consumption in any given year and the minimum
rate which the high service pumps must be capable ofpumping. Water must be supplied to the pumps at this rate .. 3) Maximum Hourly Demand: This is the rate at which water is drawn from
the entire system during the hour of maximum consumption on the day of maximum demand. This rate is generally of a short duration and is most economically provided for by the use of
elevated storage in addition to water supplied to the system by pumps. The distribution system, including storage and pumping capacity, must be able to satisfy this demand. } 996 Water
Distribution System Report Page J 
Shimek. Jacohs & Finklea 4) Minimum Hourly Demand: TIris is the rate at which water is drawn from the distribution system during the hour of minimum demand on the day of maximum demand.
TIris demand rate is used in the water distribution analysis to determine the adequacies of the system to replenish elevated storage. PLANNING AREA The planning area for this report
includes the entire area within the current Town limits and includes approximately 4-112 square miles. The existing Addison Airport remains as an airport in this analysis. The following
is a breakdown of land uses utilized in this report: • High Density Single Family................................................................ 1,012 Lots • Low Density Single Family
...................................................................... 89 Acres • Apartments ...........................................................................................
253.8 Acres • Quorum Circle and Northern Undeveloped Areas ............................... 274.6 Acres • Tollway Corridor .............................................................................
.... 364.9 Acres • Midway Road Office/Conunercial .. ........................... ............................ 81.5 Acres • Conunercial Retail .........................................................
...................... 456.5 Acres • Industrial ...... ..... ......... ........... ...................... ...... ........................... ........... 566 Acres • SchoollRecreation
Centers ............................................ .......................... 126 Acres fROJECTED WATER USE Hourly data from the sununer of 1995 for pumpage and movement in elevated
storage was utilized to determine when the maximum hourly demand occurred and the peaking factor between the maximum daily demand and the maximum hourly demand. The graphical representation
for the peak day in 1995 is shown on Figures 1,2 and 3. In addition, billing records were reviewed for August, 1995 for domestic and irrigation usage. Representative usage were formulated
for various land uses and applied globally to that land use. Based on studies completed from records of 1980, the representative usage were adjusted to simulate a sununer demand similar
to the sununer of 1980. The year 1980 was selected because demand far exceeded any that had been experienced in the past, largely because of the extremely hot sununer weather. In fact,
there were approximately 60 consecutive days in which the temperature equaled or exceeded 100° F. 1996 Water Distribution System Report Page 2 
---------------------------------------􀁾􀁾􀁾􀁾􀁾􀁾􀁾􀁾􀁾􀁾􀁾􀀭􀀭􀁾􀁾􀀠 iTOWN OF ADDISON 1 MG ELEVATED STORAGE HOURLY LEVELS Tuesday Aug. 29, 1995 50 ....... !E. 40 􀁾􀀠 J: W 30 􀁾􀀠
􀁾􀀠 C 20 W !;( fij u:l 10 o -􀁾􀀠 \ \ ----! 􀁾􀁾􀁾􀁾􀁾􀁾􀁾􀀠 􀁾􀁾􀁾􀁾􀀭􀀭􀀭􀀬􀀭􀀭􀀭􀀭􀀭􀀭 􀁾􀁾􀁾􀁾􀀠 r 􀁾􀀠 􀁾􀀠 􀁾􀀠 􀁾􀀠 􀁾􀀠 􀁾􀁾􀁾􀁾􀀭􀀭 􀀭􀁾􀁾􀁾􀁾􀁾􀀠 /􀁾􀀠 /1\ V \ /\ /\ /V \
1\ 1\ /\ \ V V \ /\ \ /"" I \ 􀁾􀀠􀁾􀀠􀁾􀀠􀁾􀀠 ______ L______ 􀁾􀀠􀁾􀀠􀁾􀀠􀁾􀀠 􀁾􀀠􀁾􀀠􀁾􀀠 􀁾􀀠-----------􀀭􀁾􀀠􀁾􀀠􀁾􀀠􀁾􀀠􀁾􀀠 ,-/II 00:00 02:00 04:00 06:00 08:00 10:00 12:00 14:00
16:00 18:00 20:00 22:00 01:00 03:00 05:00 07:00 09:00 11:00 13:00 15:00 17:00 19:00 21:00 23:00 TIME (hr) -1 MG Elevated Storage Tank Levels -40 ft Head Range 􀁩􀁓􀁈􀁉􀁍􀁅􀁉􀀼􀀬􀁮􀁪􀁁􀁃􀁯􀁂􀁓􀀦􀁾􀁆􀁉
􀁎􀁋􀁃􀁅􀁁􀁬􀀠 i Figure 2 
DATE 01:00 02:00 03:00 04:00 05:00 06:00 07:00 08;00 09:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 458,333,3 441,6E1S.7 437,500.0 429,166,7 416,666,7
0,0 0.0 0,0 0.0 0.0 0,0 475,000,0 450,000,0 425,000,0 Net System Demand 390,581.8 494,601,0 474,383.3 480,lS7A 366,878.8 268,663.7 480,867.7 102,722,2 (54,571, 01:00 02:00 03:00 04:00
05:00 06:00 07:00 08:00 09:00 10;00 11:00 12:00 13:00 14,00 15:00 16:00 17:00 16:00 19;00 20:00 21:00 22:00 01:00 02:00 03:00 04:00 05:00 08:00 07:00 08:00 09:00 10:00 11:00 12:00 13:00
14:00 15:00 16:00 17:00 16:00 19:00 20:00 21:00 22:00 (1 429,166.7 : 416,6G6,7 664,166,7 229,186.7 225,000.0 220,8:;3.3 216,666.7 470,833,3 0.0: 0,0 0.0 0.0 0.0 0.0 218,283,8 0,0 0.0
0.0 304,955.5 163,712.5 0.0 0.0 134,822.2 202,233.3 176,553,5 186,922,5 i 0.0; 272,214,2 433,357,5 699,087,3 345,981.3 427,530,0 331,566.0 300,764.7 208,012.7 564,285.4 447,450.5 221,789.9
207,992.9 216,686,7 775.786.8 601.212.5 104,951.2 71,894.0 134,822.2 202,233.3 176,553.5 633,589.2 114,241.2 860,230.2 387,008.2 458,949.5 418,518,2 362.031.3 353,898.0 528,360.8 473,447.5
273,150,5 236,883,6 232,716.7 224,383.3 : ;. 224.383.8 208.653.5 205,444.0, 602,445.3 105,227.3 116,494.5 609.269.1 240.754.5 243,964.0 437,500,0 416.666.7 0.0 0.0 Figure 3 
Shimek. Jacobs & Finklea The following demands are utilized in this report: Low 1.8 500 I 6,000 Circle & Northern Areas 5,000 10,000 Corridor 7 Road Office/Commercial Commercial Retail
3 4,500 Industrial 3,000 4,500 SchoolslRecreation Centers gpcd = gallons per capital per day gpad = gallons per acre per day The calculated demands for various land uses results in the
following overall system demands: 1.13 2.27 0.26 0.51 0.76 1.52 Areas 1.37 2.75 2.55 3.83 Road Office/Commercial 0.24 0.37 Commercial Retail 1.37 2.05 Industrial 1.70 2.55 SchoolslRecreation
Centers 0.36 0.57 9.74 16.42 i' J996 Water Distributian System Report Page 3 i 
Shimek. Jacobs & Finklea WATER SUPPLY All treated water consumed in Addison is supplied by Dallas Water Utilities (DWU) at two delivery points within the Addison system. DWU's overall
supply scheme includes an 84-inch transmission line between their Elm Fork Water Treatment Plant near LH.-35 and Sandy Lake Road, and their East Side Water Plant near Forney, Texas.
This 84-inch line feeds their Jim Miller and Beltwood Pump Stations. The Beltwood Pump Station is also feed through a 60-inch transmission line from the Elm Fork Plant. A schematic ofthis
flow scheme is shown in Figure 4. The Town's Surveyor Pump Station feeds from the 6()...inch transmission line through a 12-inch line and a meter rated at 4 MGD. The 60-inch line is
a one-way feed fro!p. the DWU Elm Fork Plant to the Beltwood Pump Station. The Town's Celestial Pump Station has a dual feed from DWU. The primary feed is from the 84-inch transmission
line through a 36-inch line and a meter rated at 20 MGD. The 84-inch line is a two way line so it can can be feed from either the DWU Elm Fork or East Side Water Treatment Plant. A second
feed to Celestial is from the DWU transmission line between their Beltwood Pump Station and their Abrams Road Pump Station. This transmission line is feed from the Elm Fork Plant. DWU
has secondary power sources at the treatment plants and at the Beltwood and Jim Miller Pump Stations. This dual feed being feed from two water treatment plants appear to be highly reliable.
Further, the Town has four emergency meter locations from DWU. These meters are for emergency use and most likely can provide adequate pressure for a majority of the Town. Areas in far
north Addison may experience poor pressure if allowed to float on DWU pressure. These meters are located at the following locations: Location Emergency Meter Connection Size (Inches)
Westgrove and Tollway........................................................... 6" Beltline Road and Addison Road ...H........n ................H.UH...... 8" Beltline Road and Tollway...............
..................................... 10" Celestial Pump Station .......................................................... 10" 1996 Water Distribution System Report Page 4 
----" Figure 4 " 84" puA. DALLAS WATER UTILITY EMERGENCY METERS 6" WESTGROVE & TOLLWAY 8" BELTLINE & ADDISON RD. 10· BELTLINE & TOLLWAY 10· CELESTIAL PUMP STATION 24"136" 36" aOH 􀁩􀀺􀁘􀀻􀀻􀁾􀀧􀀧􀀧􀀻
􀀧􀀻􀀧􀀧􀀻􀁑􀁦􀁦􀁩􀀧􀀧􀀧􀀧􀀻􀀺􀀧􀁔􀁉􀀭􀀻􀀧􀁨􀁨􀁬􀀰􀀱􀁦􀁫􀀧􀀷􀂷􀁴􀀺􀁴􀀧􀀧􀀺􀀧􀀺􀁾􀀧􀀧􀀧􀀧􀁍􀂫􀁦􀀦􀁴􀀻􀀻􀁴􀀻􀀻􀀡􀁦􀀻􀁲􀀿􀀡􀀻􀀺􀀻􀀠􀁾􀀻􀀡􀀻􀀻􀀺􀀻􀀺􀀺􀁬􀁬􀁩􀁬􀁉􀀠 84"(TWO WAY FEED ) BElWEEN
PLANTS 􀁾􀁦􀁾􀀠 TOWN OF ADDISON DALLAS WATER UTILITIES SUPPLY SCEMATIC IMEI<. JACOBS & RNKlEA JULY, 1996 CONSULTING ENGINEERS .," 􀀭􀁾􀀠.. "-" ... , :,;:, 
Shimek, Jacobs & Finklea Dallas Water Utilities has projected the following delivery rate to the Town: 2000 7.63 2010 8.98 2020 9.87 2030 10.48 2040 10.89 2050 11.16 The delivery rate
required for this system is the maximum daily demand rate which is 9.75 MOD at Buildout. WATER..DISTRIBUTION SYSTEM The analysis and design of the water distribution system has been
based on the total water demand anticipated, as well as, the geographical distribution of this demand. The existing line sizes were reviewed and the proposed lines sized to deliver the
maximum hourly demand in the system of 16.42 MOD and to refill the existing elevated storage tank during the minimum hourly demand. The analysis was based on the ultimate development
of Addison. All existing lines are adequate to convey the maximum hourly demands. 1) Surveyor Pump Station and Ground Storage Reservoir This facility is located on Surveyor Drive just
north of Belt Line Road. Three high service pumps are located at this site along with one 2 million gallon prestressed concrete ground storage reservoir. Each pump is identical and have
a rated capacity of approximately 5.5 MOD. This station is schematically shown in Figure 5. This station has a single supply from Dallas Water Utilities Transmission Line between their
Elm Fork Treatment Plant and their Beltwood Station. 1996 Water Distribution System Report 
SCHEMATIC LAYOUT 60" D.W.U. WATER MAIN 12" RATE OF FLOW CONTROLLER EXISTING 2 M.G. GROUND STORAGE LEGEI\JD .-90" BEND IiiHiI COUPUNG 􀁾􀀠PUMP CONTROL TOWN OF ADDISON YM.VE 􀁾􀀠TEE (BRANCH
& RUN) SURVEYOR PUMP STATION Q EXI5nNG PUMP Figure 5 SHIMEK. JACOBS &: FINKLE JULY, 1996 CONSULTING ENGINEERS 
Shimek., Jacobs & Finklea This station was tumed off in the analysis, since the Celestial Station can meet the system demands and has a delivery rate from Dallas Water Utilities which
better matches the pumps rated capacities. It is our lUlderstanding that this station is operated only to turn over the water stored in the grolUld storage reservoir. To operate this
station the Celestial Station must be off-line. l -:3 (I'l "'" 0 2) Celestial Pump Station and Ground Storage Reservoir I 􀁾􀀠4'·S· 0 {YI&'O This facility is located in southeast Addison
off of Celestial Drive. Currently three 9.5 MOD high service pumps are located at this site with two slots for future pumps. In addition, one 6 million gallon lUldergrolUld concrete
grolUld storage reservoir is located at this site. The meter for the delivery from Dallas Water Utilities is sized for a delivery rate of 20 MOD. This station is schematically shown
in Figure 6. This station has a dual supply from Dallas Water Utilities (DWU). One is from the DWU two-way 84-inch transmission line between their Elm Fork and East Side Water Treatment
Plants. The second feed is from a transmission line, being fed from their Elm Fork Plant, between their Beltwood and Abrams Pump Stations. This type of supply from DWU diminishes the
importance of a backup at the Town's Surveyor Pump Station. The supply at this site should be fI1TIlly secured at or above the Town's projected 􀁢􀁾􀁬􀁤􀁯􀁵􀁴􀀠 maximum daily demand
rate of9.75 MOD. The computer analysis and sizing offacilities to meet the maximum hourly demand was based on the Celestial Pump Station meeting the demands. The Surveyor Station was
not operating in the model. Further, the model was lUlable to effectively utilize the two pump stations rlUllling together. This occurrence was verified by actual operation of the system.
1996 Water Distribution Sy.slem Report Page 6 
SCHEMATIC LAYOUT 24" D.W.U. WATER MAIN . 84" D.W.U. WATER MAIN <D '" 36' RATE OF FLOW 24" CONTROllER 24" , <D '" EXISTING 6 M.G. GROUND STORAGE ..L EGEND 90" BEND Q EXISTING PUMP Figure
6 IIiHII COUPUNG Q FUTURE PUMP 􀁾􀀠PUMP CONTROL TOWN OF ADDISON VALVE D EXISTING SURGE 􀁖􀁁􀁌􀁖􀁅􀁉􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀁾􀀠 􀁾􀀠TEE CELESTIAL PUMP STATION (BRANCH & RUN)
D 􀁆􀁕􀁔􀁕􀁒􀁅􀁓􀁕􀁾􀁅􀁖􀁁􀁌􀁖􀁅􀀠I-________.-______􀁾􀀠 IMEK. JACOBS &: FINKLE JULY, 1996 CONSULliNG ENGINEERS 
Shimek, Jacobs & Fin.klea , GROUND STORAGE RESERVOIR Ground storage within the system is necessary to provide a dependable supply during periods of high demand or equipment failure.
The storage designed for this report matches the maximum daily demand rate. The existing 6 million gallon ground storage reservoir can provide a supply rate to the pumps of approximately
24 MGD. The maximum daily demand is 9.75 MGD, leaving an excess in ground storage of approximately 14.25 MGD. ELEVATED STORAGE TANKS The volume of elevated storage required within a
water distribution system is a function of the maximum daily demand (pumpage rate) and the maximum hourly demand rate. This volume will meet the peak hourly demands in the system. In
addition, storage must meet the requirements ofthe State Board of Fire Insurance and the Texas Natural Resources Commission. By designing this system to meet the maximum hourly demands,
the volume of elevated storage required exceeds the minimums established by the State agencies. Previous studies of the operation ofdrawdown and refill rates oflarge capacity elevated
storage tanks generally indicates for each one million gallon of storage available a rate of approximately four million gallons a day could be realized. The difference in the maximum
hourly demand and the maximum daily demand results in a nite of 6.67 MGD being required from elevated storage. The existing I-million gallon elevated storage tank can only provide a
rate of approximately 4 MGD leaving a deficit of2.67 MGD. This deficit of2.67 MGD can be made up through the construction of a second elevated storage tank or can be made up through
a combination ofpumpage, ground storage and emergency generation. 1996 Water Distribution System Report 
Shimek, Jacobs & Finklea WATER DlST..BlBUTION SYSTEM IMPROVEMENTS -PLAN "A" I) Negotiate with Dallas Water Utilities to secure a minimum delivery rate on the day maximum usage of9.75
MGD at the Celestial Station. 2) Abandon the Surveyor Pump Station which has a maximum supply of 4 MGD and is fed from the Dallas Water Utilities Elm Fork Water Treatment Plant. 3) Construct
improvements at the Celestial Pump Station to include a 3 MGD high service pump to replace elevated storage and a 1.5 to 3.0 MGD high service pump to meet low demands in the system.
This station has a dual feed from Dallas Water Utilities from both the Elm Fork and East Side Water Treatment Plants. Opinion ofProbable Cost .........................................................
.. $385,000.00 4) Construct emergency generators at the Celestial Pump Station to operate one 9.5 MGD high service pump. This will also operate the 3 MGD high service pump required to
replace required elevated storage and provide a back-up power supply in the event of electrical service disruption. It also provides back-up to replace the Surveyor Pump Station. Opinion
of Probable Cost ........................................................... $250,000.00 5) Install a computerized monitoring and control system to maximize the operation of the system,
computer generate reports, and to generate hourly demand curves. All signals would be transmitted through radio waves. Opinion of Probable Cost ............................ ............
................... $210,000.00 1996 Water DistributionSyslem Rilporl Page 8 
WATER DISTRIBUTION SYSTEM IMPROVEMENTS -PLAN "B" 1) Negotiate with Dallas Water Utilities to secure a minimum delivery rate on the day of maximum usage of 4 MGD at the Surveyor Pump
Station and 5.75 MGD at the Celestial Pump Station. 2) Replace two of the high service pumps at the Surveyor Pump Station with two 4 MGD high service pumps. Opinion of Probable Cost
$400,000.00 3) Add one 3 MGD high service pump at Celestial to replace required elevated storage. Add one 1.5 MGD high service pump to meet low demands in the system. Opinion of Probable
Cost ........................................................... $385,000.00 4) Construct emergency generators at the Celestial Pump Station to operate one 9.5 MGD high service pump.
This will also operate the 3 MGD high service pump required to replace required elevated storage and to provide a back-up power supply in the event of electrical service disruption.
It also provide back-up to replace the Surveyor Pump Station. Opinion of Probable Cost ........................................................... $250,000.00 5) Install a computerized
monitoring and control system to maximize the operation of the system, computer generate reports, and to generate hourly demand curves. AU signals would be transmitted through radio
waves. Opinion of Probable Cost ........................................................... $210,000.00 1996 Water Distribution System Report Page 9 
Shimek. Jacobs & Finklea HYDRAULIC ANALYSIS A computer assisted analysis was performed utilizing Cybemet computer software to aide in developing an overall system ofwater mains, storage
facilities and pump stations to efficiently serve the entire city as development is now envisioned. The resulting plan is shown on the water distribution map outside this report. The
master plan map shows the size and location of all existing and future feeder mains as well as elevated storage facilities. Also shown are reference numbers on all pipes and pipe intersections
or nodes. These numbers refer to additional information contained in the computer printout. Two computer analyses were undertaken: One for the maximum hourly demand on the' day of maximum
demand and one for the minimum hourly demand on the day of maximum demand. The hydraulic information shown on the computer printout are described as follows: 1) Pipe Number -number shown
on system map for each section ofpipe between nodes. 2) Junction Node -Pump Station, intersection of pipe, or water use point. The first node number indicates the flow entering a section
of pipe, the second node number indicates flow leaving that section ofpipe. A minus sign indicates the flow opposite of the node order. 3) Length -Distance between nodes in feet. 4)
Diameter -Pipe diameter in inches. 5) Roughness -Coefficient of friction designated to the section ofpipe. 6) Boundary Node -Pressure zone elevation based on U.S.C.&G.S. datum. Location
of elevated storage tank. 7) Demand -Design flow at nodes in million gallons per day (MGD). A minus sign indicates flow into the system. 8) Elevation -Ground elevation at node based
on U.S.C.&G.S. datum. 9) Connecting Pipe -Pipe number connecting to junction node. 10) Flow Rate -Rate of flow in pipe section in million gallons per day. 11) Headloss -Friction headloss
in section of pipe, in feet. 12) Velocity -Velocity offlow in section ofpipe in feet per second (fps). i: ;:: 13) HL/IOOO -Friction loss in feet per thousand feet ofpipe. 14) Grade Line
-Elevation of water surface at node based on U.S.C. & G.S. datum (hydraulic gradient). 15) Pressure -Pressure in pounds per square inch (psi) at the node. 1996 Water Distribution System
Report Page 10 
, . I . J II ; TOWN OF ADDISON 777 SERVICE AREA INPUT DATA 
*****************************.**.*.********************** SUMMARY OF ORIGINAL DATA ***********************************.....**********..***** CyberNet Version 2.18a. Copyright 1991,92
Haestad Methods Inc. Run Description: MAXIMUM HOUR Drawing: ADDSN_BO REGULATING VALVE DATA t'osltion : \.iontrolled Valve Type valve Junction I Pipe I Setting I : 1ft or mad I i PSV
610 I 711 I 872.50 Ii 
PIPELINE DATA STATUS CODE: XX -CLOSED PIPE BN -BOUNDARY NODE PU -PUMP LINE CV -CHECK VALVE RV -REGULATING VALVE , PiPE filODE I NUMBER I 􀁾 NODE .• ....[. E filGTR IDIAMETER ,:R OCOOGERFfiFlE.
SSI: MINCOORE F[OF.SS I BND-HGL #1 ..... .... #2 100 301 300 598 10 115 0 0 101 302 301 692 16 125 0 0 102 303 302 1043 10 115 0 0 103 304 303 606 10 115 0 0 104 304 305 1153 8 110 0
0 105 305 304 1013 10 115 0 0 106 302 306 592 16 125 0 0 107 307 303 918 8 110 0 0 108 305 308 773 8 110 0 0 109 306 307 1620 8 110 0 0 110 307 308 1470 8 110 0 0 111 310 309 575 10
115 0 0 I 112 306 310 751 16 125 0 0 113 310 311 2646 12 120 0 0 114 311 308 741 8 110 0 0 115 310 312 673 16 125 0 0 116 312 313 189 16 125 0 0 117 313 318 495 16 125 0 0 118 321 313
2443 12 120 0 0 119 323 311 507 8 110 0 0 120 323 322 643 8 110 0 0 121 315 500 415 12 120 0 0 122 316 315 535 12 120 0 0 123 317 316 608 12 120 0 0 124 312 317 1329 6 110 0 0 125 318
317 655 12 120 0 0 126 319 318 677 8 110 0 0 127 320 319 1266 8 110 0 0 128 321 320 335 8 110 0 0 129 322 321 148 8 110 0 0 130 322 324 1991 8 110 0 0 131 314 503 1770 12 120 0 0132
315 501 1225 10 115 0 0 133 325 316 982 8 110 0 0 Filename: OMddiscn\96-I2J\lnPIlL'Wk4 Page I 
PIPELINE DATA STATUS CODE: XX -CLOSED PIPE BN -BOUNDARY NODE PU -PUMP LINE CV -CHECK VALVE RV -REGULATING VALVE I • PiPE I NODE I NODE I LENGTH IDIAMETER rOUGHNESS MINOR LOSS I BND-HGL
II NUMBER #1 #2 COEFF. COEFF.. 134 325 327 965 8 110 0 0 135 337 327 497 8 110 0 0 136 339 325 1166 8 110 0 0' 137 327 329 705 8 110 0 0 138 318 339 1589 20 125 0 0 139 339 328 278 20
125 0 0 140 329 328 229 20 125 0 0 141 338 329 518 20 125 0 0 142 319 326 1725 8 110 0 0 143 320 326 1630 8 110 0 0 144 326 330 1200 8 110 0 0 145 324 510 1597 8 110 0 0 146 328 509
1248 8 110 0 0 147 514 331 366 8 1100 0 148 334 333 948 16 125 0 0 149 334 335 333 16 125 0 0 150 336 335 392 16 125 0 0 151 337 336 281 16 125 0 0 152 338 337 555 16 125 0 0 153 333 340 828 12 120 0 0 154 335 341 859
16 125 0 0 155 336 342 865 8 110 0 0 156 338 343 878 24 125 0 0 157 341 545 516 8 110 0 0 158 342 341 382.00 8 110 0 0 159 343 544 487 8 110 0 0 160 343 344 1128 8 110 0 0 161 330 344
1733 8 110 0 0 162 331 345 1668 8 110 0 0 163 341 549 399 20 125 0 0 0 164 343 546 897 24 125 0 0 165 344 348 2045 8 110 0 0 166 345 349 1790 8 110 0 0 167 345 350 1484 8 110 0 0 Filt:nt!'l1c:
D:\Addison\96-I2J\1npuLwk4 
PIPELINE DATA STATUS CODE: XX -CLOSED PIPE BN -BOUNDARY NODE PU -PUMP LINE CV-CHECKVALVE RV-REGULATINGVALVE I PiPE NUMBER NODE I NODE I[ENGiR I[)I;l\MEiER 􀁉􀁒􀀰􀀲􀁾􀁾􀁾􀁆􀁾􀁓􀁓􀁉􀀠􀁍􀁉􀁾􀁾􀁾􀁾􀁾􀁓􀁓
􀁉􀁂􀁎􀁄􀁾􀁒􀁇􀁛􀀠I #1 #2 168 347 346 578 24 125 0 0 169 348 347 678 24 125 0 0 170 -BN 516 0 165 24 125 o 763.67 171 346 355 1417 24 125 0 0 172 348 357 586 24 125 0 0 173 351 352 890
10 115 0 0 174 352 363 858 12 120 .0 0 175 354 351 1377 12 120 0 0 176 353 352 541 12 120 0 0 177 353 363 1153 12 120 0 0 178 354 353 128 12 120 0 0 179 355 354 486 12 120 0 0 180 356
355 1122 8 110 0 0 181 357 356 773 24 125 0 0 182 358 357 1330 8 110 0 0 183 358 349 1124 8 110 0 0 184 349 350 687 8 110 0 0 185 359 358 1507 8 110 0 0 186 359 350 798 8 110 0 0 187
360 359 411 8 110 0 0 188 361 360 2343 12 120 0 0 189 361 360 1763 12 120 0 0 190 362 361 454 12 120 0 0 191 365 . 362 682 12 120 0 0 192 363 370 641 12 120 0 0 193 355 372 1336 24 125
0 0 194 356 374 1288 24 125 0 0 195 364 359 1048 16 125 0 0 196 378 364 435 16 125 0 0 0 197 364 379 1805 12 120 0 0 198 365 380 789 24 125 0 0 199 365 380 851 12 120 0 0 200 383 382
913 12 120 0 0 201 383 384 694 12 120 0 0 Page 3 
C1/09J96 Shimek, Jacob,. &; Finktea PIPELINE DATA STATUS CODE: XX -CLOSED PIPE BN -BOUNDARY NODE PU -PUMP LINE CV -CHECK VALVE RV -REGULATING VALVE t>lPC NODE LEIifGTH : I CI'( .L055
BND-HGL NUMBER #1 #2 COEFF. COEFF. 202 384 385 854 12 120 a 0 203 386 388 592 12 120 0 a 204 384 386 485 12 120 0 0 205 386 387 1173 12 120 a 0 206 385 387 746 12 120 0 a 207 387 389
600 12 120 0 a 208 388 389 1202 20 125 0 a 209 519 382 260 20 120 0 0 210 382 381 479 20 120 a a 211 381 380 452 24 125 a a 212 380 381 440 8 110 0 a 213 380 379 1100 12 120 0 a 214
380 379 1019 24 125 0 a 215 380 379 980 8 110 a a 216 379 378 1376 24 125 a 0 217 379 378 1362 8 110 a a 218 377 378 1570 24 125 a a 219 376 377 559 24 125 a 0 220 375 376 370 24 125
a 0 221 374 375 346 24 125 0 a 222 374 373 412 16 125 0 a 223 373 372 694 16 125 0 a 224 372 374 1200 8 110 a 0 225 372 371 1083 16 125 a 0 226 370 541 359 12 120 a 0 227 370 371 100
16 125 0 a 230 390 391 254 12 120 0 a 231 520 391 219 12 120 0 a 232 391 392 582 8 110 a a 233 392 519 1756 8 110 a a 234 381 393 783 12 120 0 0 235 381 393 760 8 110 a a 236 394 380
974 12 120 a 0 237 378 397 760 16 125 a 0 
07109/96 Shimelt, Jacobs & Finklea PIPELINE DATA STATUS CODE: XX -CLOSED PIPE BN -BOUNDARY NODE PU -PUMP LINE CV -CHECK VALVE RV -REGULATING VALVE PiPE NODE NODE lENGTH IDIAMETER IROUGHNESSI
MINOR lOSS I BND-HGl I I NUMBER I #1 I #2 I 238 399 400 638 239 400 401 1138 240 393 401 1174 241 395 394 738 242 396 395 398 243 397 396 957 244 398 397 1552 245 398 377 626 246 376
398 1945 247 526 415 608 248 411 525 2703 249 408 401 1110 250 411 408 296 251 409 408 167 252 402 409 1239 253 402 409 983 254 402 403 151 255 404 393 454 256 404 403 308 257 410 403
653 258 404 405 578 259 405 394 405 260 395 405 1031 261 406 410 815 262 407 406 1278 263 396 407 992 264 407 532 1133 265 531 409 562 266 534 411 1759 267 537 414 602 268 413 397 1309
269 414 413 955 270 410 424 2699 271 417 415 1855 Filename: D:\A.ddison\96-J2JlJnpUL wk4 12 12 12 10 10 10 8 8 8 12 12 8 8 8 8 8 8 8 8 8 12 12 8 8 8 8 8 8 12 12 16 12 8 8 COEFF. COEFF.
120 120 120 115 115 115 110 110 110 120 120 110 110 110 110 110 110 110 110 110 120 120 110 110 110 110 110 110 120 120 125 120 110 110 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Page 5 
PI P E LLN E􀁾􀁄 A lA STATUS CODE: XX -CLOSED PIPE BN -BOUNDARY NODE PU -PUMP LINE CV -CHECK VALVE RV -REGULATING VALVE PIPE NODeNODE : LEfill.:I'M : nott '! : LOSS' BND-HGL NUMBER #1
#2 COEFF. COEFF. 272 416 415 390 12 120 0 0 273 527 416 440 8 110 0 0' 274 417 416 727 6 110 0 0 275 418 417 440 6 110 0 0 276 422 418 745 8 110 0 0 277 419 424 2968 12 120 0 0 278 536
535 776 8 110 0 0 279 419 425 1470 8 110 0 0 280 538 420 251 12 120 0 0 281 414 420 759 12 120 0 0 282 420 426 1377 12 120 0 0 283 422 529 401 8 110 0 0 284 423 422 581 8 110 0 0 285
424 423 1066 8 110 0 0 286 425 424 1709 12 120 0 0 287 425 426 920 12 120 0 0 288 427 421 699 8 110 0 0 289 428 422 700 8 110 0 0 290 428 427 856 8 110 0 0 291 428 429 236 6 110 0 0
292 429 430 1413 6 110 0 0 293 530 430 679 6 110 0 0 294 430 432 152 6 110 0 0 295 434 423 546 8 110 0 0 296 434 433 778 8 110 0 0 297 434 435 701 8 110 0 0 298 431 427 1623 8 110 0
0 299 432 431 1515 8 110 0 0 300 432 433 310 8 110 0 0 301 435 433 1109 8 110 0 0 302 435 424 726 12 120 0 0 0 303 375 437 2978 8 110 0 0 304 373 436 2255 12 120 0 0 305 437 436 420
8 110 0 0 .. J 1 I ! 
0?IOM16 Shimek. JlICDbs & 􀁆􀁩􀁾􀁬􀁥􀁡􀀠 PIPELINE DATA STATUS CODE: XX -CLOSED PIPE BN -BOUNDARY NODE PU -PUMP LINE CV -CHECK VAlVE RV -REGULATING VALVE PIPE NODE NODE LENG-," 'II:K
i . LOSS BND-􀁾􀁾 NUMBER #1 #2 I COEFF. COEFF. 306 437 539 452 6 110 0 0 307 442 443 1119 6 110 0 0 308 436 441 768 8 110 0 0 309 438 372 365 36 130 0 0 310 438 372 258 12 120 0 0 311
440 436 1161 36 130 0 0 312 439 438 512 12 120 0 0 313 440 439 621 12 120 0 0 314 441 440 431 12 120 0 0 315 438 444 1030 8 110 0 0 316 439 445 276 12 120 0 0 317 446 440 460 36 130
0 0 316 441 447 555 12 120 0 0 319 444 371 251 8 110 0 0 320 445 444 923 8 110 0 0 321 446 445 682 8 110 0 0 322 447 446 542 12 120 0 0 323 447 540 1270 12 120 0 0 324 369 368 391 8
110 0 0 325 368 367 596 8 110 0 0 326 367 366 777 8 110 0 0 327 446 369 1452 8 110 0 0 328 448 368 801 12 120 0 0 329 449 448 851 8 110 0 0 330 446 449 1081 8 110 0 0 331 449 453 655
8 110 0 0 332 459 446 2189 36 130 0 0 333 368 450 794 12 120 0 0 334 367 450 623 8 110 0 0 335 450 451 400 12 12 120 0 0336 451 452 144 12 120 0 0337 454 451 565 12 120 0 0338 454 452
715 8 110 0 0339 366 454 848 8 110 0 0
PIPELINE DATA STATUS CODE: XX -CLOSED PIPE BN -BOUNDARY NODE PU -PUMP LINE CV -CHECK VALVE RV -REGULATING VALVE PIPe NODe '1M , 􀁾􀁬􀀾􀁬􀀾 tlND-MuL NUMBER #1 #2 COEFF. 340 366 341 460
342 452 343 453 345 455 346 456 347 458 348 458 349 468 350 459 351 469 352 461 353 462 354 464 355 465 356 462 357 467 358 467 359 471 360 463 361 466 362 468 363 468 364 469 365 473
367 472 500 500 501 500 502 502 503 502 504 501 505 502 506 503 507 505 455 455 453 459 456 457 457 459 459 468 458 460 461 463 464 465 462 465 467 466 472 470 469 473 471 471 314 502
501 503 504 506 507 504 430 452 206 499 1223 387 241 418 943 787 941 1319 405 511 1318 380 467 498 575 1002 1208 892 242 612 307 769 215 1557 706 290 141 188 189 498 8 6 12 12 8 8 10
10 36 12 8 6 8 8 8 8 8 8 8 8 12 36 8 8 8 8 12 8 8 8 10 8 8 12 110 110 120 120 110 110 115 115 130 120 110 110 110 110 110 110 110 110 110 110 120 130 110 110 110 110 120 110 110 110
115 110 110 120 0 0 0 0 0 0 a a a a a a a a 0 a 0 0 0 0 0 0 0 0 0 a a a a a 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 a a 0 a a a a a a a a a a a a a a a a a 0 0 0 Fllt:namr:: D:\Addison\96-I23Unput.wk4
PagtS
Shimek, Iacobs & Finklea PIPELINE DATA STATUS CODE: XX -CLOSED PIPE BN -BOUNDARY NODE PU -PUMP LINE PIPE NUMBER 508 509 510 511 512 513 514 515 516 517 518 519 520 521 522 523 524 525
526 527 528 529 530 531 532 533 L 534 ., 535 536 537 538 539 540 541 CV -CHECK VALVE RV -REGULATING VALVE 􀁾􀁌􀁬􀁣􀀠 NODE I t:rt: #1 , #2 505 506 504 508 505 507 329 509 510 510 511
511 513 332 513 331 515 516 516 340 351 519 520 521 400 522 522 523 523 524 524 526 527 528 506 507 508 334 508 333 509 330 512 511 332 512 512 514 514 513 348 515 347 517 518 388 521
392 5:'10 399 523 525 524 400 525 522 421 527 LENG-'M 220 274 439 263 878 702 1013 250 1356 700 437 591 322 691 533 1485 448 361 540 694 874 421 808 1599 659 147 415 655 335 281 193
1543 438 453 12 12 10 10 8 12 8 8 8 8 8 8 8 8 8 8 24 16 24 12 12 20 12 8 8 16 8 8 8 12 12 16 8 6 : L055 BND-HGL : COEFF. , COEFF. 120 120 115 115 110 120 110 110 110 110 110 110 110
110 110 110 125 125 125 120 120 125 120 110 110 125 110 110 110 120 120 125 110 110 0 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Filename: D:\AddiUH\'I96-12J\lnpllLwk4 ..... 
PIPELINE DATA STATUS CODE: XX -GLOSED PIPE BN -BOUNDARY NODE PU -PUMP LINE CV -CHECK VALVE RV -REGULATING VALVE PIPE NUMBER NODE #1 #2 ;TH COEFF. MlfifoR LOSS COEFF. BND-HGL 542 418
528 270 6 110 0 0 543 528 _ 529 435 8 110 0 0 544 529 421 454 8 110 0 0 546 429 530 350 8 110 0 0 547 533 531 1246 8 110 0 0 548 531 532 1408 8 110 0 0 549 532 533 235 8 110 0 0 550
533 534 106 8 110 0 0 551 532 535 435 8 110 0 0 552 535 534 208 12 120 a a 553 536 534 1050 8 110 0 a 554 536 419 176 8 110 a a 555 419 538 698 12 120 a a 556 537 538 1136 8 110 a a
557 537 535 368 12 120 0 a 558 442 539 938 8 110 a a 559 443 540 808 12 120 0 0 560 539 540 1202 8 110 0 0 561 372 541 754 8 110 0 0 562 300 542 467 12 120 0 0 563 542 543 1298 12 120
0 0 564 302 543 466 12 120 0 0 565 543 309 1354 12 120 0 0 566 309 314 2182 12 120 0 0 567 342 544 338 8 110 0 0 568 340 545 646 8 110 0 0 569 515 546 430 24 125 0 0 570 547 544 403
8 110 0 0 571 547 548 502 8 110 0 0 572 549 551 309 20 125 0 0 573 545 552 696 12 120 0 0 574 550 551 188 20 125 0 0 575 552 551 513 8 110 0 0 576 552 517 646 8 110 0 0 
PIPELINE DATA . STATUS CODE: XX -CLOSED PIPE BN -BOUNDARY NODE PU -PUMP LINE CV -CHECK VALVE RV -REGULATING VALVE Plt'c NUMBER 577 578 579 580 581 582 583 584 585 700 701 702 ,. 703
J 704 705 706 707 708 709 -PU 710 711 -RV 712 713 -XXPU 714 ;; 715 -XXPU 716 717 ·XXPU 718 719 -XX 720 721 -XXPU 722 723 724 Filename: O;\Add!sort\96wI2J\Jnput.wk4 1# 546 548 552 554
346 553 553 554 547 600 601 602 603 604 605 606 607 625 609 609 602 610 611 611 612 612 613 613 606 614 615 615 608 617 NUUl: #2 548 550 553 517 553 554 354 518 549 601 602 603 604 605
606 607 608 600 601 617 610 618 603 619 604 620 605 621 614 622 607 623 626 616 Ll:IIII.>I n 498 717 717 560 611 740 1729 338 712 12.5 6 6 12 12 6 6 12.5 53.5 11.5 23.5 58.3 3.2 11.5
23.5 11.5 23.5 11.5 23.5 58.3 3.2 11.5 23.5 53.5 32.5 DIAI.,e: I e:r< 8 12 12 12 12 12 12 12 8 30 30 30 30 30 30 30 30 30 20 24 12 12 20 24 20 24 20 24 12 12 20 24 30 42 ·"...."'.;;,1
.LOSS BND·HGL· COEFF. I COEFF. 110 a a 120 a a 120 a a 120 a a 120 a a 120 a a 120 a a 120 0 a 110 0 0 130 a 50 130 a a 130 a a 130 0 0 130 10 0 130 a 0 130 0 0 130 a 50 130 10 0 130
12 60 130 12 10 130 0 0 130 a 0 130 12 60 130 12 10 130 12 60 130 12 10 130 12 60 130 12 10 130 0 0130 0 0 130 12 60 130 12 10 130 10 0130 0 0 􀁐􀁾􀁬􀁬􀀠
I 07/091% Shimel,; Jacobs &. Finklea PIPELINE DATA STATUS CODE: XX -CLOSED PIPE BN -BOUNDARY NODE PU -PUMP LINE CV -CHECK VALVE RV -REGULATING VALVE . , ! ., ! ;., Nu":B'iR 􀁎􀁾􀁦􀁅
1'I0ue #2 725 726 727 728 729 730 731 732 733 734 800 801 802 803 -XXPU 804 -XXPU 805 -){)(PU 806 807 808 ! , 858 997 -BN 998 -BN 999 -BN 617 618 619 620 621 622 623 626 470 470 365
700 701 703 704 705 703 704 706 346. , 616' 624 706 618 619 620 621 622 623 624 625 626 473 700 701 702 700 701 702 704' 705 705 550. 0' a a LeNt:!, n " ,::,,' i . LU:>:> tsNU-Hl:iL
I COEFF_ COEFF. 6 6 12 12 6 6 22 73 432 30 35 15 15 15 15 15 15 15 14 772 45 173 §l'>' 42 42 42 42 42 42 42 30 36 12 24 24 24 12 12 12 24 24 24' 20 42 42 30 130 130 130 130 130 130 130
130 130 120 130 130 130 130 130 130 130 130 130 , 125 130 130 130 0 0 0 0 0 0 0 0 0 0 a a a a a 50 1 80 a 0 10 a a a a 0 12 90 12 90 12 90 a a 0 0 1 80 a a a 591.09 a 591.09 0641.67
Filmame: D:\Addison\'iQ..j2)lJnput.wk:4 Page 12 
07109196 Sh.imel.:, Jacobs & Finklea PUMP DATA THERE IS A PUMP IN LINE 709 DESCRIBED BY THE FOLLOWING DATA: ,, Read I Flow Rate I I· (ttL . (mgd) . 280.00 0.00 180.00 9.50 120.00 12.67
THERE IS A PUMP IN LINE 713 DESCRIBED BY THE FOLLOWING DATA: , 􀁾􀀮􀀠 Read I Flow Rate I I· (ttL . (mgd) 280.00 180.00 120.00 0.00 9.50 12.67 . J THERE IS A PUMP IN LINE 715 DESCRIBED
BY THE FOLLOWING DATA: I I Read (tt) I Flow Rate (mgd) 280.00 180.00 120.00 0.00 9.50 12.67 THERE IS A PUMP IN LINE 717 DESCRIBED BY THE FOLLOWING DATA: J 1 Read I Flow Rate I I· (ttL
. (mgd) . 280.00 0.00 180.00 9.50 120.00 12.67 Page 1 
01109196 5hirrtek.lllQ.')bs k Finlda PUMP DATA THERE IS A PUMP IN LINE 721 DESCRIBED BY THE FOLLOWING DATA: 280.00 0.00 180.00 9.50 120.00 12.67 THERE IS A PUMP IN LINE 803 DESCRIBED
BY THE FOLLOWING DATA: I Head I Flow Rate (ftl (mgd) I 278.00 0.00 197.00 5.50 155.00 6.62 THERE IS A PUMP IN LINE 804 DESCRIBED BY THE FOLLOWING DATA: Head Flow Rate I I (ttL j: (mgdl.
278.00 0.00 197.00 5.54 155.00 6.62 THERE IS A PUMP IN LINE 805 DESCRIBED BY THE FOLLOWING DATA: Head Flow Rate I (ttl I (mgdl I 278.00 0.00 197.00 5.54 155.00 6.62 Page 2 
07109196 Shimek, Jacob, & 􀁆􀁩􀁮􀁬􀁴􀁬􀁾􀀠 JUNCTION NODE DATA 1 . ,I .. , i I I .J 1 j = 300 301 302 303 304 305 306 307 308 309 310 311 312 313 314 315 316 317 318 319 320 321 322 323
324 325 326 327 328 329 330 331 332 333 334 􀁾􀀣􀁩􀀠􀁾􀁾􀁾􀁕􀁎􀀠 􀁩􀁅􀁾􀀡... 􀁾􀀠 1 0.2 1 0.23 1 0.13 1 0.06 1 0.13 1 0.11 1 0.12 1 0.18 1 0.18 1 0.09 1 0.22 1 0.17 1 0.17 1 0.05 1 0.12
1 0.19 1 0.12 1 0.1 1 0.14 1 0.09 1 0.06 1 0.07 1 0.05 1 0.1 1 0.08 1 0.09 1 0.09 1 0.07 1 0.11 1 0.08 1 0.09 1 0.09 1 0.06 1 0.08 1 0.08 I:,UNC-IIUN ,TIOIII 638 639 643 648 651 661
647 647 655 638 643 646 643 644 618 623 631 640 644 642 632 632 630 639 622 629 641 634 638 638 641 639 632 616 634 100 100 101 102 103 104 106 107 108 111 111 113 115 116 131 121 122
123 117 126 127 118 120 119 130 133 142 134 139 137 144 147 518 148 148 􀁾􀀺􀀻􀁐􀁉􀁐􀁅􀁓􀀠 562 101 102 106 564 103 107 104 105 105 108 109 112 109 110 110 114 565 566 112 113 115 114
119 116 124 117 118 500 566 122 132 123 133 124 125 125 126 138 127 142 128 143 128 129 129 130 120 145 134 136 143 144 135 137 140 146 140 141 514 161 515 162 523 521 153 513 149 511

JUNCTION NODE DATA JUNcTrON I . I JUNCilUN I NUMBER GI)F # TITLE It:AII .I.JUNCiIUN ..... DEMAND IELEVATION CONNECTING PIPES 335 1 0.16 640 149 150 154 336 1 0.09 642 150 151 155 337
1 0.04 636 135 151 152 338 1 0.Q7 638 141 152 156 339 1 0.08 639 136 138 139 340 1 0.08 613 153 527 568 341 1 0.09 631 154 157 158 163 342 1 0.05 640 155 158 567 343 1 0.1 642 156 159
160 164 344 1 0.08 641 160 161 165 345 1 0.09 646 162 166 167 346 1 0.15 621 168 171 581 858 347 1 0.1 636 168 169 526 348 1 0.12 637 165 169 172 524 349 1 0.08 638 166 183 184 350 1
0.06 631 167 184 186 351 1 0.16 613 173 175 528 352 1 0.09 621 173 174 176 353 1 0.12 627 176 177 178 354 1 0.12 623 175 178 179 583 355 1 0.17 631 171 179 180 193 356 1 0.12 630 180
181 194 357 1 0.11 632 172 181 182 358 1 0.11 627 182 183 185 359 1 0.15 621 185 186 187 195 360 1 0.11 617 187 188 189 361 1 0.11 605 188 189 190 362 1 0.11 604 190 191 363 1 0.08 625
174 177 192 364 1 0.12 620 195 196 197 365 1 SURV. DISCH. 0 594.5 191 198 199 800 366 1 0.03 622 326 339 339 340 367 1 0.03 623 325 326 334 368 1 0.05 625 324 325 328 333 369 1 0.03
629 324 327 
071G9196 JUNCTION NODE DATA I . ,I .J ;IIUN NUMBER GDF# JUNCllUN TITLE ICAI: ""... 􀁾􀁕􀁎􀁃􀁉􀁉􀁕􀁎􀀠 DEMAND: LEVATION CONNECTING PIPES ! 370 1 0.04 631 192 226 227 371 1 0.02 631 225
227 319 372 1 0.09 648 193 223 224 225 309 310 561 373 1 0.03 639 222 223 304 I 374 1 0.07 633 194 221 222 224 375 1 0.1 630 220 221 303 376 1 0.11 627 219 220 246 ! 377 1 0.12 629 218
219 245 378 1 0.12 626 196 216 217 218 237 379 1 0.08 607 197 213 214 215 216 217 380 1 0.08 595 198 199 211 212 213 214 215 236 381 1 0.05 588 210 211 212 234 235 382 1 0.05 581 200
209 210 383 1 0.06 591 200 201 384 1 0.07 586 201 202 204 385 1 0.06 583 202 206 386 1 0.06 581 203 204 205 387 1 0.04 573 205 206 207 388 1 0.06 578 203 208 529 389 1 0.05 569 207 208
390 1 0.04 578 230 391 1 0.04 587 230 231 232 392 1 0.03 582 232 233 531 393 1 0.06 603 234 235 240 255 394 1 0.06 611 236 241 259 395 1 0.07 621 241 242 260 396 1 0.09 626 242 243 263
397 1 0.13 624 237 243 244 268 398 1 0.09 628 244 245 246 399 1 0.03 585 238 533 400 1 0.14 593 238 239 532 537 401 1 0.14 597 239 240 249 Filename. D;\Addisof!\96.123Ilr1put.wk4 Pap)

JUNCTION NODE DATA ! j .i . ! 􀁰􀁾􀁾􀁾􀁾􀁾􀀺􀀠 ,I 402 I JUJiii.. IIUN GDF# TITLE 􀁾􀀠CA II i ..lUi'll.; IIUN : i DEMAND IELEVATIONi CONNECTING PIPES 1 0.05 605 252 253 254 ! 403 1 0.1
609 254 256 257 404 1 0.04 607 255 256 258 405 1 0.04 615 258 259 260 406 1 0.07 611 261 262 407 1 0.11 634 262 263 264 408 1 0.11 606 249 250 251 409 1 0.04 609 251 252 253 265 410
1 0.08 613 257 261 270 411 1 0.37 607 248 250 266 413 1 0.07 614 268 269 414 1 0.05 588 267 269 281 415 1 0.09 579 247 271 272 416 1 0.03 570 272 273 274 417 1 0.03 579 271 274 275 418
1 0.03 584 275 276 542 419 1 0.14 596 277 279 554 555 420 1 0.06 592 280 281 282 421 1 0.03 570 288 540 544 422 1 0.05 580 276 283 284 289 423 1 0.13 579 284 285 295 424 1 0.2 585 270
277 285 286 302 425 1 0.12 577 279 286 287 426 1 0.04 589 282 287 427 1 0.07 563 288 290 298 . 428 1 0.03 579 289 290 291 429 1 0.04 579 291 292 546 430 1 0.06 570 292 293 294 431 1
0.12 547 298 299 432 1 0.12 570 294 299 300 433 1 0.1 572 296 300 301 434 1 0.05 574 295 296 297 435 1 0.12 571 297 301 302 436 1 0.2 637 304 305 308 437 1 0.21 631 303 305 306 Filename:
D:\AddUon\%-IDlJnpl,rt.wk4 
315 JUNCTION NODE DATA ;TION 􀁊􀁕􀁾􀁾􀁉􀁉􀁕􀁎􀀠 ,JUNC1IUN NUMBER GDF# TITLE DEMAND iELEVATION CONNECTING PIPES 438 1 439 1 440 1 441 1 442 1 443 1 444 1 445 1 446 1 447 1 448 1 449 1
1 450 1 ! 451 1 452 1453 1 454 1 455 1 456 1 457 1 458 1 459 1 460 1 461 1 462 1 463 1 464 1 465 1 466 1 467 1 468 1 469 1 470 1 471 1 CELEST. DISC 0.06 0.11 0.11 0.11 0.1 0.1 0.05 0.04
0.06 0.13 0.04 0.03 0.03 0.03 0.03 0.03 0.02 0.03 0.05 0.05 0.05 0.05 0.06 0.06 0.03 0.06 0.06 0.03 0.08 0.03 0.06 0.06 0 0.03 648 644 644 641 619 623 631 639 636 636 620 618 610 602
602 602 597 575 601 618 617 613 567 603 605 556 562 578 554 592 625 621 599 602 309 310 311 312 312 313 316 311 313 314 317 308 314 318 307 558 307 559 315 319 320 316 320 321 317 321
322 327 332 318 322 323 328 329 329 330 331 333 334 335 335 336 337 336 338 342 331 343 337 342 338 339 340 341 345 345 346 346 347 347 348 351 332 343 348 349 341 352 352 353 353 357
354 356 360 354 355 355 356 358 360 361 357 359 349 358 363 351 350 362 363 364 362 733 734 359 365 367 330 350 Page 5 
JUNCTION NODE DATA 􀁾􀁃􀁔􀁉􀁏􀁎􀀺􀀠 JUNCTION II::}\ II ,"U"'<""UN NUMBER IGDF # TITLE DEMAND ELEVATION CONNECTING PIPES -.... 472 1 0.1 570 361 367 473 1 0.02 599 364 365 734 500 1 501
1 502 1 503 1 504 1 505 1 506 1 507 1 508 1 509 1 510 1 511 1 512 1 513 1 514 1 515 1 516 1 ADDISON 1-MG 517 1 518 1 519 1 520 1 521 1 522 1 523 1 524 1 525 1 526 1 527 1 528 1 529 1
530 1 531 1 532 1 0.12 0.11 0.07 0.07 0.07 0.03 0.03 0.03 0.03 0.08 0.1 0.04 0.04 0.04 0.06 0.04 0 0.06 0.12 0.04 0.04 0.03 0.02 0.02 0.09 0.09 0.08 0.02 0.03 0.03 0.04 0.13 0.16 619
626 620 619 627 622 621 616 632 640 618 616 623 627 630 638 637 607 602 587 589 594 583 583 588 590 582 564 579 579 580 601 619 121 132 501 131 504 507 505 506 510 146 145 517 516 520
147 524 170 527 528 209 231 530 533 534 536 248 247 273 541 283 293 265 264 500 501 502 504 502 503 505 503 506 507 510 508 512 508 509 509 513 511 512 514 515 516 517 518 519 519 520
522 523 521 522 525 569 525 526 576 580 584 233 529 530 532 531 534 539 535 536 537 538 535 538 539 540 540 541 542 543 543 544 546 547 548 548 549 551 
JUNCTION NODE DATA 'IIUN NUMBER GDF# JUNe"ltUN TITLE t:AII IJUNC, lUi'll DEMAND ELEVATION CONNECTING PIPES 533 1 0.13 616 547 549 550 534 1 0.15 613 266 550 552 553 535 1 0.05 611 278
551 552 557 I 536 1 0.03 604 278 553 554 537 1 0.05 607 267 556 557 538 1 0.09 592 280 555 556 539 1 0.11 631 306 558 560 540 1 0.11 631 323 559 560 541 1 0.04 638 226 561 542 1 0.04
632 562 563 543 1 0.08. 639 563 564 565 544 1 0.Q7 644 159 567 570 545 1 0.09 620 157 568 573 546 1 0.04 640 164 569 577 547 1 0.05 644.5 570 571 585 548 1 0.08 637.5 571 577 578 549
1 0.05 631 163 572 585 550 1 0.07 626 574 578 858 551 1 0.06 628.5 572 574 575 552 1 0.09 619 573 575 576 579 553 1 0.09 612 579 581 582 583 554 1 0.04 604 580 582 564 . 600 1 CELEST.
DISC 0 599 700 708 601 1 CELEST. DISC 0 599 700 701 709 602 1 CELEST. DISC 0 599 701 702 711 603 1 CELEST. DISC 0 599 702 703 713 604 1 CELEST. DISC 0 599 703 704 715 605 1 CELEST. DISC
0 599 704 705 717 606 1 CELEST. DISC 0 599 705 706 719 607 1 CELEST. DISC 0 599 706 707 721 608 1 CELEST. DISC 0 599 707 723 609 1 CELEST. PUMP 0 572.5 709 710 610 1 CEL. EXIST P 0 572.5
711 712 611 1 CELEST. FUTU 0 572.5 713 714 612 1 CELEST. PUMP 0 572.5 715 716 Filenune: D;\Addisan1S6-I23\Inpll1..wk4 Page 7 
JUNCTION NODE DATA CONNECTING ,􀁾􀀠 614 1 a 615 1 CElEST. PUMP a 616 1 6MGG.S. OUT 0 617 1 CElEST. SUCT 0 618 1 CElEST. SUCT 0 619 1 CElEST. SUCT 0 620 1 .SUCT a 621 1 .SUCT a 622 1
.SUCT a 623 1 . SUCT 0 624 1 a 625 1 a 626 1 . DISC a 700 1 a 701 1 DIS a 702 1 a 703 1 SUCT. 0 704 1 SURV. DISCH. 0 705 1 SURV. SUCT. a 572.5 572.5 572.5 572.5 572.5 572.5 572.5 572.5
572.5 572.5 • 572.5 599 599 596.25 696.25 696.25 596 596 596 717 719 721 724 714 716 718 720 722 731 708 723 800 801 802 803 804 805 718 720 722 997 724 725 726 727 728 729 730 998 732
732 801 802 805 806 806 807 725 726 727 728 729 730 731 733 803 804 807 808 Flknamc; D.\Addbon\96-UJ\IIIPl.ltwU Pog< ,
TOWN OF ADDISON 777 SERVICE AREA MAXIMUM HOURLY DEMAND ON DAY OF MAXIMUM DEMAND '1 i 
Cybernetversion2.18a. SN: 1132100118-1000 Extended Description: MAXIMUM HOUR DEMAND ON THE DAY OF MAXIMUM DEMAND ONE PUMP ON AT CELESTIAL PUMP STATION NO PUMPS ON AT SURVEYOR PUMP STATION
FLOWRATE '"' million gallonsfda HEAD (HGL) = feet PRESSURE = si OUTPUT OPTION DATA OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT I SYSTEM CONFIGURATION !NUMBER OF
PIPES (p) = 397 1 •NUMBER OF JUNCTION NODES (j)= 262! NUMBER OF PRIMARY LOOPS (I) = 132 NUMBER OF BOUNDARY NODE (I) = 4 NUMBER OF SUPPLY ZONES (z) = 11 *******************************************
SIMULATION RESULTS ******************************************* The results are obtained after 13 trials with an accuracy = 0.00195 The regulating valves required 2 adjustments. SIMULATION
DESCRLPTION CyberNet Version 2.18a. Copyright 1991,92 Haestad Methods Inc. Run Description: MAXIMUM HOUR Drawing: ADDSN_BO Pase 1 
PIPELINE RESULTS 100 301 300 0.09 0.03 0.00 0.00 0.26 101 301 0.32 0.03 0.00 0.00 0.36 102 302 -0.32 0.50 0.00 o.ooi 0.91 103 304 303 -0.20 0.12 0.00 0.00 0.57 104 304 305 0.02 0.01
0.00 0.00 0.10 105 305 304 -0.04 0.01 0.00 0.00 0.12 106 302 306 -0.65 0.09 0.00 0.00 0.72 107 303 -0.06 0.06 0.00 0.00 0.27 108 308 -0.04 0.03 0.00 0.00 0.18 109 307 0.16 0.66 0.00
0.00 0.69 110 307 308 0.04 0.04 0.00 0.00 0.16 111 310 309 -0.07 0.02 0.00 0.00 0.21 112 306 310 -0.92 0.22 0.00 0.00 1.02 113 310 311 0.33 0.52 0.00 0.00 0.66 114 311 308 0.18 0.40
0.00 0.00 0.80 115 312 -1.40 0.43 0.00 0.00 1.55 116 312 313 -1.49 0.13 0.00 0.00 1.65 117 313 318 -1.87 0.54 0.00 0.00 2.07 118 321 313 -0.33 0.47 0.00 0.00 0.65 119 323 311 0.02 0.00
0.00 0.00 0.09 120 323 322 -0.12 0.16 0.00 0.00 0.53 121 315 500 0.18 0.03 0.00 0.00 0.35 122 315 0.02 0.00 0.00 0.00 0.05 123 316 -0.07 0.01 0.00 0.00 0.13 124 312 317 -0.08 0.66 0.00
0.00 0.64 125 318 317 0.12 0.02 0.00 0.00 0.23 126 319 318 -0.19 0.40 0.00 0.00 0.84 127 319 -0.13 0.39 0.00 0.00 0.60 128 321 320 -0.20 0.00 0.00 0.90 ( 129 322 321 -0.46 0.00 0.00
2.06 : ." 322 324 0.00 0.00 1.30 131 314 503 -0.43 0.00 0.86 132 315 501 -0.34 0.66 0.00 0.00 0.97 133 325 316 0.21 0.66 0.00 0.00 0.91 134 325 327 -0.19 0.56 0.00 0.00 0.84 -"" 
􀁓􀁨􀁩􀁭􀁾􀁫􀀬􀀠J"obs &. FinkJta PIPELINE RESULTS PIPE NUMBER i #1 135 337 , NODE #2 327 dt: 0,24 HEAD LOSS 0,44 PUMP HEAP .... 0,00 LOSS 0.00 LINE VELO. 1.06 HU 1000 0,89 136 339 325
0.10 0.22 0.00 0.00 0.46 0.19 137 327 329 -0.02 0.00 0,00 0.00 0.07 0.01 138 318 339 -2.32 0.87 0.00 0,00 1,65 0,55 139 339 328 -2.50 0,18 0.00 0.00 1,77 0.63 140 329 328 2.70 0.17 0.00
0.00 1.91 0.72 141 338 329 2.94 0.44 0.00 0.00 2.08 0.85 142 319 326 -0.03 0.04 0.00 0.00 0.15 0.02 143 320 326 -0.12 0.43 0.00 0.00 0.55 0.27 144 326 330 -0.25 1.13 0.00 0,00 1.09 0.94
145 324 510 0.22 1.19 0.00 0.00 0.96 0,75 146 328 509 0.09 0.17 0.00 0.00 0.39 0.14 147 514 331 -0.08 0,04 0.00 0.00 0.35 0.11 148 334 333 0.28 0.03 0.00 0,00 0.31 0.03 149 334 335 -0.96
0.11 0.00 0.00 1.07 0.32 150 336 335 -0.26 0.01 0.00 0.00 0.29 0,03 151 337 336 -0.32 0.01 0.00 0.00 0.36 0,04 152 338 337 -0.04 0.00 0.00 0.00 0.05 0.00 153 333 340 -0.57 0.44 0.00
0,00 1.12 0.53 154 335 341 -1.38 0.53 0,00 0.00 1.53 0.62 155 336 342 -0.15 0.35 0.00 0.00 0.69 0.40 156 338 343 -2.97 0.31 0.00 0.00 1.46 0.36 157 341 545 -0.06 0,03 0.00 0,00 0.26
0.07 158 342 341 -0.18 0.20 0.00 0.00 0.79 0.52 159 343 544 -0.08 0.05 0.00 0.00 0.33 0.11 160 343 344 0.11 0.24 0,00 0.00 0.49 0.21 161 330 344 -0.18 0.95 0.00 0.00 0.81 0.55 162 331
345 -0.20 1.08 0.00 0,00 0.89 . 0.65 163 341 549 -1.58 0.11 0.00 0.00 1.12 0.27 164 343 546 -3.11 0.35 0.00 0.00 1.53 0.39 165 344 348 -0.15 0.75 0,00 0.00 0,65 0.37 166 345 349 -0.14
0.57 0.00 0.00 0.61 0.32 167 345 350 -0.15 0.56 0,00 0.00 0.67 0.38 168 347 346 1.53 0.06 0.00 0.00 0.75 0.10 169 348 347 -4.21 0.46 0.00 0.00 2,07 0.68 
01109196 Shimek, 􀁊􀁾􀁥􀁯􀁢􀁳􀀠&: Finkle. PIPELINE RESULTS PlPE I NODE 􀁎􀁾􀁾􀁅􀀠 IFLOWRATE I HEAD PUMp MINOR LINE HD I N UMBER #1 LOSS HEAD LOSS VEla 1000 : 170 516 0 -9,15 0,47 0.00
0.00 4,51 2.86 171 346 355 -1.41 0.13 0,00 0,00 0,70 0,09 172 348 357 4.15 0.39 0,00 0,00 2,04 0,66 173 351 352 -0,20 0,17 0,00 0,00 0.55 0,19 174 352 363 -0,27 0,11 0,00 0,00 0,53 0,13
175 354 351 0.26 0.17 0.00 0.00 0.51 0,12 176 353 352 0.02 0.00 0.00 0.00 0.03 0.00 177 353 363 -0.23 0.11 0.00 0.00 0.45 0.10 178 354 353 -0,09 0,00 0.00 0.00 0,18 0,02 179 355 354
0.54 0,24 0,00 0.00 1,07 0.48 180 356 355 -0.27 1,30 0,00 0.00 1.22 1,16 181 357 356 3.54 0,38 0,00 0,00 1.74 0.49 182 358 357 -0.50 4.70 0.00 0.00 2.22 3.53 183 358 349 0.24 1.02 0,00
0.00 1.07 0.91 184 349 350 0.02 0.01 0.00 0.00 0.10 0.01 185 359 358 -0.15 0.59 0.00 0.00 0,68 0,39 186 359 350 0.18 0,44 0.00 0.00 0,81 0.55 187 360 359 -0.29 0.53 0,00 0.00 1.29 1.29
188 361 360 -0.08 0.04 0,00 0.00 0.17 0.02 189 361 360 -0.10 0.04 0.00 0.00 0,19 0.02 190 362 361 -0.08 0.01 0.00 0.00 0,15 0.01 191 365 362 0.04 0,00 0.00 0.00 0.07 0.00 192 363 370
-0.57 0.34 0.00 0,00 1.13 0.53 193 355 372 -2.40 0.32 0.00 0.00 1.18 0.24 194 356 374 3.69 0.69 0.00 0.00 1.82 0.53 195 364 359 0.47 0.09 0.00 0.00 0.52 0.08 196 378 364 0.91 0.13 0.00
0.00 1.01 0.29 197 364 379 0.33 0.35 0.00 0.00 0.65 ' 0.19 198 365 380 -0.03 0.00 0,00 0.00 0.02 0.00 199 365 380 0.00 0.00 0,00 0.00 0.Q1 0.00 200 383 382 -0.12 0.03 0.00 0.00 0.24
0,03 201 383 384 0.06 0.01 0,00 0.00 0.12 0.01 202 384 385 0.03 0.00 0.00 0,00 0.05 0.00 203 386 388 -0.09 0.01 0.00 0.00 0.18 0.02 204 384 386 -0.03 0.00 0.00 0.00 0.06 0.00 FiJl'!llame:
D:IAOdlwlI\9$.I2J\Ma:xOLlt.....k4 
PIPELINE RESULTS PIPE NODE I FI .TE HEAD PUMP LINt:: HU NUMBER #1 #2 LOSS HEAD LOSS VELO. , 1000 205 386 387 0.00 0.00 0.00 0.00 0.01 0.00 206 385 387 -0.04 0.00 0.00 0.00 0.08 0.00
207 387 389 -0.08 0.01 0.00 0.00 0.15 0.01 208 388 389 0.13 0.00 0.00 0.00 0.09 0.00 209 519 382 -0.71 0.02 0.00 0.00 0.50 0.071 210 382 381 -0.88 0.05 0.00 0.00 0.62 0.10 211 381 380
-2.23 0.09 0.00 0.00 1.10 0.21 212 380 381 0.11 0.09 0.00 0.00 0.49 0.22 213 380 379 -0.41 0.31 0.00 0.00 0.81 0.29 214 380 379 -2.75 0.31 0.00 0.00 1.35 0.31 215 380 379 -0.14 0.31
0.00 0.00 0.61 0.32 216 379 378 -2.91 0.47 0.00 0.00 1.43 0.34 217 379 378 -0.14 0.47 0.00 0.00 0.63 0.35 218 377 378 6.01 2.07 0.00 0.00 2.96 1.32 219 376 377 6.34 0.81 0.00 0.00 3.12
1.45 220 375 376 6.65 0.59 0.00 0.00 3.28 1.59 221 374 375 6.61 0.54 0.00 0.00 3.25 1.57 222 374 373 -2.62 0.84 0.00 0.00 2.90 2.03 223 373 372 -2.68 1.47 0.00 0.00 2.96 2.12 224 372
374 0.36 2.31 0.00 0.00 1.60 1.92 225 372 371 0.47 0.09 0.00 0.00 0.52 0.08 226 370 541 -0.04 0.00 0.00 0.00 0.09 0.00 227 370 371 -0.57 0.D1 0.00 0.00 0.63 0.12 230 390 391 -0.04 0.00
0.00 0.00 0.07 0.00 231 520 391 -0.15 0.01 0.00 0.00 0.30 0.05 232 391 392 -0.23 0.48 0.00 0.00 1.01 0.83 233 392 519 -0.39 3.94 0.00 0.00 1.74 2.24 234 381 393 1.07 1.33 0.00 0.00 2.11
1.70 235 381 393 0.34 1.33 0.00 0.00 1.52 1.75 236 394 380 -0.83 1.04 0.00 0.00 1.64 1.07 237 378 397 1.93 0.88 0.00 0.00 2.14 1.16 238 399 400 -0.53 0.29 0.00 0.00 1.04 0.46 239 400
401 -0.83 1.20 0.00 0.00 1.63 1.05 240 393 401 1.20 2.45 0.00 0.00 2.36 2.09 241 395 394 -0.18 0.12 0.00 0.000.51 0.17 Fill:na.me: D:\Addi.son\96-113\Maxolll wk4 
PIPELINE RESULTS II PIPE NUMBER NODE #1 NODE #2 ,TE HEAD LOSS ......r HEAD LOSS LINE VELO. HU 1000 242 396 395 .-0.04 0.00 0.00 0.00 0.11 0.01 243 397 396 0.51 1.07 0.00 0.00 1.44 1.12
244 398 397 0.33 2.49 0.00 0.00 1.45 1.60 245 398 377 -0.21 0.46 0.00 0.00 0.95 0.73 246 376 398 0.20 1.27 0.00 0.00 0.89 0.65 247 526 415 0.55 0.30 0.00 0.00 1.08 0.49 248 411 525 -0.01
0.00 0.00 0.00 0.03 0.00 249 408 401 -0.23 0.96 0.00 0.00 1.04 0.B7 250 411 408 -0.26 0.31 0.00 0.00 1.16 1.06 251 409 408 0.14 0.05 0.00 0.00 0.61 0.32 252 402 409 0.17 0.57 0.00 0.00
0.74 0.46 253 402 409 0.19 0.57 0.00 0.00 0.B4 0.58 254 402 403 -0.40 0.36 0.00 0.00 1.80 2.38 255 404 393 -0.16 0.20 0.00 0.00 0.72 0.43 256 404 403 0.74 2.23 0.00 0.00 3.28 7.24 257
410 403 -0.23 0.56 0.00 0.00 1.04 0.86 258 404 405 -0.62 0.36 0.00 0.00 1.22 0.62 259 405 394 -0.59 0.23 0.00 0.00 1.16 0.56 260 395 405 0.07 0.10 0.00 0.00 0.33 0.10 261 406 410 0.04
0.03 0.00 0.00 0.19 0.04 262 407 406 0.11 0.28 0.00 0.00 0.49 0.22 263 396 407 0.46 2.95 0.00 0.00 2.02 2.97 264 407 532 0.23 0.97 0.00 0.00 1.03 0.85 265 531 409 -0.18 0.29 0.00 0.00
0.79 0.52 266 534 411 0.09 0.03 0.00 0.00 0.18 0.02 267 537 414 -0.71 0.47 0.00 0.00 1.39 0.79 268 413 397 -1.62 1.10 0.00 0.00 1.80 0.84 269 414 413 -1.55 3.24 0.00 0.00 3.06 . 3.39
270 410 424 0.19 1.63 0.00 0.00 0.86 0.60 271 417 415 -0.10 0.30 0.00 0.00 0.42 0.16 272 416 415 -0.36 0.09 0.00 0.00 0.71 0.23 273 527 416 -0.27 0.51 0.00 0.00 1.22 1.15 274 417 416
-0.06 0.21 0.00 0.00 0.48 0.29 275 418 417 -0.12 0.47 0.00 0.00 0.97 1.07 276 422 418 -0.07 0.07 0.00 0.00 0.30 0.09 r :; . 
PIPELINE RESULTS Ii PIPE I NODE •FLOWRATEI HEAD pUMP MINOR LINE I HD NUMBER #1 #2 ,LOSS I HEAD LOSS I ! VELO. 1000 277 419 424 0.35 0.63 0.00 0.00 0.69 0.21 . 278 536: 535 -0.13 0.23
0.00 0.00 0.58 0.29 279 419 425 0.11 0.30 0.00 0.00 0.47 0.20 280 538 420 -0.35 0.06 0.00 0.00 0.70 0.22 281 414 420 0.80 0.75 0.00 0.00 1.57 0.99 282 420 426 0.38 0.35 0.00 0.00 0.75
0.25 283 422 529 -0.04 0.02 0.00 0.00 0.19 0.04 284 423 422 0.07 0.05 0.00 0.00 0.31 0.09 285 424 423 0.19 0.63 0.00 0.00 0.85 0.59 286 425 424 0.33 0.33 0.00 0.00 0.66 0.20 287 425
426 -0.34 0.19 0.00 0.00 0.67 0.21 288 427 421 -0.14 0.24 0.00 0.00 0.62 0.34 289 428 422 -0.13 0.22 0.00 0.00 0.60 0.31 290 428 427 0.01 0.00 0.00 0.00 0.04 0.00 291 428 429 0.09 0.15
0.00 0.00 0.74 0.64 292 429 430 0.01 0.02 0.00 0.00 0.09 0.01 293 530 430 0.01 0.00 0.00 0.00 0.06 0.01 294 430 432 -0.04 0.02 0.00 0.00 0.31 0.13 295 434 423 0.00 0.00 0.00 0.00 0.02
0.00 296 434 433 0.13 0.22 0.00 0.00 0.56 0.28 297 434 435 -0.18 0.36 0.00 0.00 0.78 0.51 298 431 427 -0.08 0.20 0.00 0.00 0.36 0.12 299 432 431 0.04 0.05 0.00 0.00 0.18 0.03 300 432
433 -0.20 0.20 0.00 0.00 0.90 0.66 301 435 433 0.18 0.57 0.00 0.00 0.79 0.52 302 435 424 -0.48 0.28 0.00 0.00 0.94 0.38 303 375 437 -0.15 1.12 0.00 0.00 0.66 0.38 304 373 436 0.03 0.00
0.00 0.00 0.05 . 0.00 305 437 436 -0.19 0.26 0.00 0.00 0.86 0.61 306 437 539 -0.17 0.21 0.00 0.00 0.74 0.47 307 442 443 -0.18 0.58 0.00 0.00 0.79 0.52 308 436 441 -0.36 1.50 0.00 0.00
1.61 1.95 309 438 372 5.72 0.06 0.00 0.00 1.25 0.16 310 438 372 0.36 0.06 0.00 0.00 0.72 0.23 311 440 438 5.97 0.19 0.00 0.00 1.31 0.17 
II PIPELINE RESULTS PIPE I NODE NODE IF=OWRATEI HEAD 􀁾􀀠POMp MINOR LINE HU ' NUMBER #1 I #2 􀁬􀁏􀁉􀀩􀁾􀀮􀀠 .HEAD I lOSS VEla. i 1000 I 312 439 438 0.25 0.06 0.00 0.00 0.50 0.12 313
440 439 0.35 0.13 0.00 0.00 0.69 0.22 314 441 440 -0.57 0.23 0.00 0.00 1,12 0.53 315 438 444 0.07 0.09 0.00 0.00 0.30 0.09 316 439 445 -0.01 0.00 0.00 0.00 0.02 0.00 317 446 440 7.00
0.11 0.00 0.00 1.53 0.22 318 441 447 0.09 0.01 0.00 0.00 0.19 0.02 319 444 371 0.12 0.06 0.00 0.00 0.52 0.24 320 445 444 0.10 0.15 0.00 0.00 0.42 0.16 321 446 445 0.15 0.24 0.00 0.00
0.64 0.36 322 447 446 -0.63 0.35 0.00 0.00 1.24 0.64 323 447 540 0.60 0.73 0.00 0.00 1.18 0.58 324 369 368 . -0.09 0.06 0.00 0.00 0.42 0.16 325 368 367 -0.02 0.01 0.00 0.00 0.10 0.01
326 367 366 0.00 0.00 0.00 0,00 0.01 0.00 327 446 369 .(J.06 0.11 0.00 0.00 . 0.28 0.08 328 448 368 -0.04 0.00 0.00 0.00 0.08 0.00 329 449 448 0.00 0.00 0.00 0.00 0.02 0.00 330 446 449
-0.09 0.17 0.00 0.00 0.41 0.16 331 449 453 -0.12 0.17 0.00 0.00 0.54 0.26 332 459 446 7.68 0.58 0.00 0.00 1.68 0.27 333 368 450 -0,16 0.04 0.00 0.00 0.31 0.05 334 367 450 -0.05 0.03
0.00 0.00 0.23 0.05 335 450 451 -0.24 0.04 0.00 0.00 0.48 0.11 336 451 452 -0.32 0.03 0.00 0.00 0.63 0.18 337 454 451 -0.05 0.00 0.00 0.00 0,09 0.01 338 454 452 -0.04 0.03 0.00 0.00
0.20 0.04 339 366 454 .(J.07 0.07 0.00 0.00 0.30 ' 0.09 340 366 455 0.03 0.01 0.00 0.00 0.15 0.02 341 460 455 -0.10 0.33 0.00 0.00 0.80 0.74 342 452 453 -0.40 0.06 0.00 0.00 0,78 0.27
343 453 459 -0:55 0.25 0.00 0.00 1.08 0,50 345 455 456 -0.09 0.19 0,00 0.00 0.42 0,16 346 456 457 -0.15 0.14 0.00 0.00 0.65 0.36 347 458 457 0.20 0.05 0.00 0.00 0.57 0.20 Fi!enam(!:
D;\AddiscnW6-t2l'IMII.'IOI,lt.wk4 
PIPELINE RESULTS l'iPc NODE : NODE IFL.u""" I t:. NUMBER #1 􀀣􀁾􀀠 348 458 459 349 468 459 350 459 468 351 469 458 352 461 460 353 462 461 354 464 463 355 465 464 356 462 465 357 467
462 358 467 465 359 471 467 360 463 466 361 466 472 362 468 470 363 468 469 364 469 473 365 473 471 367 472 471 500 500 314 501 500 502 502 502 501 503 502 503 504 501 504 505 502 506
506 503 507 507 505 504 508 505 506 509 506 507 510 504 508 511 508 334 512 505 508 513 507 333 514 329 509 515 509 330 -0.12 7.95 -0.45 0.14 -0.04 0.03 0.02 0.08 0.03 0.09 0.09 0.21
-0.04 -0.12 -8.49 0.03 -0.16 . OA6 -0.22 0.22 -0.16 -0.06 0.13 -0.51 -0.29 -0.37 0.16 -0.04 -0.36 -0.42 -0.61 -0.15 -0.77 0.14 0.15 HEAD LOSS 0.03 0'.27 0.27 0.30 0.14 0.01 0.00 0.17
0.01 0.07 0.07 OAl 0.04 0.03 0.29 0.00 0.27 0.94 0.59 0.02 0.63 0.05 0.08 0.16 0.24 0.39 0.02 0.00 0.06 0.35 0.41 0.33 0.65 0.34 0.10 PUMP HEAD 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 LOSS : 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ! 􀁈􀁾􀀠 VELO. 1000 0.33 0.07 1.74 0.28 0.89 0.34
0.60 0.31 0.28 0.11 0.13 0.02 0.08 0.01 0.37 0.13 0.12 0.02 0.39 0.14 DAD 0.15 0.94 0.72 0.19 0.04 0.23 0.03 1.86 0.32 0.13 0.02 0.72 0.44 2.06 3.07 0.97 0.77 0.43 0.09 0.69 0.40 0.28
0.08 0.57 0.29 1.45 1.13 1.28 1.27 1.65 2.04 0.31 0.05 0.08 . 0.00 0.72 0.23 '. 1.20 0.81 1.72 1.56 0.66 0.38 1.52 0.92 0.62 0.33 0.68 0.39
07109/96 Sbimek..l;u::cbs &: Finklea PIPELINE RESULTS II PIPE I NoDE NODE II'[OWRATEJ HEAD PUMp MINOR UNE HU ' NUMBER #1 ---_... I #2 LOl!!.S I HEAD I LOSS I VELO. I ... 1000 i 516 510
512 0.05 0.06 0.00 0.00 0.21 0.04' i 517 510 511 0.07 0.06 0.00 0.00 0.30 0.09 518 511 332 0.04 0.01 0.00 0.00 0.16 0.03 519 511 512 0.00 0.00 0.00 0.00 0.00 520 0.02 513 512 -0.01 0.00
0.00 0.00 0.04 0.00 521 332 514 -0.03 0.01 0.00 0.00 0.11 0.01 522 513 514 0.01 0.00 0.00 0.00 0.04 0.00 523 331 513 0.04 0.04 0.00 0.00 0.16 0.03 524 515 348 0.20 0.00 0.00 0.00 0.10
0.00 525 516 515 3.31 1.13 0.00 0.00 3.67 3.14 526 516 347 5.84 0.67 0.00 0.00 2.88 1.25 527 340 517 -0.49 0.27 0.00 0.00 0.96 0.39 528 351 518 0.30 0.14 0.00 0.00 0.58 0.16 529 519
388 0.28 0.00 0.00 0.00 0.20 0.01 530 520 521 -0.10 0.02 0.00 0.00 0.20 0.02 531 521 392 -0.13 0.47 0.00 0.00 0.58 0.30 532 400 520 -0.21 0.48 0.00 0.00 0.95 0.73 533 522 399 -0.50 0.01
0.00 0.00 0.55 0.09 534 522 523 -0.16 0.17 0.00 0.00 0.69 0.40 535 523 525 -0.07 0.06 0.00 0.00 0.09 536 0.31 523 524 -0.11 0.07 0.00 0.00 0.48 0.21 537 524 400 -0.37 0.07 0.00 0.00
0.73 0.24 538 524 525 0.17 0.01 0.00 0.00 0.34 0.06 539 526 522 -0.63 0.22 0.00 0.00 0.70 0.15 540 527 421 0.18 0.23 0.00 0.79 0.52 541 0.00 528 527 -0.07 0.19 0.00 0.00 0.59 0.42 542
418 528 0.02 0.01 0.00 0.00 0.18 0.05 543 . 0.09 544 528 529 0.07 0.04 0.00 0.00 0.30 529 421 -0.01 0.00 0.00 0.00 0.00 546 0.05 429 530 0.04 0.01 0.00 0.00 0.20 0.04 547 533 531 -0.04
0.04 0.00 0.00 0.18 0.03 548 531 532 0.01 0.00 0.00 0.05 0.00 549 0.00 532 533 0.10 0.04 0.00 0.00 0.43 0.17 550 533 534 0,01 0.00 551 0.00 0.00 0.00 0.04 532 535 -0.02 0.00 0.00 0.00
0.07 0.01
PIPELINE RESULTS PIPE NUMBER NODE #1 NODE #2 HEADLOSS PUMP HEAD LOSS LINE : HU VELa. 1000 552 535 534 0.34 0.04 0.00 0.00 0.66 0.20 553 536 534 -0.10 0.18 0.00 0.00 0044 0.18 554 536
419 0.20 0.12 0.00 0.00 0.91 0.67 555 419 538 -0.39 0.18 0.00 0.00 0.77 0.26 556 537 538 0.13 0.33 0.00 0.00 0.58 0.29 557 537 535 0.53 0.17 0.00 0.00 1,04 0.46 558 442 539 0.08 0,10
0.00 0.00 0.34 0.11 559 443 540 -0.28 0.12 0.00 0.00 0.55 0.14 560 539 540 -0.20 0.80 0.00 0.00 0.90 0.67 561 372 541 0.09 0.10 0.00 0.00 0.38 0.13 562 300 542 -0.11 0,01 0.00 0.00 0.22
0.03 563 542 543 -0.16 0.06 0.00 0.00 0.31 0.05 564 302 543 -0.13 0.02 0.00 0.00 0.26 0.03 565 543 309 -0.37 0.31 0.00 0.00 0.72 0.23 566 309 314 -0.54 1.03 0.00 0.00 1.05 0.47 567 342
544 -0.03 0.01 0.00 0.00 0.12 0.02 568 340 545 -0.16 0.26 0,00 0.00 0.69 0.41 569 515 546 3.07 0.16 0.00 0.00 1.51 0.38 570 547 544 0.17 0.20 0.00 0.00 0.76 0.49 571 547 548 -0.14 0.16
0.00 0.00 0.60 0.31 572 549 551 -1.72 0.10 0.00 0.00 1.22 0.32 573 545 552 -0.31 0.12 0.00 0.00 0.60 0.60 0.17 574 550 551 1.87 0.07 0.00 0.00 1.32 0.37 575 552 551 ·0,08 0.07 0.00 0.00
0.37 0.13 576 552 517 0.10 0.11 0.00 0.00 0042 0.16 577 546 548 -0.08 0.06 0.00 0.00 0.35 0.12 578 548 550 -0.29 0.11 0.00 0.00 0.58 0.16 579 552 553 -0041 0.21 0.00 0.00 0.81 . 0.29
580 554 517 0.45 0.19 0.00 0.00 0.89 0.34 581 346 553 0.56 0.31 0.00 0.00 1.10 0.51 582 553 554 0.31 0.12 0.00 0.00 0.60 0.17 583 553 354 -0.25 0.20 0.00 0.00 0.50 0.12 584 554 518 -0.18
0.02 0.00 0.00 0.36 0.06 585 547 549 -0.09 0.10 0.00 0.00 0040 0.14 700 600 601 -5.22 0.00 0.00 0.02 1.64 0.32 S'lge Ie 
I pipE I NODE NODE 􀁎􀁕􀁍􀁂􀁅􀁾􀀠 #1 I #2 701 601 602 702 602 603 703 603 604 704 604 605 705 605 606 706 606 607 707 607 608 708 625 600 709 609 601 710 609 617 711 602 610 712 610
618 713 611 603 714 611 619 715 612 604 716 612 620 717 613 605 718 613 621 719 606 614 720 614 622 721 615 607 722 615 623 723 608 626 724 617 616 725 617 618 726 618 619 727 619 620
728 620 621 729 621 622 730 622 623 731 623 624 732 626 625 733 470 626 734 470 473 800 365 700 IFLOWRATE I 3.91 3.91 3.91 3.91 3.91 3.91 3.91 -5.22 9.13 -9,13 a 0 a 0 0 0 3.91 -5.94
-3.19 -3.19 -3,19 -3,19 -3.19 -3.19 -3.19 -5,22 -9.13 0.65 0 HEAD LOSS I 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.Q7 0,06 0 a a a a a 0.Q1 a 0 0 0 a 0 0 a 0.02 0.16 0,02 0 pOMp HEAD
I 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 186.25 0.00 MINOR LOSS I 0.00 0.00 0.00 0.24 0.00 0.00 0.01 0.42 8.20 3.80 LINE VELa. I 1.23 1.23 1.23 . 1.23 1.23 1.23 1.23 1.64 6.48 4,50
HU 1000 I 0.19 0.19 0.19 0.19 0.19 0.19 0.19 0.32 6.45 2.65 a a a a a a a a a a a a a 0 0 a a a a 0 a a a a 0 a a 0 0 a 0 0 a a a 0.24 0 0 0 0 a 0 0 0 0.02 0.11 a 0 0 1.23 0.96 0.51
0.51 0,51 0,51 0.51 0.51 0.51 1,64 2 1.27 a 0 0,19 0.08 0.02 0.02 0.02 0.02 0,02 0.02 0.02 0.32 0,37 0.67 a 
PIPELINE RESULTS I PiPE I NODE . NUMBER. #1 I NODE #2 I F[OWRATE I HEAD LOSS I pUMp HEAD I MINOR LOSS I [lNE VELa. I HD 1000 I 801 700 701 a a a a a a 802 701 702 a a a a a a 803 703
700 804 704 701 805 705 702 806 703 704 a a a a a a 807 704 705 a a a a a a 808 706 705 a a a a a a 858 346 550 2.23 0.39 a a 1.58 0.51 997 616 a -5.94 a a a 0.96 0.08 998 624 a -3.19
a a a 0.51 0.02 999 706 a a a a a a a 
JUNCTION NODE RESULTS [ JUNCTIoN [DEMAND! JUNCnoN NUMBER TYPE· TITLE !!:AI' DEMAND In, GRADE JUr.... I I .... " ELEVATION • HEAD JUN\.; I IV,," PRESSURE! 300 1 0.20 758.12 638.00 120.12
52.05 301 1 0.23 758.15 639.00 119.15 51.63 302 1 0.13 758.17 643.00 115.17 49.91 303 1 0.06 757.67 648.00 109.67 47.52 304 1 0.13 757.55 651.00 106.55 46.17 305 1 0.11 757.54 661.00
96.54 41.83 306 1 0.12 758.27 647.00 111.27 48.22 307 1 0.18 757.61 647.00 110.61 47.93 308 1 0.18 757.57 655.00 102.57 44.45 309 1 0.09 758.50 638.00 120.50 52.22 310 1 0.22 758.49
643.00 115.49 50.04 311 1 0.17 757.96 646.00 111.96 48.52 312 1 0.17 758.92 643.00 115.92 50.23 313 1 0.05 759.05 644.00 115.05 49.85 314 1 0.12 759.53 618.00 141.53 61.33 315 1 0.19
759.58 623.00 136.58 59.18 316 1 0.12 759.58 631.00 128.58 55.72 317 1 0.10 759.57 640.00 119.57 51.81 318 1 0.14 759.59 644.00 115.59 50.09 319 1 0.09 759.19 642.00 117.19 50.78 320
1 0.06 758.80 632.00 126.80 54.95 321 1 0.07 758.58 632.00 126.58 54.85 322 1 0.05 758.13 630.00 128.13 55.52 323 1 0.10 757.97 639.00 118.97 . 51.55 324 1 0.08 755.52 622.00 133.52
57.86 325 1 0.09 760.24 629.00 131.24 56.87 326 1 0.09 759.24 641.00 118.24 51.24 327 1 0.07 760.80 634.00 126.80 54.95 328 1 0.11 760.64 638.00 122.64 53.14 329 1 0.08 760.80 638.00
122.80 53.21 330 1 0.09 760.37 641.00 119.37 51.73 331 1 0.09 754.30 639.00 115.30 49.96 332 1 0.06 754.25 632.00 122.25 52.98 333 1 0.08 761.13 616.00 145.13 62.89 334 1 0.08 761.16
634.00 127.,16 55.10 ! Page I 
JUNCTION NODE RESULTS ..lUNG IIVI'I ..lUNG IIVI'I II:A" I nJi I JUNCTION :"PRE : JUNCTIOJif NUMBER TYPE TITLE DEMAND GRADE : ELEVATION HEAD • PRESSURE 335 1 0.16 761.26 640.00 121.26
52.55 336 1 0.09 761.25 642.00 119.25 51.68 337 1 0.04 761.24 636.00 125.24 54.27 338 1 0.07 761.24 638.00 123.24 5340 339 1 0.08 76046 639.00 121.46 52.63 340 1 0.08 761.56 613.00 148.56
64.38 341 1 0.09 761.80 631.00 130.80 56.68 342 1 0.05 761.60 640.00 121.60 52.69 343 1 0.10 761.55 642.00 119.55 51.81 344 1 0.08 761.31 641.00 120.31 52.14 345 1 0.09 755.39 646.00
109.39 4740 346 1 0.15 762.46 621.00 141.46 61.30 347 1 0.10 762.52 636.00 126.52 54.83 348 1 0.12 762.06 637.00 125.06 54.19 349 1 0.08 755.96 638.00 117.96 51.11 350 1 0.06 755.95
631.00 124.95 54.14 351 1 0.16 762.19 613.00 149.19 64.65 352 1 0.09 762.36 621.00 141.36 61.25 353 1 0.12 762.36 627.00 135.36 58.66 354 1 0.12 762.36 623.00 139.36 60.39 355 1 0.17
762.59 631.00 131.59 57.02 356 1 0.12 761.29 630.00 131.29 56.89 357 1 0.11 761.67 632.00 129.67 56.19 358 1 0.11 756.98 627.00 129.98 56.32 359 1 0.15 756.38 621.00 135.38 58.67 360
1 0.11 755.85 617.00 138.85 60.17 361 1 0.11 755.82 605.00 150.82 65.35 362 1 0.11 755.81 604.00 151.81 65.78 363 1 0.08 762.47 625.00 13747 59.57 364 1 0.12 756.47 620.00 136.47 59.14
365 1 SURV. DISCH. 0.00 755.81 594.50 161.31 69.90· 366 1 0.03 763.46 622.00 141.46 61.30 367 1 0.03 763.46 623.00 140.46 60.86 368 1 0.05 76345 625.00 13845 59.99 369 1 0.03 763.39
629.00 134.39 58.23 Filename: 0:\Add00n\96..!21\MUOI.ILwlc4 
JUNCTION NODE RESULTS JUNCilUN NUMBER TYPE TITLE ,IIJN\.iTRm "'" DEMAND in" GRADE JUNIi "V," ELEVATION , HEAD JUNIi'IUN PRESSURE 370 1 0.04 762.81 631.00 131.81 57.12 371 1 0.02 762.82
631.00 131.82 57.12 372 1 0.09 762.91 648.00 114.91 49.80 373 1 0.03 761.44 639.00 122.44 53.06 374 1 0.07 760.61 633.00 127.61 55.30 375 1 0.10 760.06 630.00 130.06 56.36 376 1 0.11
759.48 627.00 132.48 57.41 377 1 0.12 758.66 629.00 129.66 56.19 378 1 0.12 756.60 626.00 130.60 56.59 379 1 0.08 756.13 607.00 149.13 64.62 380 1 0.08 755.81 595.00 160.81 69.69 381
1 0.05 755.72 588.00 167.72 72.68 382 1 0.05 755.67 581.00 174.67 75.69 383 1 0.06 755.64 591.00 164.64 71.35 384 1 0.07 755.64 586.00 169.64 73.51 385 1 0.06 755.64 583.00 172.64 74.81
386 1 0.06 755.64 581.00 174.64 75.68 387 1 0.04 755.64 573.00 182.64 79.14 388 1 0.06 755.65 578.00 177.65 76.98 389 1 0.05 755.65 569.00 186.65 80.88 390 1 0.04 751.24 578.00 173.24
75.07 391 1 0.04 751.24 587.00 164.24 71.17 392 1 0.03 751.72 582.00 169.72 73.54 393 1 0.06 754.39 603.00 151.39 65.60 394 1 0.06 754.77 611.00 143.77 62.30 395 1 0.07 754.65 621.00
133.65 57.92 396 1 0.09 754.65 626.00 128.65 55.75 397 1 0.13 755.72 624.00 131.72 57.08 398 1 0.09 758.20 628.00 130.20 56.42 399 1 0.03 750.45 585.00 165.45 71.70 400 1 0.14 750.74
593.00 157.74 68.36 401 1 0.14 751.94 597.00 154.94 67.14 402 1 0.05 751.60 605.00 146.60 63.53 403 1 0.10 751.96 609.00 142.96 61.95 404 1 0.04 754,19 607.00 147.19 63.78 
JUNCTION NODE RESULTS 1\ 􀁊􀁾􀁾􀁾􀁾􀁾􀀺􀀠I􀁛􀁪􀁾􀁾􀁄􀁲􀀠 JUNCTION I!:AI .HYI JUNC-IIUN " JUNC'IION TITLE DEMAND • GRADE ELEVATION HEAD PRESSURE 405 1 0.04 754.55 615.00 139.55 60.47
406 1 0.07 751.43 611.00 140.43 60.85 407 1 0.11 751.70 634.00 117.70 51.00 408 1 0.11 750.98 606.00 144.98 62.82 409 1 0.04 751.03 609.00 142.03 61.55 410 1 0.08 751.40 613.00 138.40
59.97 411 1 0.37 750.66 607.00 143.66 62.25 413 1 0.07 754.62 614.00 140.62 60.93 414 1 0.05 751.38 588.00 163.38 70.80 415 1 0.09 749.92 579.00 170.92 74.06 416 1 0.03 749.83 570.00
179.83 77.93 417 1 0.03 749.62 579.00 170.62 73.93 418 1 0.03 749.14 584.00 165.14 71.56 419 1 0.14 750.39 596.00 154.39 66.90 420 1 0.06 750.63 592.00 158.63 68.74 421 1 0.03 749.10
570.00 179.10 77.61 422 1 0.05 749.08 580.00 169.08 73.27 423 1 0.13 749.13 579.00 170.13 73.72 424 1 0.20 749.77 585.00 164.77 71.40 425 1 0.12 750.10 577.00 173,10 75.01 426 1 0,04
750.29 589.00 161.29 69.89 427 1 0.Q7 748.86 563.00 185.86 80.54 428 1 0.03 748.86 579.00 169.86 73.61 429 1 0.04 748.71 579.00 169.71 73.54 430 1 0.06 748.69 570.00 178,69 77.43 431
1 0.12 748.66 547,00 201.66 87.39 432 1 0.12 748.71 570.00 178.71 77.44 433 1 0.10 748,92 572.00 176.92 76.66 434 1 0.05 749.13 574.00 175.13 75.89 435 1 0.12 749.49 571.00 178.49 77.35
436 1 0.20 761.44 637.00 124.44 53.92 437 1 0.21 761,18 631.00 130.18 56.41 438 1 0.06 762.97 648.00 114.97 49.82 439 1 0.11 763.03 644.00 119.03 51.58 440 1 0..11 763.17 644.00 119.17
51.64 Filename: D:\Addil\Ol'!\%-IZJ\MuoutwI(4 
JUNCTION NODE RESULTS JUNC-"VN NUMBER TYPE .JUI".. "u" TITLE I::AII DEMAND , , , ... "AUI.I(.,; GRADE "U"'... ,'U"" ELEVATION HEAD JUNC"'VN PRESSURE 441 1 0.11 762_94 641.00 121.94 52.84
442 1 0.10 761.50 619.00 142.50 61.75 443 1 0.10 762.08 623.00 139.08 60.27 444 1 0.05 762.88 631.00 131.88 57.15 445 1 0.04 763.03 639.00 124.03 53.75 446 1 0.06 763.27 636.00 127.27
55.15 447 1 0.13 762.93 636.00 126.93 55.00 448 1 0.04 763.45 620.00 143.45 62.16 449 1 0.03 763.44 618.00 145.44 63.03 450 1 0.03 763.49 610.00 153.49 66.51 451 1 0.03 763.53 602.00
161.53 70.00 452 1 0.03 763.56 602.00 161.56 70.01 453 1 0.03 763.61 602.00 161.61 70.03 454 1 0.02 763.53 597.00 166.53 72.16 455 1 0.03 763.45 575.00 188.45 81.66 456 1 0.05 763.64
601.00 162.64 70.48 457 1 0.05 763.78 618.00 145.78 63.17 458 1 0.05 763.83 617.00 146.83 63.63 459 1 0.05 763.86 613.00 150.86 65.37 460 1 0.06 763.11 567.00 196.11 84.98 461 1 0.06
762.97 603.00 159.97 69.32 462 1 0.03 762.97 605.00 157.97 68.46 463 1 0.06 762.79 556.00 206.79 89.61 89.61 464 1 . 0.06 762.80 562.00 200.80 87.01 465 1 0.03 762.97 578.00 184.97 80.15
466 1 0.08 762.83 554.00 208.83 90.49 467 1 0.03 763.04 592.00 171.04 74.12 468 1 0.06 764.13 625.00 139.13 60.29 469 1 0.06 764.12 621.00 143.12 62.02 470 1 CELEST. DISC 0.00 764.41
599.00 165.41 71.68 471 1 0.03 763.45 602.00 161.45 69.96 472 1 0.10 762.86 570.00 192.86 83.57 473 1 0.02 764.39 599.00 165.39 71.67 500 1 0.12 759.55 619.00 140.55 60.90 501 1 0.11
760.23 626.00 134.23 58.17 
JUNCTION NODE RESULTS JUNCllUN .IU I". IIU'. ICJ" in. :! JUNC;1I0N JUNC;IIUN • NUMBER TYPE TITLE DEMAND GRADE Li:LEVATION HEAD PRESSURE. 502 1 0.07 760.18 620.00 140.18 60.74 503 1 0.07
760.10 619.00 141.10 61.14 504 1 0.07 760.39 627.00 133.39 57.80 505 1 0.03 760.42 622.00 138.42 59.98 506 1 0.03 760.42 621.00 139.42 60.41 507 1 0.03 760.48 616.00 144.48 62.61 • 508
1 0.03 760.75 632.00 128.75 55.79 509 1 0.08 760.46 640.00 120.46 52.20 510 1 0.10 754.32 618.00 136.32 59.07 511 1 0.04 754.26 616.00 138.26 59.91 512 1 0.04 754.26 623.00 131.26 56.88
513 1 0.04 754.26 627.00 127.26 55.15 51L 1 0.06 754.26 630.00 124.26 53.85 515 1 0.04 762.06 638.00 124.06 53.76 516 1 ADDISON 1-MG 0.00 763.20 637.00 126.20 54.69 517 1 0.06 761.84
607.00 154.84 67.10 518 1 0.12 762.05 602.00 160.05 69.35 1 : 519 0.04 755.65 587.00 168.65 73.08 520 1 0.04 751.23 589.00 162.23 70.30 521 1 0.03 751.24 594.00 157.24 68.14 522 1 0.02
750.44 583.00 167.44 72.56 523 1 0.02 750.61 583.00 167.61 72.63 524 1 0.09 750.68 588.00 162.68 70.49 525 1 0.09 750.67 590.00 160.67 69.62 526 1 0.08 750.22 582.00 168.22 72.89 527
1 0.02 749.32 564.00 185.32 80.31 528 1 0.03 749.13 579.00 170.13 73.72 529 1 0.03 749.09 579.00 170.09 73.71 530 1 0.04 748.70 580.00 168.70 73.10 531 1 0.13 750.74 601.00 149.74 64.89
532 1 0.16 750.74 619.00 131.74 57.09 533 1 0.13 750.70 616.00 134.70 58.37 534 1 0.15 750.70 613.00 137.70 59.67 535 1 0.05 750.74 611.00 139.74 60.55 536 1 0.03 750.51 604.00 146.51
63.49Puge6 
JUNCTION JUNt,.;"UN II::JI.II n NUMBER TYPE TITLE DEMAND GRADE JUNCTION NODE RESULTS 􀁾􀁾􀁄􀀠 JUh... "UN PRESSURE 62.36 68.72 56.50 56.85 54.08 54.66 51.65 50.96 61.46 52.82 50.83 53.93
56.73 58.96 57.85 61.94 65.07 68.48 72.01 72.02 72.02 72.02 72.01 71.91 71.91 71.91 71.90 6.38 8.05 8.05 8.05 8.05 8.05 8.05 8.05 . 537 1 538 1 539 1 540 1 541 1 542 1 543 1 544 1 545
1 546 1 547 1 548 1 549 1 550 1 551 1 552 1 553 1 554 1 600 1 601 1 602 1 603 1 604 1 605 1 . 606 1 607 1 608 1 609 1 610 1 611 1 612 1 613 1 614 1 615 1 616 1 CELEST. DISC CELEST. DISC
CELEST. DISC CELEST. DISC CELEST. DISC CELEST. DISC CELEST. DISC CELEST. DISC CELEST. DISC CELEST. PUMP CEL. EXISTP CELEST.FUTU CELEST. PUMP CELEST. FUTU CEL. FUTURE CELEST. PUMP 6MG
G.S.OUT 0.05 0.09 0.11 0.11 0.04 0.04 0.08 0.07 0.09 0.04 0.05 0.08 0.05 0,07 0.06 0.09 0.09 0.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
750.91 750.58 761.39 762.20 762.81 758.13 758.19 761.60 761.83 761.90 761.80 761.96 761.90 762.07 762.00 761.94 762.15 762.03 765.17 765.19 765.19 765.19 765.19 764.95 764.95 764.95
764.93 587.22 591.08 591.08 591.08 591.08 591.09 591.09 591.09 607.00 592.00 631.00 631.00 638.00 632.00 639.00 644.00 620.00 640.00 644.50 637.50 631.00 626.00 628.50 619.00 612.00
604.00 599.00 599.00 599.00 599.00 599.00 599.00 599.00 599.00 599.00 572.50 572.50 572.50 572.50 572.50 572.50 572.50 572.50 143.91 158.58 130.39 131.20 124.81 126.13 119.19 117.60
141.83 121.90 117.30 124.46 130.90 136.07 133.50 142.94 150.15 158.03 166.17 166.19 166.19 166.19 166.19 165.95 165.95 165.95 165.93 14.72 18.58 18.58 18.58 18.58 18.59 18.59 18.59 
JUNCTION NODE RESULTS IJUNCTiON IDEMAND it:A. 'n" ... : .IU"'" 􀀢􀁕􀁉􀁾 􀁵􀀮􀁾􀀢􀀮".... 􀁊􀁕􀁾􀁾􀁾􀁾􀁕􀁎􀀠 NUMBER : TYPE .... I DEMAND. GRADE ELEVATION HEAD . PRESSURE 617 1 CELEST.
SUCT 0.00 591.08 572.50 18.58 8.05 618 1 CELEST. SUCT 0.00 591.08 572.50 18.58 8.05 619 1 CELEST. SUCT 0.00 591.08 572.50 18.58 8.05 620 1 CELEST. SUCT 0.00 591.08 572.50 18.58 8.05
621 1 CELEST. SUCT 0.00 591.08 572.50 18.58 8.05 622 1 CELEST. SUCT ·0.00 591.09 572.50 18.59 8.05 623 1 CELEST. SUCT 0.00 591.09 572.50 18.59 8.05 624 1 6MGG.S.OUT 0.00 591.09 572.50
18.59 8.05 625 1 CELEST. DISC 0.00 764.73 599.00 165.73 71.82 626 1 CELEST. DISC 0.00 764.69 599.00 165.69 71.80 700 1 SURV. DISCH. 0.00 755.81 596.25 159.56 69.14 701 1 SURVEYOR DIS
0.00 755.81 696.25 59.56 25.81 702 1 SURV. DISCH. 0.00 755.81 696.25 59.56 25.81 703 1 SURV.SUCT. 0.00 641.67 596.00 45.67 19.79 704 1 SURV. DISCH. 0.00 641.67 596.00 45.67 19.79 705
. 1 SURV. SUCT. 0.00 641.67 596.00 􀀴􀀵􀀮􀀶􀀷􀁾􀀠 19.79i , :1 706 1 SURV. SUCT. O.OOi 􀀶􀀴􀁾􀀮􀀶􀀷􀀠 596.00 45.671 19.79 i 
REGULATING VALVE REPORT valve posItion controlled Valve Valve Type Node Pipe Setting Status (ft or mlldl PSV 610 711 872,50 Closed upstream Downstream Grade Grade Iftl Iftl 765,19 591,08
Tnrougn Flow (madl 0,00 SUMMARY OF INFLOWS AND OUTFLOWS (+) INFLOWS INTO THE SYSTEM FROM BOUNDARY NODES (-) OUTFLOWS FROM THE SYSTEM INTO BOUNDARY NODES Pipe I Flow Rate I I Number (mgd)
170 9.15 997 5.94 998 3.19 999 0.00 NET SYSTEM INFLOW 18.28 NET SYSTEM OUTFLO 0.00 NET SYSTEM DEMAN = 18,28 •••• CYBERNET SIMULATION COMPLETED .DATE: 710511996 TIME: 16:56:29 "'" I 
j 1 ,I I j I .1 TOWN OF ADDISON 777 SERVICE AREA MINIMUM HOURLY DEMAND ON DAY OF MAXIMUM DEMAND 
Cybernetversion2.18a. SN: 1132100118-1000 Extended Description: MINIMUM HOUR DEMAND ON DAY OF MAXIMUM DEMAND ONE PUMP ON AT CELESTIAL PUMP STATION NO PUMPS ON AT SURVEYOR PUMP STATION
uNITS FLOWRATE HEAD (HGL) PRESSURE ::;PEl.;IFlcl.J = million gallons/day = feet " psig OUTPUT OPTION DATA OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT J j NUMBER
OF PIPES (p) = 397 NUMBER OF JUNCTION NODES (j)= 262 1 NUMBER OF PRIMARY LOOPS (I) = 132 I NUMBER OF BOUNDARY NODE (f) = 4 NUMBER OF SUPPLY ZONES z = 1 *********************************************
SIMULATION RESULTS ********************************************* The results are obtained after 13 trials with an accuracy =0.00058 The regulating valves required 2 adjustments. SIMULATION
DESCRIPTION CyberNet Version 2.18a. Copyright 1991.92 Haestad Methods Inc. Run Description: MINIMUM HOUR .1 Drawing: ADDSN_BO r .J 
PIPELINE RESULTS 1 1, 1 PIPE NUMBER NODE #1 -WOOC #2 FI ........"'II::: HEAD LOSS PUMP HEAD LOSS LINE VELO. HU 1000 100 301 300 0.01 0.00 0.00 0.00 0.04 0.00 101 302 301 0.05 0.00 0.00
0.00 0.06 0.00 102 303 302 -0.05 0.01 0.00 0.00 0.13 0.01 103 304 303 -0.03 0.00 0.00 0.00 0.08 0.01 104 304 305 0.00 0.00 0.00 0.00 0.01 0.00 105 305 304 -0.01 0.00 0.00 0.00 0.02 0.00
106 302 306 -0.10 0.00 0.00 0.00 0.11 0.00 107 307 303 -0.01 0.00 0.00 0.00 0.04 0.00 108 305 308 -0.01 0.00 0.00 0.00 0.03 0.00 109 306 307 0.02 0.02 0.00 0.00 0.10 0.01 110 307 308
0.00 0.00 0.00 0.00 0.02 0.00 111 310 309 -0.02 0.00 0.00 0.00 0.07 0.00 112 306 310 -0.14 0.01 0.00 0.00 0.15 0.01 113 310 311 0.04 0.01 0.00 0.00 0.09 0.00 114 311 308 0.03 0.01 0.00
0.00 0.13 0.02 115 310 312 -0.20 0.01 0.00 0.00 0.22 0.02 116 312 313 -0.21 0.00 0.00 0.00 0.23 0.02 117 313 318 -0.26 0.01 0.00 0.00 0.29 0.03 118 321 313 -0.04 0.01 0.00 0.00 0.08
0.00 119 323 311 0.01 0.00 0.00 0.00 0.05 0.00 120 323 322 -0.02 0.01 0.00 0.00 0.11 0.01 121 315 500 500 -0.02 0.00 0.00 0.00 0.04 0.00 122 316 315 -0.08 0.01 0.00 0.00 0.16 0.01 123
317 316 . -0.08 0.01 0.00 0.00 0.15 0.01 124 312 317 -0.01 0.02 0.00 0.00 0.10 0.02 125 318 317 -0.05 0.00 0.00 0.00 0.10 0.01 126 319 318 -0.03 0.01 0.00 0.00 0.14 0.02 127 320 319
-0.02 0.01 0.00 0.00 0.07 . 0.01 128 321 320 -0.02 0.00 0.00 0.00 0.09 0.01 129 322 321 -0.05 0.01 0.00 0.00 0.22 0.05 130 322 324 0.02 0.01 0.00 0.00 0.08 0.01 131 314 503 -0.12 0.05
0.00 0.00 0.24 0.03 132 315 501 -0.10 0.06 0.00 0.00 0.27 0.05 133 325 316 0.01 0.00 0.00 0.00 0.06 0.00 134 325 327 -0.03 0.02 0.00 0.00 0.13 0.02 J 
PIPELINE RESULTS ! j I I j PIPE NUMBER NODE #1 NODE #2 lit:: HEAD LOSS 0.04 -PUMP HEAD 0.00 LOSS 0.00 LINt:: VELa. 0.30 HU 1000 135 337 327 0.07 0,09 136 339 325 0.00 0,00 0.00 0.00
0.02 0.00 137 327 329 0.03 0.01 0.00 0.00 0.13 0.02 138 318 339 -0.26 0.02 0.00 0.00 0.19 0.01 139 339 328 -0.27 0.00 0.00 0.00 0.19 0.01 140 329 328 0.31 0.00 0.00 0.00 0,22 0.01 141
338 329 0.31 0.01 0.00 0.00 0.22 0.01 142 319 326 0.00 0.00 0.00 0.00 0.00 0.00 143 320 326 -0.01 0.01 0.00 0.00 0.06 0.00 144 326 330 -0.03 0.02 0.00 0.00 0.13 0.02 145 324 510 0.00
0.00 0.00 0.00 0.01 0.00 146 328 509 0.02 0.01 0.00 0.00 0.07 0.01 147 514 331 -0.04 0.01 0.00 0,00 0.16 0.03 148 334 333 -0.12 0.01 0.00 0.00 0.13 0.01 149 334 335 -0.03 0.00 0.00 0.00
0.04 0.00 150 336 335 -0.51 0,04 0.00 0.00 0.56 0.10 151 337 336 -0.55 0.03 0.00 0.00 0.61 0.11 152 338 337 -0.48 0.05 0.00 0,00 0.53 0.09 153 333 340 -0,33 0.15 0.00 0.00 0.64 0.19
154 335 341 -0.57 0.10 0.00 0.00 0.63 0,12 155 336 342 -0.06 0.06 0.00 0.00 0.27 0.07 156 338 343 0.16 0.00 0.00 0.00 0.08 0.00 157 341 545 -0.10 0.10 0.00 0.00 0.46 0.19 158 342 341
-0.11 0.08 0.00 0.00 0.49 0,21 159 343 544 -0.12 0,13 0.00 0.00 0.55 0.27 160 343 344 0.01 0.00 0.00 0.00 0.03 0.00 161 330 344 -0.02 0.02 0.00 0.00 0.09 0.01 162 331 345 -0.07 0.15
0.00 0.00 0.31 -0.09 163 341 549 -0.59 0,02 0.00 0.00 0.42 0.04 164 343 546 0.26 0.00 0.00 0.00 0.13 0.00 165 344 348 -0.03 0.03 0.00 0.00 0.12 0.02 166 345 349 -0.04 0.05 0.00 0.00
0.16 0.03 167 345 350 -0.05 0.07 0.00 0.00 0,21 0.04 168 347 346 -3.65 0.30 0.00 0.00 1.80 0.52 169 348 347 0.63 0.01 0.00 0.00 0.31 0.02 
PIPELINE RESULTS -pJpC NODE dt: HEAD PUMP LINE HU NUMBER #1 #2 LOSS HEAD LOSS VELO. 1000 170 516 0 6.03 0.22 0.00 0.00 2.97 1.32 171 346 355 -4.08 0.91 0.00 0.00 2.01 0.64. 172 348 357
-2.04 0.10 0.00 0.00 1.00 0.18 173 351 352 ·0.25 0.27 0.00 0.00 0.71 0.31 174 352 363 -0.42 0.26 0.00 0.00 0.83 0.30 175 354 351 0.27 0.19 0.00 0.00 0.54 0.14 176 353 352 -0.15 0.03
0.00 0.00 0.30 0.05 177 353 363 -0.38 0.29 0.00 0.00 0.75 0.25 178 354 353 -0.51 0.06 0.00 0.00 1.01 0.43 179 355 364 0.28 0.07 0.00 0.00 0.55 0.14 180 356 355 -0.23 0.96 0.00 0.00 1.03
0.85 181 357 356 -2.03 0.14 0.00 0.00 1.00 0.18 182 358 357 0.03 0.02 0.00 0.00 0.11 0.01 183 358 349 0.02 0.01 0.00 0.00 0.08 0.01 184 349 350 -0.03 0.01 0.00 0.00 0.14 0.02 185 359
358 0.06 0.12 0.00 0.00 0.28 0.08 186 359 350 0.09 0.11 0.00 0.00 0.39 0.14 I 187 360 359 -0.02 0.00 0.00 0.00 0.07 0.01 188 361360 0.00 0.00 0.00 0.00 0.00 0.00 189 361 360 0.00 0.00 0.00 0.00 0.00 0.00 190 362 361 0.02 0.00 0.00 0.00 0.05 0.00 191 365 362 0.05 0.00 0.00 0.00 0.09 0.00 192 363 370 -0.82 0.66
0.00 0.00 1.61 1.03 193 355 372 -4.62 1.08 0.00 0.00 2.27 0,81 194 356 374 -1.81 0.18 0.00 0.00 0.89 0.14 195 364 359 0.19 0.02 0.00 0.00 0.22 0.02 196 378 364 0.25 0.01 0.00 0.00 0.28
0.03 J 197 364 379 0.03 0.01 0.00 0.00 0.07 ' 0.00 198 365 380 -0.04 0.00 0.00 0.00 0.02 0.00 I 199 365 380 -0.01 0.00 0.00 0.00 0.01 0.00 .J 200 383 382 -0,02 0.00 0.00 0.00 0.04 0.00
201 383 384 0.01 0.00 0.00 0.00 0.02 0.00 202 384 385 0.00 0.00 0.00 0.00 0.01 0.00 203 386 388 -0.02 0.00 0.00 0.00 0.03 0.00 204 384 386 -0.01 0.00 0.00 0.00 0.01 0.00
PIPELINE RESULTS 􀁎􀁾􀁾􀁅􀀠 I FlOWRATE I LINE I AD VELO_ 100D m 205 386 387 0_00 0.00 0.00 0.00 0.00 0.00 206 385 387 -0.01 0.00 0.00 0.00 0.01 0.00 207 387 389 -0.01 0.00 0.00 0.00
0.03 0.00 . j 208 388 389 0.02 0.00 0.00 0.00 0.01 0.00 209 519 382 -0.11 0.00 0.00 0.00 0.08 0.00 210 382 381 -0.14 0.00 0.00 0.00 0.10 0.00 211 381 380 -0.33 0.00 0.00 0.00 0.16 0.01
212 380 381 0.02 0.00 0.00 0.00 0.07 0.01 213 380 379 -0.06 0.01 0.00 0.00 0.13 0.01 214 380 379 -0.43 0.01 0.00 0.00 0.21 0.01 215 380 379 -0.02 0.01 0.00 0.00 0.10 0.01 216 379 378
-0.48 0.02 0.00 0.00 0.23 0.01 217 379 378 -0.02 0.02 0.00 0.00 0.10 0.01 218 377 378 1.06 0.08 0.00 0.00 0.52 0.05 219 376 377 1.11 0.03 0.00 0.00 0.55 0.06 1 220 375 376 1.17 0.02
0.00 0.00 0.57 0.06 j 221 374 375 1.03 0.02 0.00 0.00 0.51 0.05 222 374 373 -2.54 0.79 0.00 0.00 2.81 1.92 223 373 372 -2.24 1.06 0.00 0.00 2.49 1.53 224 372 374 0.32 1.85 0.00 0.00
1.42 1.54 225 372 371 0.55 0.12 0.00 0.00 0.61 0.11 226 370 541 -0.09 0.01 0.00 0.00 0.19 0.02 227 370 371 -0.73 0.02 0.00 0.00 0.81 0.19 230 390 391 -0.01 0.00 0.00 0.00 0.01 0.00 231
520 391 -0.02 0.00 0.00 0.00 0.04 0.00 232 391 392 -0.03 0.01 0.00 0.00 0.14 0.02 233 392 519 -0.06 0.11 0.00 0.00 0.25 0.06 J 234 381 393 0.15 0.04 0.00 0.00 0.30 ·0.04 235 381 393
0.05 0.04 0.00 0.00 0.21 0.05 236 394 380 -0.12 0.03 0.00 0.00 0.23 0.03 J 237 378 397 0.28 0.03 0.00 0.00 0.31 0.03 238 399 400 -0.07 0.01 0.00 0.00 0.14 0.01 239 400 401 -p.12 0.03
0.00 0.00 0.23 0.03 240 393 401 0.17 0.06 0.00 0.00 0.33 0.05 241 395 394 -0.02 0.00 0.00 0.00 0.07 0.00 
PIPELINE RESULTS . ! J J I J J I I r'" NUMBER PIPE #1 #2 Ie HI::AIJ LOSS I PUMP HEAD LOSS LINE VELa. HU 1000 242 396 395 0,00 0,00 0,00 0,00 0.01 0,00 243 397 396 0,08 0.03 0.00 0,00
0.22 0.03 244 398 397 0,05 0.09 0,00 0.00 0,24 0,06 245 398 377 -0,04 0,02 0.00 0.00 0.16 0,03 246 376 398 0,03 0.05 0,00 0,00 0.15 0.03 247 526 415 0.08 0.01 0.00 0,00 0,15 0.01 248
411 525 -0,01 0.00 0,00 0,00 0.Q1 0.00 249 408 401 -0,03 0.02 0.00 0.00 0,14 0,02 250 411 408 -0,04 0.01 0,00 0,00 0,20 0,04 251 409 408 0.01 0.00 0.00 0.00 0.06 0.00 252 402 409 0.02
0.01 0.00 0.00 0.10 0,01 253 402 409 0,03 0.01 0.00 0.00 0.11 0.01 254 402 403 ,(),05 0.01 0.00 0.00 0,24 0,06 255 404 393 ,(),02 0,00 0.00 0.00 0,10 0.01 256 404 403 0,10 0.06 0.00
0.00 0.46 0.19 257 410 403 -0.03 0.02 0.00 0.00 0,15 0.02 258 404 405 -0,09 0.01 0.00 0.00 0.17 0.02 259 405 394 -0,08 0.01 0.00 0,00 0,16 0.01 260 395 405 0,01 0,00 0,00 0,00 0,05 0.00
261 406 410 0,01 0.00 0.00 0.00 0.03 0,00 262 407 406 0,02 0.01 0.00 0.00 0.07 0.01 263 396 407 0,06 0,08 0.00 0.00 0,29 0.08 264 407 532 0,03 0.03 0,00 0,00 0.15 0.02 265 531 409 -0,03
0.01 0,00 0.00 0.13 0.02 266 534 411 0.00 0,00 0,00 0,00 0.01 0.00 267 537 414 -0,10 0.01 0.00 0.00 0,19 0.02 268 413 397 -0.24 0.03 0.00 0.00 0,26 0,02 269 414 413 -0,23 0,09 0,00 0,00
0.44 ' 0,09 270 410 424 0.03 0,05 0.00 0,00 0.13 0.02 271 417 415 -0.Q1 0.01 0,00 0.00 0.06 0.00 272 416 415 -0,05 0.00 0,00 0,00 0.10 0.01 273 527 416 -0.04 0.01 0.00 0,00 0.18 0,03
274 417 416 .().01 0.01 0.00 0.00 0.07 0.Q1 275 418 417 -0.02 0,01 0.00 0.00 0.15 0,03 276 422 418 -0.01 0,00 0,00 0.00 0.05 0,00 
J ., j ] PIPE NODE NUMBER #1 277 419 278 536 279 419 280 538 281 414 282 420 283 422 284 423 285 424 286 425 287 425 288 427 289 428 290 428 291 428 292 429 293 530 294 430 295 434 296
434 297 434 298 431 299 432 300 432 301 435 302 435 303 375 304 373 305 437 306 437 307 442 308 436 309 438 310 438 311 440 NODE #2 424 535 425 420 420 426 529 422 423 424 426 421 422
427 429 430 430 432 423 433 435 427 431 , 433 433 424 437 436 436 539 443 441 372 372 438 PIPELINE RESULTS • 􀁟􀁾 •• 􀁒􀁁􀁉􀁾􀀠i 0.05 -0.02 0.02 -0.05 0.12 0.06 -0.01 0.00 0.02 0.05
-0.05 -0.02 -0.02 0.00 0.01 0.00 0.00 0.00 0.00 0.02 -0.02 -0.Q1 0.Q1 -0.03 0.02 -0.06 -0.15 -0.30 0.03 -0.23 -0.12 -0.30 7.38 0.47 7.52 I1I::AU LOSS 0.02 0.01 0.01 0.00 0.02 0.01 0.00
0.00 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.Q1 0.00 0.00 0.01 0.01 1.18 0.36 0.01 0.38 0.27 1.05 0.10 0.10 0.30 I"UMI" HEAD 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 LOSS 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 I.INI: VELO. 0.10 0.01 0.10 0.01 0.07
0.01 0.10 0.01 0.24 0.03 0.11 0.01 0.04 0.00 0.01 0.00 0.11 0.01 0.09 0.01 0.10 0.01 0.09 0.01 0.08 0.01 0.01 0.00 0.10 0.01 0.02 0.00 0.02 0.00 0.03 0.00 0.00 0.00 0.08 0.01 0.10 0.01
0.05 0.00 0.02 0.00 0.12 0.01 0.10 0.01 0.13 0.01 0.68 0.40 0.59 . 0.16 0.15 0.03 1.02 0.83 0.52 0.24 1.34 1.37 1.61 0.25 0.93 0.37 1.65 0.26􀁆􀁩􀁛􀁾􀀯􀁵􀁬􀁭􀁥􀀺􀀠D:\Addit.OlI\96-123\MiIlOUtwk4
P"",,6
PIPELINE RESULTS J j J I PIPE I NODE NUMBER 312 313 314 315 316 317 318 319 320 321 322 323 324 325 326 327 328 329 330 331 332 333 334 335 336 337 338 339 340 341 342 343 345 346 347
#1 439 440 441 438 439 446 441 444 445 446 447 447 369 368 367 446 448 449 446 449 459 368 367 450 451 454 454 366 366 460 452 453 455 456 458 NODE I #2 438 439 440 444 445 440 447 371
444 445 446 540 368 367 366 369 368 448 449 453 446 450 450 451 452 451 452 454 455 455 453 459 456 457 457 I FLoWRATE I 0.40 0.38 -0.22 0.07 -0.04 8.15 -0.10 0.18 0.12 0.16 -0.43 0.31
-0.14 -0.06 -0.05 -0.13 -0.07 -0.06 -0.17 -0.11 8.46 -0.15 -0.01 -0.17 -0.14 0.04 -0.01 0.02 -0.08 0.05 -0.16 -0.27 -0.03 -0.04 0.04 READ PUMP MINoR LINE LOSS I HEAD I LOSS I VELa. 0.14
0.00 0.00 0.79 0.16 0.00 0.00 0.76 0.04 0.00 0.00 0.44 0.09 0.00 0.00 0.30 0.00 0.00 0.00 0.07 0.14 0.00 0.00 1.78 0.01 0.00 0.00 0.19 0.13 0.00 0.00 0.79 0.23 0.00 0.00 0.53 0..30 0.00
0.00 0.72 0.17 0.00 0.00 0.85 0.22 0.00 0.00 0.61 0.12 0.00 0.00 0.60 0.04 0.00 0.00 0.24 0.04 0.00 0.00 0.22 0.43 0.00 0.00 0.59 0.01 0.00 0.00 0.13 0.06 0.00 0.00 0.26 0.49 0.00 0.00
0.73 0.14 0.00 0.00 0.49 0.70 0.00 0.00 1.85 0.04 0.00 0.00 0.30 0.00 0.00 0.00 0.05 0.02 0.00 0.00 0.33 0.01 0.00 0.00 0.27 0.00 0.00 0.00 0.07 0.00 0.00 0.00 0.07 0.01 0.00 0.00 0.11
0.05 0.00 0.00 0.34 0.09 0.00 0.00 0.39 0.01 0.00 0.00 0.31 0.07 0.00 0.00 0.54 0.02 0.00 0.00 0.14 0.01 0.00 0.00 0.17 0.00 0.00 0.00 0.13 RU I 1000 I 0.28 0.25 0.09 0.08 0.00 0.30
0.02 0.52 0.25 0.44 0.32 0.17 0.32 0.06 0.05 0.30 0.Q1 0.07 0.45 0.22 0.32 0.05 0.00 0.06 0.04 0.00 0.01 . 0.01 0.11 0.19 0.05 0.14 0.02 0.03 0.01 1 
PIPELINE RESULTS I j 1 l J . PIPE IIIUlJe NUMBER #1 348 458 349 468 350 459 351 469 352 461 353 462 354 464 355 465 356 462 357 467 358 467 359 471 360 463 361 466 362 468 363 468 364
469 365 473 367 472 500 500 501 500 502 502 503 502 504 501 505 502 506 503 507 505 508 505 509 506 510 504 511 508 512 505 513 507 514 329 515 509 Filcname: D:\AddiloDn\96-I:2J\MinouLwk.4
#2 459 459 468 458 460 461 463 464 465 462 465 467 466 472 470 469 473 471 471 314 502 501 503 504 506 507 504 506 507 508 334 508 333 509 330 • 􀁾􀁾 •••􀁾􀁉􀁃􀀠 0.08 8.20 -0.46 0.13
0.06 0.07 -0.02 -0.01 -0.03 0.04 0.03 0.07 -0.02 -0.03 -8.64 -0.03 -0.17 0.12 -0.05 0.00 -0.04 -0.02 0.04 -0.13 -0.07 -0.10 0.04 -0.01 -0.09 -0.10 -D.14 -D.03 -D.19 0.02 0.02 HI::AU
LOSS 0.01 0.28 0.28 0.27 0.34 0.03 0.00 0.00 0.01 0.01 0.01 0.05 0.01 0.00 0.30 0.00 0.29 0.08 0.04 0.00 0.06 0.00 0.01 0.01 0.02 0.03 0.00 0.00 0.00 0.02 0.03 0.02 0.05 0.01 0.00 PUMP
HEAD 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
LOSS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1]
VELa. I HU 1000 I 0.22 0.04 1.79 0.30 0.91 0.36 0.58 0.29 0,45 0.26 0.29 0.08 0.07 0.01 0.04 0.00 0.13 0.02 0.17 0.03 0.11 0.01 0.30 0.09 0.11 0.01 0.07 0.00 1.89 0.33 0.14 0.02 0.75
0,47 0.54 0.25 0.21 0.05 0.01 0.00 0.19 0.04 0.07 0.01 0.16 0.03 0.37 0.09 0.33 0.10 0.43 0.17 0.08 0.00 0.02 . 0.00 0.18 0.02 0.28 0.05 0.39 0.10 0.15 0.02 0.38 0.07 0.09 0.01 0.11
0.01 ''''', 
PIPELINE RESULTS ! ; J J 1'11'1: NUMBER #1 #2 dl: LOSS PUMP HEAD LOSS LIN!: VELO. HU 1000 516 510 512 -0.01 0.00 0.00 0.00 0.03 0.00 517 510 511 -0.01 0.00 0.00 0.00 0.04 0.00 518 511
332 -0.01 0.00 0.00 0.00 0.02 0.00 519 511 512 -0.01 0.00 0.00 0.00 0.03 0.00 520 513 512 0.02 0.00 0.00 0.00 0.09 0.01 521 332 514 -0.02 0.00 0.00 0.00 0.07 0.01 522 513 514 -0.01 0.00
0.00 0.00 0.04 0.00 523 331 513 0.02 0.01 0.00 0.00 0.08 0.Q1 524 515 348 -1.36 0.04 0.00 0.00 0.67 0.08 525 516 515 -1.76 0.35 0.00 0.00 1.95 0.98 526 516 347 -4.26 0.38 0.00 0.00 2.10
0.70 527 340 517 -0.28 0.10 0.00 0.00 0.55 0.14 528 351 518 0.50 0.36 0.00 0.00 0.98 0.41 529 519 388 0.05 0.00 0.00 0.00 0.03 0.00 530 520 521 -0.01 0.00 0.00 0.00 0.03 0.00 531 521
392 -0.02 0.01 0.00 0.00 0.08 0.01 532 400 520 -0.03 0.01 0.00 0.00 0.12 0.02 533 522 399 -0.07 0.00 0.00 0.00 0.08 0.00 534 522 523 -0.02 0.00 0.00 I 0.00 0.09 0.01 535 523 525 -0.01
0.00 0.00 0.00 0.04 0.00 536 523 524 -0.01 0.00 0.00 0.00 0.06 0.00 537 524 400 -0.05 0.00 0.00 0.00 0.10 0.01 538 524 525 0.03 0.00 0.00 0.00 0.05 0.00 539 526 522 -0.09 0.01 0.00 0.00
0.10 0.00 540 527 421 0.03 0.01 0.00 0.00 0.12 0.02 541 528 527 -0.01 0.01 0.00 0.00 0.09 0.01 542 418 528 0.00 0.00 0.00 0.00 0.02 0.00 543 528 529 0.01 0.00 0.00 0.00 0.05 . 0.00 544
529 421 0.00 0.00 0.00 0.00 0.01 0.00 546 429 530 0.01 0.00 0.00 0.00 0.03 0.00 547 533 531 -0.01 0.00 0.00 0.00 0.03 0.00 548 531 532 0.00 0.00 0.00 0.00 0.02 0.00 549 532 533 0.01
0.00 0.00 0.00 0.06 0.00 550 533 534 0.00 0.00 0.00 0.00 0.00 0.00 551 532 535 0.00 0.00 0.00 0.00 0.01 0.00 _,..9 
PIPELINE RESULTS PIPE NUMBER 552 553 554 555 556 557 558 559 560 561 562 563 564 565 J 566 567 1 568 569 570 571 572 573 574 575 576 577 578 ] 579 ) 580 581 582 I 583 .I 584 585 700
-wonE #1 535 536 536 419 537 537 442 443 539 372 300 542 302 543 309 342 340 515 547 547 549 545 550 552 552 546 548 552 554 346 553 553 554 547 600 NCfD-e#2 534 534 419 538 538 535
539 540 540 541 542 543 543 309 314 544 545 546 544 548 551 552 551 551 517 548 550 553 517 553 554 354 518 549 601 • .TC 0.04 -0.02 0.04 -0.06 0.02 0.07 0.10 -0.14 -0.15 0.10 -0.02
-0.02 -0.02 -0.06 -0.10 0.04 -0.06 -0.41 0.09 -0.04 -0.65 􀁾􀀰􀀮􀀱􀀸􀀠 0.55 0.11 -0.04 -0.16 -0.21 -0.27 0.33 -0.36 -0.14 -0.49 -0.48 -0.06 -5.10 HEAD LOSS 0.00 0.01 0.00 0.01 0.Q1 0.00
0.16 0.03 0.46 0.14 0.00 0.00 0.00 0.01 0.05 0.01 0.04 0.00 0.06 0.01 0.02 0.04 0.Q1 0.11 0.02 0.21 0.06 0.09 0.11 0.14 0.03 0.70 0.13 0.05 0.00 PUMP HEAD 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 . 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 LOSS 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 LINE VELO. 0.08 0.08 0.16 0.11 0.10 0.13
0.44 0.27 0.67 0.44 0.03 0.05 0.04 0.12 0.20 0.19 0.25 0.20 0.40 0.17 0.46 0.35 0.39 0.48 0.16 0.70 0.41 0.52 0.64 0.71 0.28 0.97 0.94 0.27 1.61 HU 1000 0.00 ! 0.01 i 0.03 0.01 0.01
0.01 0.17 0.04 0.39 0.18 0.00 0.00 0.00 0.01 0.02 0.04 0.06 0.01 0.15 0.03 0.05 0.06 0.04 0.21 0.03 0.42 0.08 . 0.13 0.19 0.22 0.04 0.41 0.38 0.07 0.30 Filename: D;l.AddillQ!'!\%-IlJ\Min!l1l1.wk4

PIPELINE RESULTS PIPE NOOe-,TE • HEAD LINE HU NUMBER PUMP #1 #2 LOSS HEAD VELO. ! LOSS 1000 701 601 602 3.83 0.00 0.00 0.00 1.21 0.18 702 602 603 3.83 0.00 0.00 0.00 1.21 0.18 703 603
604 3.83 0.00 0.00 0.00 1.21 0.18 704 604 605 3.83 0.00 0.00 0.23 1.21 0.18 705 605 606 3.83 0.00 0.00 0.00 1.21 0.18 706 606 607 3.83 0.00 0.00 0.00 1.21 0.18 707 607 608 3.83 0.00
0.00 0.01 1.21 0.18 708 625 600 -5.10 0.02 0.00 0.40 1.61 0.30 709 609 601 8.93 0.07 189.63 7.84 6.33 6.18 710 609 617 -8.93 0.06 0.00 3.63 4.40 2.54 711 602 610 712 610 618 0 0 0 0
0 0 j 713 611 603 1 714 611 619 0 0 0 0 0 0 I .I 715 612 604 716 612 620 0 0 0 0 0 0 1 i 717 613 605 718 613 621 0 0 0 0 0 0 719 606 614 720 614 622 0 0 0 0 0 0 721 615 607 722 615 623
0 0 0 0 0 0 723 608 626 3.83 0.01 0 0.23 1.21 0.18 724 617 616 -5.79 0 0 0 0.93 0.07 725 617 618 -3.14 0 0 0 0.5 0.02 726 618 619 -3.14 0 0 0 0.5 0.02 727 619 620 -3.14 0 0 0 0.5 0.02
i J , 728 620 621 -3.14 0 0 0 0.5 . 0.02 729 621 622 -3.14 0 0 0 0.5 0.02 730 622 623 -3.14 0 0 0 0.5 0.02 731 623 624 -3.14 0 0 0 0.5 0.02 732 626 625 -5.1 0.02 0 0.02 1.61 0.3 733
470 626 -8.93 0.15 0 0.11 1.95 0.35 734 470 473 0.29 0 0 0 0.57 0.15800 365 700 0 0 0 0 0 0Page II 
1"11"t: NUUt: NUMBER #1 801 700 802 701 803 703 804 704 805 705 806 703 807 704 808 706 858' 346 997 616 NUUt: #2 701 702 700 701 702 704 705 705 550 0 ! 998 6241 0 999 7061 0 ,,t ]
.j PIPELINE RESULTS ,I::: 0 a 0 0 a 0,77 -5.79 􀀭􀀳􀀮􀀱􀁾􀀱􀀠 Ht:.AU LOSS 0 0 0 0 a I"UMI" HEAD 0 0 0 0 0 0.05 1 0 a a 0 0 a 0 'LOSS 0 0 a a 0 0 0 0: a LINt: HU VELO. 1000 0 0 0 a 0
0 0 0 o! a 0.54 0.07 1 0.93 om 0,5 0.02 0 a !'use 12 
JUNCTION NODE RESULTS IJUNC)IUN -JUNCI,uN . 1 I I J 1 1 1 I 1 ; NUMBER . TYPE 300 1 301 1 302 1 303 1 304 1 305 1 306 1 307 1 308 1 309 1 310 1 311 1 312 1 313 1 314 1 315 1 316 1 317
1 318 1 319 1 320 1 321 1 322 1 323 1 324 1 325 1 326 1 327 1 328 1 329 1 330 1 331 1 332 1 333 1 334 1 JUl'fC"IIUN TITLE !::AI 1M • DEMAND GRADE 0.03 764.18 0.04 764.18 0.02 764.18
0.01 764.17 0.02 764.17 0.01 764.17 0.02 764.16 0.03 764.17 0.03 764.17 0.02 764.19 0.04 764.19 0.03 764.18 0.03 764.20 0.01 764.21 0.02 764.24 0.03 764.24 0.02 764.23 0.02 764.22 0.02
764.22 0.02 764.21 0.01 764.20 0.01 764.20 0.01 764.19 0.01 764.18 0.01 764.18 0.01 764.24 0.02 764.21 0.01 764.25 0.02 764.24 0.01 764.24 0.02 764.23 0.02 764.19 0.01 764.18 0.01 764.37
0.01 764.37 ELEVATION 638.00 639.00 643.00 648.00 651.00 661.00 647.00 647.00 655.00 638.00 643.00 646.00 643.00 644.00 618.00 623.00 631.00 640.00 644.00 642.00 632.00 632.00 630.00
639.00 622.00 629.00 641.00 634.00 638.00 638.00 641.00 639.00 632.00 616.00 634.00 r JU"''''"UN HEAD HEAD PRESSURE 126.18 54.68 125.16 54.25 121.16 52.51 116.17 50.34 113.17 49.04 103.17
44.70 117.18 50.78 117.17 50.77 109.17 47.31 126.19 54.68 121.19 52.52 118.18 51.21 121.20 52.52 120.21 52.09 146.24 63.37 141.24 61.20 133.23 57.73 124.22 53.83 120.22 52.10 122.21
52.96 132.20 57.29 132.20 57.29 134.19 58.15 125.18 . 54.24 142.18 61.61 135.24 58.60 123.21 53.39 130.25 '56.44 126.24 54.70 126.24 54.70 123.23 53.40 125.19 54.25 132.18 57.28 148.37
64.30 130.37 56.49
J U N C T I ON NO D ERE S U L T S l i ! j j .IIU.. NUMBER TYPE 335 1 336 1 337 1 338 1 339 1 340 1 341 1 342 1 343 1 344 1 345 1 346 1 347 1 348 1 349 1 350 1 351 1 352 1 353 1354 1355
1 356 1 357 1 358 1 359 1 360 1 361 1 362 1 363 1 364 1 365 1 366 1 367 1 368 1 369 1 JUNGllu,," TITLE SURV, DISCH. CAli DEMAND 1MTGRADE 0,03 764,37 0,01 764,33 0.00 764,30 0,01 764.25
0,01 764,24 0,01 764,53 0.01 764,47 0,01 764.39 0.02 764.25 0,01 764.25 0.D1 764,34 0.02 764.57 0,01 764.26 0,02 764,28 0,01 764,39 0,01 764.41 0.03 765.22 0,02 765.49 0,02 765,46 0,02
765.41 0,03 765.47 0,02 764.52 0.02 764,38 0,02 764.40 0,03 764.52 0,02 764.52 0,02 764,52 0.02 764.52 0.01 765.75 0.02 764,53 0,00 764,52 0,00 767.72 0,00 767.68 0,01 767.64 0.00 767.52
'" U "'" I 􀁉􀁖􀁉􀁾􀀠 ELEVATION 640.00 642.00 636.00 638.00 639,00 613.00 631.00 640.00 642.00 641,00 646.00 621.00 636,00 637.00 638.00 631.00 613,00 621,00 627.00 623.00 631.00 630.00
632.00 627.00 621.00 617.00 605.00 604,00 625.00 620.00 594.50 622,00 623,00 625.00 629.00 . m.m.t: 􀀢􀀧􀁕􀁎􀁬􀁩􀁉􀁉􀁖􀁉􀁾􀀠 HEAD PRESSURE 124,37 53.89 122.33 53,01 128,30 55.60 126.25
54.71 125,24 54.27 151,53 65,66 133.47 57,84 124,39 53,90 122.25 52.97 123,25 53.41 118,34 51,28 143.57 62,21 128.26 55,58 127,28 55,15 126,39 54,77 133.41 57,81 152,22 65,96 144,49
62.61 138.46 60,00 142.41 61,71 134.47 58.27 134,52 58.29 132,38 57,37 137.40 59,54 143.52 62.19 147.52 63.92 159.52 69,12 160.52 '69.56 140.75 60,99 144.53 62.63 170.02 73.67 145.72
63.14 144.68 62.69 142.64 61.81 138.52 60.03 Page2 I 
I JUNCTION NODE RESULTS I '1 I J NUMBER 370 371 372 373 374 375 376 377 378 379 380 381 382 383 384 385 386 387 388 389 390 391 392 393 394 395 396 397 398 399 400 401 402 403 404 ;nON
I I TYPE TITLE ..􀁾􀁄􀁅􀁍􀁁􀁎􀁄􀀠 GRADE JUfII.... I lUI'! • toA11 In, . JUNei lUI'! p JUNe) lUI'! 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.01 0.00 0.02
0.00 0.01 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.Q1 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.01 0.01 0.01 0.Q1 0.03 0.02 0.00 0.02 0.02 0.Q1 0.01 0,00 766.41 766.43 766.55 765.49
764.70 764.68 764.66 764.63 764.55 764.53 764.52 764.52 764.52 764.51 764.51 764.51 764.51 764.51 764.51 764.51 764.40 764.40 764.41 764.48 764.49 764.49 764.49 764.52 764.61 764.38
764.38 764.42 764.41 764.42 764.48 ELEVATION HEAD PRESSURE 631.00 631.00 648.00 639,00 633.00 630.00 627.00 629.00 626.00 607.00 595.00 588.00 581.00 591.00 586,00 583.00 581.00 573.00
578.00 569.00 578.00 587.00 582.00 603.00 611.00 621.00 626.00 624.00 628.00 585.00 593.00 597.00 605.00 609.00 607.00 135.41 58.68 135.43 58.69 118.55 51.37 126.49 54.81 131.70 57.07
134.68 58.36 137.66 59.65 135.63 58.77 138.55 60.04 157.53 68.26 169.52 73.46 176.52 76.49 183.52 79.52 173.51 75.19 178.51 77.36 181.51 78.66 183.51 79.52 191.51 82.99 186.51 80.82
195.51 84.72 186.40 80.77 177.40 76.87 182.41 79.04 161.48 . 69.98 153.49 66.51 143.49 62.18 138.49 60.01 140.52 60.89 136.61 59.20 179.38 77.73 171.38 74.27 167.42 72.55 159.41 69.08
165.42 67,35 157.48 68.24
01109/96 Shimtk, J&cobs &: Finklea JUNCTION NODE RESULTS 􀁾􀁉􀁏􀁎􀀠 NUMB§R 405 I 406 407 408 409 410 411 413 414 415 416 417 418 419 420 421 I 422 423 424 425 426 427 428 429 430 431
432 433 434 j '1 435 1 436 437 438 439 440 ..TYPE 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 TITLE !:All DEMAND n. GRADE 0.00 0.01 764.49 764.40 0.02 764.41
0.00 764.39 0.00 0.Q1 764.39 764.40 0.05 764.38 0.01 764.49 0.01 0.01 764.40 764.36 0.00 764.36 0.00 764.35 0.00 764.34 0.03 764.37 0.01 764.38 0.00 0.Q1 0.02 764.34 764.34 764.34 0.04
0.02 764.35 764.36 0.01 764.37 0.01 764.33 0.00 0.00 764.33 764.33 0.01 0.02 764.33 764.33 0.02 764.33 0.01 764.33 0.00 764.34 0.02 764.35 0.04 765.85 0.04 765.86 0.01 766.65 0.02 766.79
0.02 766.94 JUNClluN JUNCllUN , JUNC)IUN ELEVATION HEAD ! PRESSURE 615.00 611.00 634.00 606.00 609.00 613.00 607.00 614.00 588.00 579.00 570.00 579.00 584.00 596.00 592.00 570.00 580.00
579.00 585.00 577.00 589.00 563.00 579.00 579.00 570.00 547.00 570.00 572.00 574.00 571.00 637.00 637.00 631.00 648.00 644.00 644.00 149.49 64.78 153.40 66.47 130.41 56.51 158.39 68.64
155.39 67.34 151.40 65.61 157.38 68.20 150.49 65.21 176.40 76.44 185.36 80.32 194.36 84.22 185.35 80.32 180.34 78.15 168.37 72.96 172.38 74.70 194.34 84.21 184.34 79.88 185.34 80.31
179.35 77.72 187.36 81.19 175.37 75.99 201.33 87.24 185.33 80.31 185.33 80.31 194.33 84.21 217.33 94.17 194.33 84.21 192.33 '83.34 190.34 82.48 193.35 83.78 128.85 55.84 134.86 58.44
118.65 51.41 122.79 53.21 122.94 53.28 
071tl9!% Shimek, Jacobs & Finkka JUNCTION NODE RESULTS : :TJON D --;nJJifCi JON 1:)\.1 MIl JUNC'IVN NUMBER TYPE TITLE DEMAND GRADE ELEVATION HEAD PRESSURE 441 1 0.02 766.90 641.00 125.90
54.56 442 1 0.02 766.40 619.00 147.40 63.87 443 1 0.02 766.67 623.00 143.67 62.26 444 1 0.01 766.56 631.00 135.56 58.74 445 1 0.01 766.79 639.00 127.79 55.37 446 1 0.01 767.09 636.00
131.09 56.80 447 1 0.02 766.92 636.00 130.92 56.73 448 1 0.Q1 767.64 620.00 147.64 63.98 449 1 0.00 767.58 618.00 149.58 64.82 450 1 0.00 767.68 610.00 157.68 68.33 451 1 0.00 767.70
602.00 165.70 71.80 452 1 0,00 767.71 602.00 165.71 71.81 453 1 0.00 767.72 602.00 165.72 71.81 454 1 0.00 767.71 597.00 170.71 73.97 455 1 0.00 767.76 575.00 192.76 83.53 456 1 0.01
767.79 601.00 166.79 72.27 457 1 0,01 767.80 618.00 149.80 64.91 458 1 0.01 767.80 617.00 150,80 65.35 459 1 0.01 767.79 613.00 154.79 67.07 460 1 0.Q1 767.85 567.00 200.85 87.04 461
1 0,01 768.19 603.00 165.19 71,58 462 1 0,00 768.22 605.00 163.22 70,73 463 1 0.01 768.23 556.00 212.23 212.23 91.97 464 1 0.01 768,23 562.00 206.23 89.37 465 1 0.00 768.23 578.00 190.23
82.43 466 1 0.01 768.25 554.00 214.25 92.64 467 1 0.00 768.23 592.00 176.23 76.37 468 1 0.01 768.07 625.00 143.07 '62.00 469 1 0,01 768.08 621.00 147.08 63.73 470 1 CELEST. DISC 0.00
768.37 599.00 169.37 73.39 471 1 0.00 768.29 602.00 166.29 72.06 472 1 0.01 768.25 570.00 198.25 85.91 473 1 0.00 768.36 599.00 169.36 73.39 500 1 0.02 764.24 619.00 145.24 62.94 501
1 0.02 764.30 626.00 138.30 59.93
JUNCTION NODE RESULTS . j "'UN NUMBER TYPE JUNC'I'UN TITLE CII.' DEMAND...... I'" GRADE "UN'" IIvn ! ELEVATION • HEAD JUNGIIVN PRESSURE' 502 1 0.01 764.30 620.00 144.30 62.53 503 1 0.Q1
764.29 619.00 145.29 62.96 504 1 0.01 764.32 627.00 137.32 59.50 505 1 0.00 764.32 622.00 142.32 61.67 506 1 0.00 764.32 621.00 143.32 62.10 507 1 0.00 764.32 616.00 148.32 64.27 508
1 0.00 764.34 632.00 132.34 57.35 509 1 0.01 764.23 640.00 124.23 53.83 510 1 0.02 764.18 618.00 146.18 63.34 511 1 0.00 764.18 616.00 148.18 64.21 512 1 0.00 764.18 623.00 141.18 61.18
513 1 0.00 764.18 627.00 137.18 59.44 514 1 0.Q1 764.18 630.00 134.18 58.15 515 1 0.01 764.24 638.00 126.24 54.70 516 1 ADDISON 1-MG 0.00 763.89 637.00 126.89 54.98 517 1 0.01 764.63
607.00 157.63 68.31 518 1 0.02 764.86 602.00 162.86 70.57 519 1 0.01 764.51 587.00 177.51 76.92 520 1 0.01 764.40 589.00 175.40 76.00 521 1 0.00 764.40 594.00 170.40 73.84 522 1 0.00
764.38 583.00 181.38 78.60 523 1 0.00 764.38 583.00 181.38 78.60 524 1 0.01 764.38 588.00 176.38 76.43 525 1 0.Q1 764.38 590.00 174.38 75.57 526 1 0.01 764.37 582.00 182.37 79.03 527
1 0.00 764.35 564.00 200.35 96.82 528 1 0.00 764.34 579.00 185.34 80.31 529 1 0.00 764.34 579.00 185.34 '80.31 530 1 0.00 764.33 580.00 184.33 79.88 531 1 0.02 764.38 601.00 163.38 70.80
532 1 0.02 764.38 619.00 145.38 63.00 533 1 0.02 764.38 616.00 148.38 64.30 534 1 0.02 764.38 613.00 151.38 65.60 535 1 0.01 764.38 611.00 153.38 66.47 536 1 0.00 764.38 604.00 160.38
69.50 
-----JUNCTION NODE RESULTS 1 j I 1 ;TlON: JUNe) IUN ! NUMBER· TYPE TITLE 537 1 0.01 764.39 607.00 157.39 68.20 538 1 0.02 764.38 592.00 172.38 74.70 539 1 0.02 766.24 631.00 135.24 58.60
540 1 0.02 766.70 631.00 135.70 58.80 541 1 0.01 766.42 638.00 128.42 55.65 542 1 0.01 764.18 632.00 132.18 57.28 543 1 0.01 764.18 639.00 125.18 54.25 544 1 0.01 764.38 644.00 120.38
52.16 545 1 0.02 764.57 620.00 144.57 62.65 546 1 0.01 764.24 640.00 124.24 53.84 547 1 0.01 764.44 644.50 119.94 51.97 548 1 0.01 764.45 637.50 126.95 55.01 549 1 0.01 764.49 631.00
133.49 57.84 550 1 0.01 764.51 626.00 138.51 60.02 551 1 0.01 764.50 628.50 136.00 58.93 552 1 0.01 764.61 619.00 . 145.61 63.10 553 1 0.01 764.70 612.00 152.70 66.17 554 1 0.00 764.73
604.00 160.73 69.65 600 1 CELEST. DISC 0.00 769.09 599.00 170.09 73.70 601 1 CELEST. DISC 0.00 769.11 599.00 170.11 73.71 602 1 CELEST. DISC 0.00 769.11 599.00 170.11 73.71 603 1 CELEST.
DISC 0.00 769.11 599.00 170.11 73.71 604 1 CELEST. DISC 0.00 769.11 599.00 170.11 73.71 605 1 CELEST. DISC 0.00 768.88 599.00 169.88 73.61 606 1 CELEST. DISC 0.00 768.88 599.00 169.88
73.61 607 1 CELEST. DISC 0.00 768.88 599.00 169.88 73.61 608 1 CElEST. DISC 0.00 768.66 599.00 169.86 73.61 609 1 CElEST. PUMP 0.00 587.39 572.50 14.89 . 6.45 610 1 CEL. EXISTP 0.00
591.08 572.50 18.58 8.05 611 1 CELEST. FUTU 0.00 591.08 572.50 18.58 8.05 612 1 CElEST. PUMP 0.00 591.08 572.50 18.58 8.05 613 1 CElEST. FUTU 0.00 591.09 572.50 18.59 8.05 614 1 CEl.
FUTURE 0.00 591.09 572.50 18.59 8.05 615 1 CElEST. PUMP 0.00 591.09 572.50 18,59 8.05 616 1 6MGG,S,QUT 0,00 591,09 572.50 18.59 8.05 CAl n: DEMAND GRADE "UN\; IIUN • ELEVATION HEAD •
"UNI,;IIUN II I PRESSURE I Filename: D;\Addisort\96-I2)\Minoul.wit4 Page 7 
i ."V" NUMBER TYPE .. 1 618 617 1 . 1 619 1 620 1 621 1 622 1 623 1 1 625 1 626 1 700 624 1 701 1 702 1 703 1 704 1 J 705 1 " 706 .....J ,i ., ! J CELEST. SUCT 0.00 591.08 572.50 CELEST.
SUCT 0.00 591.08 572.50 CELEST.SUCT 0.00 591.08 572.50 CELEST. SUCT 0.00 591.0B 572.50 CELEST. SUCT 0.00 591.09 572.50 CELEST. SUCT 0.00 591.09 572.50 CELEST. SUCT 0.00 591.09 572.50
6MGG.S. OUT 0.00 591.09 572.50 CELEST. DISC 0.00 768.67 599.00 CELEST. DISC 0.00 768.63 599.00 SURV. DISCH. 0.00 764.52 596.25 SURVEYOR DIS i 0.00 764.52 696.25 SURV. DISCH. 0.00 764.52
696.25 SURV.SUCT. 0.00 641.67 596.00 SURV. DISCH. 0.00 641.67 596.00 SURV. SUCT. 0.00 641.67 596.00 SURV.SUCT. 0.00 641.67 5!;!El,()() JUNCTION NODE RESULTS 􀀮􀁊􀁕􀁉􀁾􀀢􀀬􀀢􀁶􀀢􀀠 "'All
nIl .JUN!;"VN TITLE DEMAND GRADE ELEVATION HEAD 18.58 18.58 18.58 18.58 18.59 1B.59 18.59 1B.59. 169.67 169.63 168.27 68.27 68.27 45.67 45.67 45.67 45.67 .JUN!; "V"" PRESSURE 8.05 B.05
8.05 B.05 B.05 8.05 8.05 B.05 73.52 73.51 72.92 29.58 29.58 19.79 19.79 19.79 19.79 ! 
REGULATING VALVE REPORT Valve PosItIon controlled Valve Valve Type Node Pipe Setting Status (ft or mad) PSV 610 711 872.50 Closed Upstream Downstrea Grade Grade (ftl {ftl 769.11 591.08
rough Flow (madl 0.00 il Pipe i",umber 170 997 998 999 IFlow Rate I . (mgd) . (6.03) I 5.79 3.14 0.00 NET SYSTEM INFLOW NET SYSTEM OUTFLO NET SYSTEM DEMAN SUMMARY OF INFLOWa...AND OUTFLOWS
(+) INFLOWS INTO THE SYSTEM FROM BOUNDARY NODES (-) OUTFLOWS FROM THE SYSTEM INTO BOUNDARY NODES ) = 8.93 1 = (6.03) ) ; = 2.90 ! 1 .... CYBERNET SIMULATION COMPLETED .... DATE: 7/05/1996
TIME: 16:56:34 1 
11 J U n D 3· -; ;< ::: il TOWN OF ADDISON, TEXAS 1996 WATER DISTRIBUTION REPORT Preptued By . SHIMEK, JACOBS & FINKLEA CONSULTING ENGINEERS 
Celestial Pump Station ()) $-􀁾􀀠 t ..1'-1' V.I.F. t CD x 1-1/2' Tube .. 􀁾􀀠1-112' 1/4' 􀁉􀀧􀁉􀁾􀀠 c.rt Plota...... ...;-􀁾􀀠1-112" Tubs wI 114' Fl....... Cut I>Ia\<9 . otla<hod to
Tubs. typ. x 1-11:2' Tubs ,\I II,!. Unl I 1+· ,! U II [ 1-1 I q !lIII' x !t.2'e..r 􀀵􀁬􀀮􀁯􀁯􀁾􀀠 "1 IrreQul... Potum• !lIII' HHH.... 4' • 4' GrId typo e'n1lN Grid. • 1-1/2" 80r St•••
Aeme Cutpl""" AUoch to Grid .......2>-112· o..plh C-c:honn<Il "lome Cut PI""" 􀀮􀁾􀁾􀀠 􀁾􀀠 I\l 􀁾􀀠 􀁾􀀠 􀁾􀀠 -: ;; ® Image E2 . }J 
SCHEMATIC LAYOUT 24" O.W.U. WAlER MAIN 84" O.W.U. WAlER MAIN ..LE GEND 90' BEND EXISTING PUMP Q 8@. COUPUNG Q FUTURE PUMP ....... PUMP COKIROL VALVE EXISTING SURGE VALVEI------------TEE
D 􀁾􀀠 CELESTIAL PUMP STp (BRANCH & RUN) D FUTURE SURGE VALVE I--------r---IMEK, JACOBS &: ANKLE ...􀀢􀀧􀁾􀀮􀁟􀀬􀀠.. <Va'''' ...........,...,..,..oc JULY, ' 24' RATE or flOW CONTROLlER
24" EXI5nNG 6 M.G. GROUND STORAGE Figure 6 TOWN OF ADDISO 
'] ] ] 1 REPORT ON J J 1996 WATER DISTRIBUTION SYSTEM ) J] D SHIMEK, JACOBS & CONSULTING ENGINEERS FINKLEA DALLAS, TEXAS J ! July, 19SJ6 j 1 
TOWN OF ADDISON, TEXAS 1996 WATER DISTRIBUTION SYSTEM REPORT TABLE OF CONTENTS Seetion Page No. General ...............................................................................................
........................................ 1 Definitions .. .... .... .............. ........................................................ .................................... ...............
1 Planning Area ..... ......... ..... ................................................. ....... .... ... ...... ... ........... ......... ............... 2 Projected Water Use .......................
............................................................................................. 2 Water Supply ..........................................................................................
..................................... 4 Water Distribution System ........................................................................... ... ... ......... ..... ... ........ 5 Pump
Stations .................................................................. ..................................... ...... ................. 5 Ground Storage Reservoir .................................
..................... ....... ...... ................. ....................... 7 Elevated Storage Tanks ................ .... ...... ............. ................ ...................................
..................... 7 Water Distribution SystemImprovements Plan "A" .................................................................. 8 Water Distribution System Improvements Plan "B" ............................................................
....... 9 Hydraulic Analysis ............ ........... ............................................................................................. 10 Water Distribution Map John W.
Birkhoff Texas P.E. No. 54137 Date: August 9, 1996 
Shim£k, Jacobs & Finklea 1996 WATER DISTRIBUTION SYSTEM REPORT GENERAL This analysis and report covers the analysis of the existing water distribution system for the Town of Addison.
Included is an improvement plan for the system and an overall master plan map. The water distribution system is near buildout conditions and this study is to confirm the adequacy of
that system and to size future imprOVements. DEFINITIONS The design of the water distribution system involves various rates of water use which are, generally, referred to as water demand.
The four most significant rates and a definition ofeach are: 1) Ayeraie Daily Demand: This rate is generally expressed in gallons per capita per day (gped) or in million gallons per
day (MGD). When referred to as gallons per capita per day, it represents the average daily amount used per person during the entire year. When referred to as million gallons per day,
it represents the average daily amount used by the entire City over a period of one year. 2) Maximum Daily Demand: This is the total amount of water used during the day of heaviest consumption
in any given year and the minimum rale which the high service pumps must be capable ofpumping. Water must be supplied to the pumps at this rate. 3) Maximum Hourly Demand: This is the
rate at which water is drawn from the entire system during the hour of maximum consumption on the day of maximum demand. This rate is generally of a short duration and is most economically
provided for by the use of elevated storage in addition to water supplied to the system by pumps. The distribution system, including storage and pumping capacity, must be able to satisfy
this demand. 1996 Water Distribution System Report Page J :_0" 
Shimek, Jacobs & Finklea 4) Minimum Hourly Demand: This is the rate at which water is drawn from the distribution system during the hour of minimum demand on the day of maximum demand.
This demand rate is used in the water distribution analysis to determine the adequacies of the system to replenish elevated storage. PLANNING AREA The planning area for this report includes
the entire area within the current Town limits and includes approximately 4-112 square miles. The existing Addison Airport remains as an airport in this analysis. The following is a
breakdown of land uses utilized in this report: • High Density Single Family ................................................................ 1,012 Lots • Low Density Single Family ..................
.................................................... 89 Acres • Apartments ........................................................................................... 253.8 Acres • Quorum
Circle and Northem Undeveloped Areas ............................... 274.6 Acres H ............... u ................... • Tollway Corridor ...........................................
364.9 Acres • Midway Road Office/Commercial... ..... .... ................ ............. ................ 81.5 Acres • Commercial Retail...................... ..... ..... ......... ...........
...... ....... .............. 456.5 Acres • Industrial ................................................................................................. 566 Acres • Schoo1lR.ecreation
Centers ...................................................................... 126 Acres PROJECTED WATER USE Hourly data from the summer of 1995 for pumpage and movement in elevated
storage was utilized to determine when the maximum hourly demand occurred and the peaking factor between the maximum daily demand and the maximum hourly demand. The graphical representation
for the peak day in 1995 is shown on Figures 1, 2 and 3. In addition, billing records were reviewed for August, 1995 for domestic and irrigation usage. Representative usage were formulated
for various land uses and applied globally to that land use. Based on studies completed from records of 1980, the representative usage were adjusted to simulate a summer demand similar
to the summer of 1980. The year 1980 was selected because demand far exceeded any that had been experienced in the past, largely because of the extremely hot summer weather. In fact,
there were approximately 60 consecutive days in which the temperature equaled or exceeded 100° F. 1996 Water Distribulfon System Report Page 2 
Shime/;. Jacobs & Finklea The following demands are utilized in this report: Quorum Circle & Northern Areas Corridor Road Office/Commercial Commercial Retail Industrial SchoolslRecreation
Centers gped = gallons per capital per day gpad = gallons per acre per day 5,000 10,000 7 3,000 4,500 ::-.:. -: t The calculated demands for various land uses results in the following
overall system demands: 1.13 2.27 0.26 0.51 0.76 1.52 Circle & Northern Areas 1.37 2.75 Corridor 2.55 3.83 Road Office/Commercial 0.24 0.37 Commercial Retail 1.37 2.05 • Industrial 1.70
2.55 SchoolslRecreation Centers 0.36 0.57 9.74 16.42 1996 Water Distribution System Report Page 3 
TOWN OF ADDISON -ESTIMATED TYPICAL • HOURLY WATER DEMAND CURVE 300 􀁾􀀠 o 250 II:: 􀁾􀀠 W Cl 􀁾􀀠 200 <I: 􀁾􀀠 􀁾i 150 0 II:: W tl. « 􀁾􀀠 100 w ::t 3 g 􀁾􀀠 50 « o 00:00 01:00 02:00
03:00 04:00 05:00 05:00 01:00 05:00 09:00 10:00 11:00 12:00 13:00 14:00 15:00 18:00 11:00 18:00 19:00 20:00 21:00 22:00 23:00 TIME Tuesday Aug. 29, 1995 SHIMEK. JACOBS & FlNKl.EA Figure
1 
TOWN OF ADDISON 1 MG ELEVATED STORAGE HOURLY LEVELS Tuesday Aug. 29, 1995 􀀵􀀰􀁾􀁔􀀠 􀁾􀁾􀁾􀀱􀀠 --------,------,---􀁾=􀀠'" 􀁾/1􀀠 . D L􀁽 􀁾􀁊'f􀀠-l\,1--jl --\ -+ 􀁾 􀁾􀀮􀀮􀁜􀀠 L l'
+ 􀁾....􀁾􀀠 /J: 􀁾􀀠 􀁾􀁾􀀠􀁾􀀠 L r \ P L l'\.TL-+-l 􀁾􀁜l'l 􀀠􀁾􀁾􀁾􀀠f/I '1'1 (J) 20 \J/@􀁾􀀠 +􀁾􀀠 [..i.Jj 10 1-+-+-+iT-1 I W o L-L......•.. 􀁾􀀠 00:00 02:00 04:00 06:00 08:00 10:00
12:00 14:00 16:00 18:00 20:00 22:00 01 :00 03:00 05:00 07:00 09:00 11 :00 13:00 15:00 17:00 19:00 21:00 23:00 TIME (hr) [=1MG Elevated Storage Tank Levels -40 ft Head Range ISHIMEK,
JACOBS & FINKLEAI Figure 2 
Hourly Demand Results For AU,CWIt 28 􀁾􀀠Augu.st 29, 1995 Total Houdy Volume into Volume out of NcrS),SMM DATE Time Pumpage Elev. Storage Elev. Storage Demand 01:00 02:00 03:00 04:00
05:00 06:00 07;00 08,00 0." 0." 0.0 0.0 0.0 􀁏􀁾􀀠 0.0 0.0 0.0 (19,00 10:00 11:00 12:00 13:00 t4:oo 15:00 16:00 11:00 U:OO 19:00 20:00 21:00 22:00 01:00 02;00 03;00 04:00 05:00 06:00
07:00 08:00 ",,,00 10:00 11:00 12;00 13:00 14;00 15;00 16;00 17:00 18:00 19:00 20:00 21:00 22:00 01:00 02:00 03;00 04,00 OS;OO OM" 07:00 08:00 09:00 10;00 11:00 12;00 13;00 14;00 15:00
16:00 17:00 18:00 19:00 20:00 21:00 22:00 ".0 Figure: 3 
Shimek. Jacobs & Finklea WATER SUPPLY All treated water consumed in Addison is supplied by Dallas Water Utilities (DWU) at two delivery points within the Addison system. DWU's overall
supply scheme includes an 84-inch transmission line between their Elm Fork Water Treatment Plant near I.H.-35 and Sandy Lake Road, and their East Side Water Plant near Forney, Texas.
This 84-inch line feeds their Jim Miller and Beltwood Pump Stations. The Beltwood Pump Station is also feed through a 60-inch transmission line from the Elm Fork Plant. A schematic of
this flow scheme is shown in Figure 4. The Town's Surveyor Pump Station feeds from the 60-inch transmission line through a 12-inch line and a meter rated at 4 MGD. The 60-inch line is
a one-way feed from the DWU Elm Fork Plant to the Beltwood Pump Station. The Town's Celestial Pump Station has a dual feed from DWU. The primary feed is from the 84-inch transmission
line through a 36-inch line and a meter rated at 20 MGD. The 84-inch line is a two way line so it can be be supplied from either the DWU Elm Fork or East Side Water Treatment Plant.
A second feed to Celestial is from the DWU transmission line between their Beltwood Pump Station and their Abrams Road Pump Station. This transmission line is supplied from the Elm Fork
Plant. DWU has secondary power sources at the treatment plants and at the Beltwood and Jim Miller Pump Stations. This dual feed being supplied from two water treatment plants appears
to be highly reliable. Further, the Town has four emergency meter locations from DWU. These meters are for emergency use and most likely can provide adequate pressure for a majority
of the Town. Areas in far north Addison may experience poor pressure if allowed to float on DWU pressure. These meters are located at the following locations: Location Emergency Meter
Connect jon Sjze Onches) Westgrove and Tollway ...,." ... , ..,..,"',.,., .... ,""", ................ ,'".. 6" Beltline Road and Addison Road ............................................
8" Beltline Road and Tollway.................................................... 10" Celestial Pump Station ................................ .......................... 10" 1996 Water
Distribution System REport Page 4 
84" DWU ELM FORK PlANT/STATION 54" ADDISON SURVEYOR PUMP STATION DALLAS WATER UTILITY EMERGENCY METERS 6" WESTGROVE & TOLLWAY 8" BELTLINE & ADDISON RD. 10" BELTLINE & TOLLWAY 10" CELESTIAL
PUMP STATION 24" P6" 36" i ADDISON IL 􀁐􀁕􀁾􀁔􀁌􀁅􀁓􀁔􀁉􀁁􀁌􀀠 STATION 􀁾􀁾....􀁾􀀢􀀢􀀬􀀢􀀢􀀢􀀬􀁾􀁵􀁭􀀻􀀺􀁉􀁩􀁾􀁾􀀠 ...􀁾􀁾􀀭􀀢􀀮􀀭􀀬􀀮􀀬􀀭􀀢..-."-..􀀭􀀮􀀭􀀮􀀭􀀮􀀭􀀭􀀮􀀬􀀭􀀭􀀮􀀭􀁾􀁾􀁾􀁾􀀭􀀭􀀭􀀭􀀭􀀮􀀭
􀀮􀀢􀀮􀀭􀀭 84"( TWO WAY FEED) BETWEEN PLANTS DWU ABRAMS STATION DWU EAST SIDE PLANT/STATION Figure 4 TOWN OF ADDISON DALLAS WATER UTILITIES SUPPLY SCHEMATIC SHIMEK, JACOBS &: FINKLEA
JULY, 1996 CONSULTING ENGINEERS 
Shimek, Jacobs & Finklea Dallas Water Utilities has projected the following delivery rate to the Town: 2000 7.63 2010 8.98 2020 9.87 2030 10.48 2040 10.89 2050 11.16 The delivery rate
required for this system is the maximum daily demand rate which is 9.75 MGD at Buildout. WATER DISTRIBUTION SYSTEM The analysis and design of the water distribution system has been based
on the total water demand anticipated, as well as, the geographical distribution of this demand. The existing line sizes were reviewed and the proposed lines sized to deliver the maximum
hourly demand in the system of 16.42 MGD and to refill the existing elevated storage tank during the minimum hourly demand. The analysis was based on the ultimate development of Addison.
All existing lines are adequate to convey the maximum hourly demands. 1) SUlYeyor Pump Station and Ground Storage ReselYoir This facility is located on Surveyor Drive just north of Belt
Line Road. Three high service pumps are located at this site along with one 2 million gallon prestressed concrete ground storage reservoir. Each pump is identical and has a rated capacity
of approximately 5.5 MGD. This station is schematically shown in Figure 5. This station has a single supply from Dallas Water Utilities Transmission Line between their Elm Fork Treatment
Plant and their Beltwood Station. 1996 Water Distribution System Report Page 5 
Shimek. Jacobs & Finklea This station was turned off in the analysis, since the Celestial Station can meet the system demands and has a delivery rate from Dallas Water Utilities which
better matches the pumps rated capacities. It is our understanding that this station is operated only to turn over the water stored in the ground storage reservoir. To operate this station
the Celestial Station must be off-line. 2) Celestial Pump Station and Ground Storage Reservoir This facility is located in southeast Addison off of Celestial Drive. Currently three 9.5
MGD high service pumps are located at this site with two slots for future pumps. In addition, one 6 million gallon underground concrete ground storage reservoir is located at this site.
The meter for the delivery from Dallas Water Utilities is sized for a delivery rate of 20 MGD. This station is schematically shown in Figure 6. This station has a dual supply from Dallas
Water Utilities (DWU). One is from the DWU two-way 84-inch transmission line between their Elm Fork and East Side Water Treatment Plants. The second feed is from a transmission line,
being fed from their Elm Fork Plant, between their Beltwood and Abrams Pump Stations. This type of supply from DWU diminishes the importance of a backup at the Town's Surveyor Pump Station.
The supply at this site should be firmly secured at or above the Town's projected buildout maximum daily demand rate of 9.75 MGD. The computer analysis and sizing of facilities to meet
the maximum hourly demand was based on the Celestial Pump Station meeting the demands. The Surveyor Station was not operating in the model. Further, the model was unable to effectively
utilize the two pump stations running together. This occurrence was verified by actual operation ofthe system. J996 Water Distribution System Report Page 6 
SCHEMATIC LAYOUT 60" D.W.U. WATER MAIN 12" RATE OF FLOW CONTROLLER EXISTING 2 M.G. GROUND STORAGE ..L EGEND 90" BEND IIHII COUPUNG ..... PUMP CONTROL VAlVE Fi!Xfil TEE (BRANCH & RUN)
Q EXISTING PUMP Figure 5 TOWN OF ADDISON SURVEYOR PUMP STATION SHIMEK. JACOBS llt. FINKLEA CONSULTING ENGINEERS JULY, 1996 
SCHEMATIC LAYOUT 24" D.W.U. WATER MAIN 84" D.W.U. WATER MAIN 36" RATE Of flOW CONTROLLER 24" 24" •.ID., EXISTING 6 M.G. GROUND STORAGE 􀁌􀁅􀁇􀁅􀁉􀁾􀁄􀀠 ... 90" BEND Q EXISTING PUMP COUPUNG
Figure 6 I1IIP4II Q FUTURE PUMP ...... PUMP CONTROL VAlVE EXISTING SURGE VAlVE TEE D 􀁾􀀠(BRANCH &: RUN) D FUTURE SURGE VAlVE TOWN OF ADDISON CELESTIAL PUMP STATION SHIMEK, JACOBS &:
ANKLEA JULY, 1996 CONSUL11NG ENGINEERS 
􀁓􀁨􀁩􀁭􀁥􀁾􀀠Jacobs & Finklea GROUND STORAGE RESERVOIR Ground storage within the system is necessary to provide a dependable supply during periods of high demand or equipment failure.
The storage designed for this report matches the maximum daily demand rate. The existing 6 million gallon ground storage reservoir can provide a supply rate to the pumps of approximately
24 MGD. The maximum daily demand is 9.75 MGD, leaving an excess in ground storage of approximately 14.25 MGD. ELEVATED STORAGE TANKS The volume of elevated storage required within a
water distribution system is a function of the maximum daily demand (pumpage rate) and the maximum hourly demand rate. This volume will meet the peak hourly demands in the system. In
addition, storage must meet the requirements of the State Board ofFire Insurance and the Texas Natural Resources Commission. By designing this system to meet the maximum hourly demands,
the volume of elevated storage required exceeds the minimums established by the State agencies. Previous studies of the operation of drawdown and refill rates of large capacity elevated
storage tanks generally indicates for each one million gallon of storage available a rate of approximately four million gallons a day could be realized. The difference in the maximum
hourly demand and the maximum daily demand results in a rate of 6.67 MGD being required from elevated storage. The existing I-million gallon elevated storage tank can only provide a
rate ofapproxirnately 4 MGD leaving a deficit of 2.67 MGD. .... This deficit of2.67 MGD can be made up through the construction ofa second elevated storage tank or can be made up through
a combination ofpumpage, ground storage and emergency generation. 1996 Waler Distribution System R£porl Page 7 
WATER DISTRIBUTION SYSTEM IMPROVEMENTS -PLAN "I 1) Negotiate with Dallas Water Utilities to secure a minimum delivery usage of9.75 MOD at the Celestial Station. 2) Abandon the Surveyor
Pump Station which has a maximum supply of 4 Mv_ the Dallas Water Utilities Elm Fork Water Treatment Plant. 3) Construct improvements at the Celestial Pump Station to include a 3 MOD
high service pump to replace elevated storage and a 1.5 to 3.0 MOD high service pump to meet low demands in the system. This station has a dual feed from Dallas Water Utilities from
both the Elm Fork and East Side Water Treatment Plants. Opinion ofProbable Cost ........................................................... $385,000.00 4) Construct emergency generators
at the Celestial Pump Station to operate one 9.5 MOD high service pump. This will also operate the 3 MOD high service pump required tc replace required elevated storage and provide a
back-up power supply in the event of electrical service disruption. It also provides back-up tc replace replace the Surveyor Pump Station. Opinion of Probable Cost ...................
....... ................. ................ $250,000.00 5) Install a computerized monitoring and control system to maximize the operation of the system, computer generate reports, and
to generate hourly demand curves. All signals would be transmitted through radio waves. Opinion ofProbable Cost ........................................................... $210,000.00
/996 Water Distribution System Report Page 8 
Shimek, Jacobs & Finklea WATER DISTRIBUTION SYSTEM IMPROVEMENTS -PLAN "B" 1) Negotiate with Dallas Water Utilities to secure a minimum delivery rate on the day of maximum usage of 4
MGD at the Surveyor Pump Station and 5.75 MGD at the Celestial Pump Station. 2) Replace two of the high service pumps at the Surveyor Pump Station with two 4 MGD high service pumps.
Opinion of Probable Cost ........................................................... $400,000.00 3) Add one 3 MGD high service pump at Celestial to replace required elevated storage.
Add one 1.5 MGD high service pump to meet low demands in the system. Opinion of Probable Cost ........................................................... $385,000.00 4) Construct emergency
generators at the Celestial Pump Station to operate one 9.5 MGD high service pump. This will also operate the 3 MGD high service pump required to replace required elevated storage and
to provide a back-up power supply in the event of electrical service disruption. Opinion of Probable Cost ........................................................... $250,000.00 5) Install
a computerized monitoring and control system to maximize the operation of the system, computer generate reports, and to generate hourly demand curves. All signals would be transmitted
through radio waves. Opinion of Probable Cost ........................................................... $210,000.00 ,Ih ()DO . /Z'1"1 I 1996 Water Distribution System Report Page 9

Shimek, Jacobs & Finklea HYDRAULIC ANALYSIS A computer assisted analysis was perfonned utilizing Cybemet computer software to aide in developing an overall system ofwater mains, storage
facilities and pump stations to efficiently serve the entire city as development is now envisioned. The resulting plan is shown on the water distribution map outside this report. The
master plan map shows the size and location of all existing and future feeder mains as well as elevated storage facilities. Also shown are reference numbers on all pipes and pipe intersections
or nodes. These numbers refer to additional infonnation contained in the computer printout. Two computer analyses were undertaken: One for the maximum hourly demand on the day of maximum
demand and one for the minimum hourly demand on the day of maximum demand. The hydraulic infonnation shown on the computer printout are described as follows: 1) Pipe Number -number shown
on system map for each section of pipe between nodes. 2) Junction Node -Pump Station, intersection of pipe, or water use point. The fIrst node number indicates the flow entering a section
of pipe, the second node number indicates flow leaving that section ofpipe. A minus sign indicates the flow opposite ofthe node order. 3) Length -Distance between nodes in feet. 4) Diameter
-Pipe diameter in inches. 5) Roughness -Coefficient of friction designated to the section ofpipe. 6) Boundary Node -Pressure zone elevation based on U.S.C.&G.S. datum. storage tank.
Location of elevated 7) Demand -Design flow at nodes in million gallons per day (MGD). flow into the system. A minus sign indicates 8) Elevation -Ground elevation at node based on U.S.c.&G.S.
datum. 9) Connecting Pipe -Pipe number connecting to junction node. 10) Flow Rate -Rate offlow in pipe section in million gallons per day. 11) Headloss -Friction headloss in section
ofpipe, in feet. 12) Velocity -Velocity of flow in section of pipe in feet per second (fps). 13) HL/IOOO -Friction loss in feet per thousand feet ofpipe. 14) Grade Line -Elevation of
water surface at node based on U.S.C. & G.S. datum (hydraulic gradient). 15) Pressure -Pressure in pounds per square inch (psi) at the node. Page 10 
... !.--.... 􀀺􀁾􀁾􀁾􀁾􀁊􀁾􀁩􀁾􀀬􀁾􀁾􀀬􀁾􀁾􀁾􀀺􀀠 01Y llWW 􀁾 PRCPOStD "'TO( UlE:. PPE !MISER AND SIZE 􀁾 fXIS1'ING WAITR UN[, PK IM&R AH!l SIZE .n.IC1IOHi f«lDE I!l fXIS'llNG I Ii.C.
EI.£IlAlED S'l'OIroE tu,s. I o EXISTIHC PUIlP SfA1't)N eJI EXJSmfG PlAIP l8JI flI1\A?E PIAIf' !3 EXlSllmt SURG£ VAlVE ! I , SlJM)!JR PUMP STA'OOH C'flf5!W PIM' smp ABDisoN WATER DISTRIBUTION
SYSTEM MASTER PLAN ..tI\.y. IGGS SHIMEK. JACOBS & FlNKl£A OONSVL<lN{; ENC!NEEftS -....r..... 
J D TOWN OF ADDISON, TEXAS U 1996 WATER DISTRIBUTION REPORT J Prepared By ;J SIDMEK, JACOBS & FINKLEA CONSULTING ENGINEERS :1 n 
May 28, 1999 City of Dallas Mr. John Baumgartner Director of Public Works Town ofAddison P.O. Box 9010 Addison, Texas 75011·9010 Dear Mr. Baumgartner: As you may know, the City of Dallas
Water Utilities Department (DWU) is in the process of updating' the Long Range Water SupplJ' Plan, 1990-2050 (the Plan). This Plan studies water supply needs" resources, and potential
water supply capital improvements through the year 2050. Part of the process of updating the Plan involves developing population and water demand projections for all current and potential
wholesale customers in DWU's water service area. DWU staff and our consultant have developed population projections, water demand projectiOns. and per capita demand projections for each
current and potential wholesale customer. Copies of these projections for the Town ofAddison are enclosed as follows: • A table with year 1980,1998,2000.2020, and 2050 population projections
fr0m past Plans and from this current Plan. • A graphical representation of historical historical and projected populations for the Town of Addison using data from North Central Texas
Council of Governments (NCTCOG), Texas Water Development Board (TWDB), DWU, Addison's information in response to our request for data. and this Plan's projections. • A table with year
1990.2000,2010.2020. and 2050 total water demand projections, with narrative. for the Town ofAddison. Again, data from TWDB, DWU. past Plans and this Plan is included. • A graphical
representation ofhistorical and projected per capita demand using DWU and TWDB data. and this Plan's recommendation for per capita demand. This data represents DWU's and the consultant's
effort to incorporate several different available projections and our current understanding of regional trends, We have scheduled a meeting on June 14, 1:00 p.m., in the conference room
at your service center located at 16801 Westgrove to review this data and discuss any comments you may have. We look forward to meeting with you and receiving your input. Sincerely,
􀁉􀁜􀁾􀀺􀁓􀁾􀀠 RlIndy Stalnaker Interim Manager Wholesale Services Division attachments c Larry Patterson. Assistant Director· Water Operations Jennifer Cottingham, Project Manager.
Water Facilities Project Management Water Utilities Department Wholesale Services. City Hall, 1500 Marilla. Room 4AN. Dallas, Texas 75201. 214/670-5888. Fax 214/670-3154 A city utility
providing regional waler and wastewater services 􀁶􀁾􀁡􀁬􀀠to public health and safety. 
CITY OF DALlAS WATER UTILITIES DEPARTMENT LONG RANGE WATER SUPPLY PLAN UPDATE TOWN OF ADDISON POPULATION AND WATER DEMAND PROJECTIONS May,1999 
TOWN OF ADDISON POPUlATION PROJECTIONS Study Year 1980 Year 1998 Year 2000 Year 2020 Year 2050 URS/FC, 1975 8,200 -17,000 21,000 25,000 TCB,I989 5,553 .. 12,260 16,055 18,896 LRWSP,
1999 5,553 11,800 12,554 16,790 21,908 For the LRWSP, the estimated average annual changes in the City ofAddison population are: 1980 to 2000 =4.2 %, 2000 to 2020 = 1.5 %, and 2020 to
2050 =0.9 %. NOTES: L URS/FC, 1975 = URS/Forrest and Cotton, Inc., 1975. Long Range Water Supply Study. Dallas, Texas. 2. TCB, 1989 = Turner Collie & Braden, Inc" 1989. Long Range Water
Supply Plan 1990·2050: To the City of Dallas, Texas, Dallas Water Utilities. Dallas, Texas. 3. LRWSP, 1999 = This Plan Update projections. 
c 0 :;:: as ::I Co 0 a. Historical and Projected Population Estimates City of Addison 25,000 .--------, 20,000 15,000 􀁾􀁾􀀭􀀮􀀭..-----I --NCTCOG ____ TWDB -'-DWU __USER CITY 10,000
. ---------::iiii 􀁾􀁌􀁒􀁗􀁓􀁐􀀠 5,000 􀁏􀁾􀁔􀀭􀀭􀀭􀀭􀀭􀀫􀀭􀀭􀀭􀀭􀀫􀀭􀀭􀀭􀀭􀀭􀀴􀀭􀀭􀀭􀀭􀀭􀀴􀀭􀀭􀀭􀀭􀀭􀀴􀀭􀀭􀀭􀀭􀁾􀀭􀀭􀀭􀀭􀁾􀁾􀀭􀀭􀁾􀀠 1970 1980 1990 2000 2010 Year 2020 2030 2040 2050
OQ" , C CITY OF DALLAS, WATER UTliliTIES DEPARTMENT UPDATE TO DALLAS LONG RANGE WATER SUPPLY PLAN Wendy Lopez & Associates, Inc. Engineering Environmenlal Surveying Conslruclion Services
Chiang, Patel & Yerby, Inc. &!C onSUllil'lg Engineers Planners Project Manag"'. 0:0 HISTORICAL AND PROJECTED POPULATION ESTIMATES 􀁾􀀠 Dallas, Texas Dallas, Texas m CITY OF ADDISON,
TEXAS MARCH 1999 
TOWN OF ADDISON WATER DEMAND PROJECTIONS Study & Area Year 1990 Year 2000 Year 2010 Year 2020 Year 2050 TCB 1989, Planning Area 3.64 4.42 5.23 5.74 6.51 DWU 1997, Planninl(Area 5.26
6.13 6.66 8.12 TWDB 1999, Planning Area 5.26 6.13 6.66 8.12 LRWSP 􀀱􀀹􀀹􀀹􀀧􀁐􀁬􀁡􀁮􀁮􀁩􀁾􀀠 6.11 8.Hl 9.25 12.07 LRWSP , Same Same Addison receives all of its treated water from DWU.
The recommended LRWSP projections for Addison are consistently higher than previous studies. This can be attributed to the higher gped value used in this report, based on a consistent
long-term trend, as can be Seen graphically in Appendix B2. Even though the 2050 projection is nearly 50% higher than the 1997 DWU report value, the difference is only approximately
4 mgd. NOTES: 1. TCB, 1989 Turner Collie & Braden, Inc., 1989. Long Range Water Supply Plan 1990·2050: To the City of Dallas, Texas, Dallas Water Utilities, Dallas, Texas. 2. DWU 1997
City of Dallas internal projections. 3. TWDB 1999 = Texas Water Development Board projections. 4. LRWSP 1999 = This Plan Update projections. 5. LRWSP 1999, DWU Supply = That portion
served by Dallas. live. tJu..J4/I' t/-J':e 19'17 -'1$ q,,41 d 1 
Historical and Projected Per Capita Demand (GPCD) Town of Addison 800 /' I , , y= 14.367.-28233 , , /' 􀁒􀀲􀀽􀁏􀀮􀀸􀀵􀁾 700 /' -/I . y= 11.065x-21643 ." R' = 0.8755 􀁾􀀠600 ,,' ..7 -------------a
--/!r. DWU 0 D.. -C) 500 A --a-'TWDB "C I: l---_ nI 1='"--",:-.-" ).-.-.-._-, E ,.. . -. =-,-......." ,...-.-._., .... --_._. 400 --------i;J.._ liE LWRSP CII 􀁾􀀠􀁾􀀠 a --"'l l---i1------.,
.l! -_.-Short 'g. 300 i Trend 0 V". "if Long CII Trend D.. 200 100 0 1970 1980 1990 2000 2010 2020 2030 2040 2050 Year ro:!! CITY OF DALLAS, WATER UTIIUTIES DEPARTMENT Chiang, Patel
& Yerby, Inc. I\.)Gl UPDATE TO DALLAS LONG RANGE WATER SUPPLY PLAN 􀁾􀁄􀁾􀁁􀀠 NATHAND.MAIER Consutting Engineers Planners I c: HISTORIC AND PROJECTED PER CAPITA DEMAND (GPCD) CONSULTING
ENGINEERS. INC. 􀁾􀀠Project Managers (J'J::O Dallas, Texas m TOWN OF ADDISON DALLAS. TEXAS MARCH 1999 31241993:58 PM lRWSP GPeD 18t. AND GAAPH.lI1s;: AOD 
CITY OF DALLAS WATER UTILITIES DEPARTMENT LONG RANGE WATER SUPPLY PLAN UPDATE TOWN OF ADDISON POPULATION AND WATER DEMAND PROJECTIONS May, 1999 
, TOWN OF ADDISON POPULATION PROJECTIONS Study Year 1980 Year 1998 Year 2000 Year 2020 Year 2050 URSlFC, 1975 8,200 .. 17,000 21,000 25,000 TCB,1989 5,553 .. 12,260 16,055 18,S96 LRWSP,
1999 5,553 11.800 12,554 16,790 21,908 For the LRWSP, the estimated average annual changes in the City of Addison population are: 1980 to 2000 = 4.2 %, 2000 to 2020 1.5 %, and 2020 to
2050 = 0.9 %. NOTES: l. URS/FC, 1975 URS/Fonest and Cotton, Inc., 1975. Long Range Water Supply Study. Dallas, Texas. 2. TCB, 1989 = Turner Collie & Braden, Inc., 1989. Long Range Water
Supply Plan 1990·2050: To the City of Dallas, Texas, Dallas Water Utilities. Dallas, Texas. 3. LRWSP, 1999 This Plan Update projections. 
c 0 :;::; a\ :::J a. 0 a. Historical and Projected Population Estimates City of Addison 25,0 00 --1--1 I ' 20,0 00 .. 15,000 __NCTCOG __TWDB --.-DWU --USER CITY 10,000 . ........ .....LRWSP
---5,000 o T 1---+----1 1970 1980 1990 2000 2010 Year 2020 2030 2040 2050 0• G"ci ' 0;0 m CITY OF DALLAS, WATER UTIIUTIES DEPARTMENT UPDATE TO DALLAS LONG RANGE WATER SUPPLY PLAN HISTORICAL
AND PROJECTED POPULATION ESTIMATES CITY OF ADDISON,TEXAS Wendy Lopez & Associates, Inc: # Engineerin!;l En'nromm)nlal Surveying Constluction Services Dallas, TQxas Chiang, Patel & Yerby, Inc. Consulting Engineers Planners Project Managers
Dairas, raltaS MARCH 1999 
TOWN OF ADDISON WATER DEMAND PROJECTIONS Study & Area Year 1990 Year 2000 Year 2010 Year 2020 Year 2050 TCB 1989, Planning Area 3.64 4.42 5.23 5.74 6.51 DWU 1997, Planning Area 5.26
6.13 6.66 B.12 TWDB 1999. Planning Area 5.26 6.13 6.66 B.12 LRWSP 1999. Planning Area 6.11 8.1B 9.25 12.07 LRWSP 1999. DWU Supply Same Same Same Same Addison receives all of its treated
water from DWU. The recommended LRWSP projections for Addison are consistently higher than previous studies. This can be attributed to the higher gpcd value used in this report. based
on a consistent long-term trend, as can be seen graphically in Appendix B2. Even though the 2050 projection is nearly 50% higher than the 1997 DWU report value. the difference is only
approximately 4 mgd. NOTES: 1. TCB. 1989 = Turner Collie & Braden. Inc.. 19B9. Long Range Water Supply Plan 1990-2050: To the City of Dallas, Texas. Dallas Water Utilities. Dallas. Texas.
2. DWU 1997 = City of Dallas internal projections. 3. TWDB 1999 =Texas Water Development Board projections. 4. LRWSP 1999 = This Plan Update projectiOns. 5. LRWSP 1999, DWU Supply =
That portion served by Dallas. 
-1 Historical and Projected Per Capita Demand (GPCD) Town of Addison 800 700 600 a 0 ll. S!.. 500 "C c III E <U 400 0 􀁾􀀠 :;-300 0 .... (1) ll. 200 100 0 1970 1980 1990 2000 2010 2020
2030 2040 2050 Year CITY OF DALLAS, WATER UTIIL1TIES DEPARTMENT Chiang, Patel & Yerby, Inc. co:!! UPDATE TO DALLAS LONG RANGE WATER SUPPLY PLAN NATHAN D. MAIER Consulting Engineers Planners
NGl CONSULTING ENGINEERS. INC. Project Mao8gers 1 c: ..NOIV (Jl;lJ HISTORIC AND PROJECTED PER CAPITA DEMAND (GPCD) Dallas. Texas m TOWN OF ADDISON DALLAS. TEXAS 􀁾􀀠MARCH 1999 3t.NI99
3:56 PM lRWSP Gf'CD Tat. AND GRAPf-txis: ADD 􀁾􀁾􀁾􀀢􀀠 /I , , y = 14.367x -28233 , , /R'= 0.8556 I -----/􀁾􀀠 I y=11.065x-21643 ,-' R2 =0.8755 􀁾􀀭􀁾􀀠 -------[---,p'/--I>:--DWU 􀁾􀀠...._.__.-------
-----A 􀁾􀀭􀁾􀀠 ... --o-TWDB :1---__ ._--_.--" >---------);--------,!r--------" j,-. -􀁾􀀠 -􀀭􀀭􀁾􀀠------.., J-_ )iE LWRSP 􀁾􀀠􀁾􀀠 ---n-------I:I------I I 1-----Short V ----------...
􀁾􀀭􀁾􀁾􀁾􀀠 Trend iI' Long Trend ---------------􀁾􀁾􀀭􀁾􀁾􀀠 --------􀁾􀀭􀁾􀀠 􀁾􀀠 􀀮􀁾􀀮􀀠 􀁾􀀭
---SHIMEK.JACOB5&FINKLE PIlGE 01/03 08/09/199& 12:02 2143510204 SHIMEK, JACOBS & FINKLEA CONSULTING ENGINEERS 8333 DOUGLAS AVENUE, #820 DALLAS, TEXAS 75225 Fax Number: (214) 361 -0204
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'Pc=: Message: ,S􀀷􀁬􀀺􀀿􀁾􀁾􀀺􀁥􀁟􀀠 kl·ero u'\u!../C11 e,.){ 􀁃􀀧􀁾􀁉C <..; (en'o,./.J -. -.-.􀁆􀁲􀁯􀁭􀀺􀁟􀀹􀁾􀁖 􀀦􀁌􀁾􀀠 If the number of pages called for are uot received OJ< are
not clear pIcas'" call (214) 361-7900. 
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